SCOUR DESIGN REPORT - biznet.ct.gov · Scour Design Report for Rehabilitation of Rte. 8/I-84...

Prepared By: __________________________ Date: ________

Steven C. Flormann, P.E.

Checked By: __________________________ Date: ________

David N. Murray

__________________________


CTDOT-Approved Hydraulic Engineer

SCOUR DESIGN REPORT

REHABILITATION OF

ROUTE 8/INTERSTATE 84

BRIDGES OVER THE

NAUGATUCK RIVER

TEMPORARY BYPASS

August 2015 Revised November 2017

STATE PROJECT NO. 151-326

City of Waterbury

New Haven County

Connecticut

PREPARED FOR

Connecticut Department of

Transportation

2800 Berlin Turnpike

Newington, CT 06111

PREPARED BY

HNTB Corporation

1344 Silas Deane Highway

Suite501

Rocky Hill, CT 06067

Phone: (860) 257-7377

Fax: (860) 257-7394

Contact: Steven C. Flormann, P.E.

Phone: (973) 849-0445

CT PE #30682

11/21/17

11/21/17

Scour Design Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass

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Executive Summary

HNTB Corporation (HNTB) was selected to design the temporary bypass roadway to be utilized during the replacement of five bridge decks associated with the Interstate 84 and Route 8 interchange. The bridge deck replacement projects will occur outside or above the floodplains associated with the Naugatuck River while the Temporary Bypass Roadway will consist of two temporary bridges spanning the river. In order to evaluate the impacts the temporary bridges will have on the water surface elevations in the vicinity of the Route 8/Interstate 84 interchange, a hydraulic model of the river was developed. This report describes the scour analyses completed for the project.

The tasks undertaken in this design effort include the preparation and documentation of scour calculations necessary to ensure that the proposed design complies with criteria established by the Connecticut Department of Transportation (CTDOT) and the statutes and regulations administered by the Connecticut Department of Energy and Environmental Protection (CTDEEP). Peak design discharges were developed for the Naugatuck River at the project location as described in the Hydrology Report (approved April 2016). Since the drainage area is between 10 and 1,000 square miles, the temporary bridges associated with the Route 8/I-84 Project would be classified as large structures in accordance with Chapter 9, Section 9.3, Table 9-2 of the Connecticut Department of Transportation’s (CTDOT’s) Drainage Manual if they were permanent bridges. The temporary bridges will be in use for approximately 36 months, therefore the hydraulic design frequency is the 25-year event in accordance with the CTDOT Drainage Manual, Section 6, Appendix F. The scour design event is the 50-year event in accordance with Table 2.1 in the 5th edition of the Federal Highway Administration’s HEC-18 manual.

Approximate bridge scour depths were estimated using the U.S. Army Corps of Engineers HEC-RAS 4.1.0 computer program, procedures available in the Federal Highway Administration’s HEC-18 manual, and Chapter 9 of the CTDOT Drainage Manual. The 50-year scour depths were computed to be 0.00 feet at the abutments, 13.07 feet at the left (northern) pier, and 24.09 feet at the right (southern) pier of Temporary Bridge 001. The 50-year scour depths were computed to be 0.48 feet at the left (eastern) abutment, 0.86 feet at the right (western) abutment, 12.21 feet at the left pier, 12.88 feet at the center pier, and 12.16 feet at the right pier of Temporary Bridge 002. The foundations of the temporary bridges will be designed such that they are stable and not undermined by scour during the design or check events.

Executive Summary Table

Item Recommended Rating Temporary Bridge 001

Recommended Rating Temporary Bridge 002

NBIS Item 113 N/A N/A NBIS Item 71 N/A N/A NBIS Item 61 N/A N/A

Scour Risk Designation Low Risk Low Risk Depth of Potential Scour

During Design Event 24.09 feet

(Elev. 218.81 feet NAVD88) 12.88 feet

(Elev. 232.59 feet NAVD88) Depth of Potential Scour

During Check Event 27.54 feet

(Elev. 227.30 feet NAVD88) 15.05 feet

(Elev. 230.42 feet NAVD88)

Foundation Type Known

(Temp. Deep Foundations) Known

(Temp. Deep Foundations)

Recommendations Design Foundation for Predicted Scour

Design Foundation for Predicted Scour


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Table of Contents

Section Page

Executive Summary ..................................................................................................................................... i

Table of Contents ......................................................................................................................................... ii

1.0 Project Description .............................................................................................................................. 1

2.0 Development of Hydraulic Model ..................................................................................................... 1

2.1 Hydrologic Summary and Boundary Conditions ................................................................. 1

2.2 Hydraulic Analysis Methodology ............................................................................................. 2

2.3 Temporary Conditions Hydraulic Model ................................................................................ 2

3.0 Bridge Scour Computations .............................................................................................................. 4

3.1 Methodology ................................................................................................................................. 4

3.2 Contraction Scour ....................................................................................................................... 4

3.3 Local (Abutment and Pier) Scour ............................................................................................ 5

3.4 NCHRP Scour Method ................................................................................................................ 5

3.5 Bridge Scour Depths ................................................................................................................... 5

3.6 Conclusions ................................................................................................................................... 7

List of Tables

Table Page

Table 1: Peak Design Discharges ............................................................................................................... 1

Table 2: Existing Ground Elevations at Substructures........................................................................ 6

Table 3: CTDOT Calculated Scour Depths at Temporary Bridge 001 .............................................. 6

Table 4: CTDOT Calculated Scour Depths at Temporary Bridge 002 ............................................. 6

Table 5: NCHRP 24-20 Calculated Scour Depths at Temporary Bridge 001 ................................. 7

Table 6: NCHRP 24-20 Calculated Scour Depths at Temporary Bridge 002 ................................ 7

Appendices

Appendix A: Hydrology Report

Appendix B: Supporting Calculations for Hydraulic Analysis

Appendix C: Supporting Calculations for Scour Analyses

Appendix D: Site Photographs


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1.0 Project Description

HNTB Corporation (HNTB) was selected to design the temporary bypass roadway to be utilized during the replacement of five bridge decks associated with the Interstate 84 and Route 8 interchange. The bridge deck replacement projects will occur outside or above the floodplains associated with the Naugatuck River while the Temporary Bypass Roadway will consist of two temporary bridges spanning the river.

Water surface profiles for the subject reach of the Naugatuck River were developed by the Federal Emergency Management Agency (FEMA) for the 2013 New Haven County Flood Insurance Study (FIS). In order to ensure proper design of the foundations for the temporary bridges, a hydraulic model of the river has been developed and a scour analysis must be completed for each temporary bridge. This report describes the scour analyses completed for the project.

2.0 Development of Hydraulic Model

2.1 Hydrologic Summary and Boundary Conditions

In order to evaluate the impacts the temporary bridges will have on the river, the 2-, 10-, 25-, 50-, 100-, and 500-year events were modeled. All profiles were developed using the peak discharges listed in the Hydrologic Report, approved April 2016, for this project (see Appendix A). In addition to the peak discharges discussed in the Hydrologic Report, the FEMA FIS and available HEC-2 model indicate a flow change location upstream of the confluence with Steel Brook (RS 1090+37). The additional flow change is required due to the expansion of the model upstream of the project limits to show convergence of the water surface profiles. Peak design discharges are summarized in Table 1.

Table 1: Peak Design Discharges

Return Period (Years)

Peak Discharges at Freight Street

(cfs)

Peak Discharges Upstream of Steel Brook

(cfs)

2 1,900* 1,800** 10 5,700 5,500 25 7,900* 5,535** 50 9,600 5,600 100 13,350 8,580 500 33,100 23,200

*Interpolated Values, See Hydrology Report.

**Interpolated Values, See Appendix A

At an average slope of approximately 0.18%, the main channel of the Naugatuck River, within the study reach, is relatively flat. Therefore, the hydraulic analysis was limited to the subcritical flow regime. Water surface profile computations were started at river station (RS) 1005+40 (FEMA cross section CW), which is located approximately 450 feet downstream of Temporary Bridge 001. As summarized in the Hydraulic Report, each profile was started using a known water surface elevation either interpolated or taken directly from the FEMA profile for the study reach.


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2.2 Hydraulic Analysis Methodology

The U.S. Army Corps of Engineers’ HEC-RAS 4.1.0 computer program was used to construct a hydraulic model of the Naugatuck River in the vicinity of the Interchange. HEC-RAS is capable of implementing a one-dimensional flow analysis to compute steady-state water surface profiles. The program uses a graphical user interface to organize model characteristics and employs separate hydraulic analysis components, data storage and management capabilities, and graphics and reporting facilities.

To compute water surface elevations along a study reach, HEC-RAS uses a standard step computation method, which incorporates a simplified version of the energy equation to account for friction losses as well as expansion/contraction losses between cross sections of a stream. The program is also capable of computing water surface elevations through hydraulic control structures such as bridges, culverts, weirs, etc. During low flow conditions, computations through a structure can be performed using the energy equation, momentum equation, or the Yarnell equation. During high flow conditions, the program utilizes either the energy equation or the pressure and/or weir computation method. For this reach within the vicinity of the Interchange, the momentum and energy equations were used for low flow computations at the various bridges and the pressure and/or weir equation was used for high flow computations.

2.3 Temporary Conditions Hydraulic Model

Beginning at RS 1005+40, 43 stream cross sections were used to develop the model. The upstream limits of the model extend approximately 8,375 feet upstream of the W. Main Street Bridge to RS 1140+32 (FEMA cross section DP). Main channel cross section geometry was obtained from the most recently available FEMA hydraulic model and floodplain geometry was measured from Light Detection and Ranging (LiDAR) data generated by the State of Connecticut.

Manning’s roughness coefficients for the floodplains and main channel of the Naugatuck River were obtained from the FEMA model and adjusted by comparing field observations to the tables listed in the HEC-RAS program. A roughness coefficient of 0.030 was used throughout the study reach for the main channel, which consists of a straight and clean channel. The 100-year floodplain throughout the study reach is primarily contained within the main channel of the river. Portions of the floodplains located above the 100-year water surface elevations consist of forested areas, roadways, commercial development, and industrial development. Therefore, roughness coefficients of 0.013, 0.030, 0.035, 0.050, and 0.070 were modeled for paved surfaces, grass, riprap/debris, brush, and forested areas, respectively.

The study reach is relatively uniform with no abrupt changes in main channel geometry. Therefore, expansion/contraction coefficients of 0.1 and 0.3 were used at all cross sections. These values were increased to 0.3 and 0.5 to account for the constrictions occurring at the bridges. The main channel bend slightly upstream of the Freight Street and Bank Street Bridges. As such, reach lengths were adjusted accordingly on the left and right sides of the main channel (looking downstream).

The existing railroad spur bridge consists of a nine-span causeway, and a two-span bridge. The overall length is approximately 340 feet between inside walls of each abutment with varying span lengths throughout the structure. The deck width (measured in the direction of flow) is approximately 20 feet out-to-out. The through-girder design for the two main spans result in solid parapets extending


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above both faces of the structure over the main channel of the river. The causeway section of the bridge does not contain a parapet or rail system to obstruct flow above the bridge deck. Note that the bridge geometry is based on the FEMA HEC-2 model.

The existing W. Main Street bridge consists of a three span structure with an overall length of approximately 180 feet between the inside walls of each abutment. The deck width (measured in the direction of flow) is approximately 60 feet out-to-out. A solid concrete parapet extends above the road on both faces of the structure. Note that the bridge geometry is based on the FEMA HEC-2 model.

The existing Freight Street Bridge consists of a two-span arch structure. However, the structure was modeled as a rectangular two-span structure since the hydraulic model has been based on the FEMA HEC-2 model. The structure includes an overall length of approximately 160 feet with 74 feet between the inside walls of each abutment and the center pier. The deck width (measured in the direction of flow) is approximately 72 feet out-to-out. A solid concrete parapet extends above the road on both faces of the structure.

The existing I-84 Bridge consists of a two level viaduct (eastbound located above westbound) with three spans over the main channel and an overall length of exceeding 1,600 feet spanning the floodplain. Three piers are located within the main channel of the river and are aligned with the direction of flow. The deck width (measured in the direction of flow) is approximately 114 feet out-to-out. Solid concrete parapets extend above the roadway surfaces on both faces of the structure. Note that the low chord elevation of the westbound lanes is approximately 44 feet above the 100-year floodplain.

Although the I-84 mainline and I-84 ramp bridges converge into a single structure approximately 250 feet east of the river, the I-84 ramps have been modeled as a separate bridge in order to more accurately account for the losses associated with the piers in the main channel of the river. Note that the piers of the I-84 viaduct structure are only included in the I-84 bridge and have not been duplicated in the I-84 ramp structure. The existing bridges carrying the I-84 ramps (Route 8 NB to I-84 EB and I-84 WB to Route 8 SB) consist of two adjacent bridge superstructures with three spans over the main channel and approximately 500 feet spanning the floodplain. Due to the proximity of the bridges to each other and the shared piers, they have been modeled as a single bridge. Two piers are located within the main channel of the river and are aligned with the direction of flow. The deck width (measured in the direction of flow) is approximately 84 feet out-to-out. Solid concrete parapets extend above the roadway surfaces on both faces of the structure. Note that the low chord elevation of the ramp from I-84 WB to Route 8 SB is approximately 28 feet above the 100-year floodplain.

The existing railroad bridge consists of a two-span structure over the river and a separate two span structure over Jackson Street. The overall length of the structure over the river is approximately 50 feet between the inside walls of each abutment and the center pier. The overall length of the structure over Jackson Street is approximately 50 feet and 15 between the inside walls of the abutments and the center pier. The deck width (measured in the direction of flow) is approximately 40 feet out-to-out. The bridge does not contain a parapet or rail system to obstruct flow above the bridge deck. Note that the bridge geometry is based on the FEMA HEC-2 model.

The existing Bank Street Bridge consists of a three-span structure with an overall length of approximately 50 feet between the inside walls of each abutment the


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piers. The deck width (measured in the direction of flow) is approximately 58 feet out-to-out. A solid concrete stub parapet with an open rail system extends above the road on both faces of the structure. Note that the bridge geometry is based on the FEMA HEC-2 model.

In order to facilitate the replacement of the Route 8 Northbound bridge deck without a lengthy detour through local streets, a temporary bypass roadway will be constructed to divert traffic around the work zone. The temporary bypass roadway will cross the Naugatuck River near RS 1010+40, run north along the eastern bank of the river, and cross the river again near RS 1026+67 before tying back into the existing Route 8 roadway near the Freight Street Bridge.

Temporary Bridge 001 (RS 1010+40) will consist of 3 spans, with span length of 150 feet. Temporary Bridge 002 (RS 1026+67) will consist of 4 spans with span lengths varying between 72 and 119 feet. The abutments for both temporary bridges will be located at the edge of or just beyond the limits of the 100-year floodplain, but temporary piers will be required within the main channel of the river. The low chord elevation of 268.4 for Temporary Bridge 001 will be located above the 100-year floodplain. The low chord elevation of 261.0 for Temporary Bridge 002 will be approximately 9 inches below the 100-year floodplain. Since Temporary Bridge 001 will be within 30 feet of the existing railroad bridge, there is not adequate space between the structures to properly model departure and approach sections. Therefore, the two bridges were modeled as a single structure. Supporting hydraulic calculations are included in Appendix B herein.

3.0 Bridge Scour Computations

3.1 Methodology

Estimated scour depths have been computed for the temporary hydraulic conditions using the methods outlined in the CTDOT Drainage Manual (CDM) and HEC-18. Included in the HEC-18 manual is the National Cooperative Highway Research Program (NCHRP) 24-20 scour calculation method.

In accordance with the CDM, total scour depths are computed by adding the contraction scour and local scour together and by use of the NCHRP method. Two types of contraction scour can be present at a bridge. Horizontal contraction scour consists of a uniform lowering of the riverbed due to flow constricting as the width of the waterway narrows at a bridge. Vertical contraction scour, also known as pressure flow scour, is a uniform lowering of the riverbed due to flow constricting and being forced beneath an inundated bridge deck. Local scour occurs due to obstructions in the stream such as bridge abutments or piers.

In accordance with the guidelines on “Hydrology for Temporary Facilities” located in Section 6, Appendix F of the CDM, the hydraulic design frequency for the temporary bridges is the 25-year event. In accordance with Table 2.1 of the 5th edition of the Federal Highway Administration’s HEC-18 manual (HEC-18), the 50-year event is the scour design event and the 100-year event serves as the scour check event.

3.2 Contraction Scour

The procedures outlined in Chapter 6 of the HEC-18 manual were used to determine horizontal contraction scour at the temporary bridges. With the exception of the check event at Temporary Bridge 002, the design and check events do not inundate the low chords of the bridges, therefore analysis of pressure flow scour is only applicable for the check event at Temporary Bridge 002. The HEC-RAS program includes an automated procedure for calculating horizontal contraction scour that is


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consistent with the HEC-18 guidelines. Horizontal contraction scour parameters that were automatically imported by HEC-RAS have been verified and adjusted, as necessary. The median diameter (D50) of the streambed material was estimated to be 0.50mm based on historic borings taken during the original construction of the Route 8 and I-84 interchange and visit to the site.

3.3 Local (Abutment and Pier) Scour

In accordance with Appendix B of Chapter 9 of the CDM, the amended local abutment scour equation for Connecticut was used to calculate local scour that the abutments that are located within the floodplains of the design or check events. Per Chapter 8 of HEC-18, parameters were measured and the upstream bridge face and approach cross sections were divided into equal conveyance tubes to determine flow, area, discharges, depths, and velocities at the abutments. The variable L’, which is representative of the length of roadway embankment blocking effective flow, was determined in accordance with Chapter 8 of HEC-18 by dividing the portion of the floodplain blocked by the abutment at the approach section by the unit discharge in the flow tube that is adjacent to the bridge abutment.

The procedures outlined in Chapter 7 of HEC-18 were used to determine local scour at piers associated with the temporary bridges. The HEC-RAS program includes an automated procedure for calculating local scour at piers that is consistent with the HEC-18 guidelines. Pier scour parameters that were automatically imported by HEC-RAS have been verified and adjusted, as necessary.

3.4 NCHRP Scour Method

The NCHRP method differs from the traditional method by computing total scour directly instead of requiring separate computations for contraction and local abutment scour. Depending upon the site specific parameters, the scour calculation can result in lower scour depths than the traditional scour method. In accordance with Section 8 of the HEC-18 manual, the hydraulic parameters required by the NCHRP method were obtained from the project’s HEC-RAS model.

3.5 Bridge Scour Depths

The calculated scour depths for Temporary Bridge 001 are listed in Tables 3 and 5 while the scour depths for Temporary Bridge 002 are listed in Tables 4 and 6. The corresponding bottom of scour elevations, which were computed by subtracting the scour depths from the thalweg for the piers and from the stream bank elevations (see Table 2 below) for the abutments, are also provided on the tables. Supporting scour calculations and documentation are provided in Appendix C.


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Table 2: Existing Ground Elevations at Substructures, feet NAVD88

Bridge Location Existing Ground

Elevation

Temporary Bridge 001

Left Abutment 260.00 Left Pier (#1) 246.49

Thalweg 242.90 Right Pier (#2) 243.35 Right Abutment 268.00


Left Abutment 259.31 Left Pier (#1) 246.11

Center Pier (#2) 245.49 Thalweg 245.47

Right Pier (#3) 246.43 Right Abutment 258.80

Table 3: CTDOT Calculated Scour Depths at Temporary Bridge 001, feet

Event Location Local Scour

Contraction Scour

Total Scour

Scour Bottom

Elevation (ft NAVD88)

100-Year

Left Abutment 0.00 0.00 0.00 260.00 Left Pier 9.11 6.49 15.60 227.30

Right Pier 21.05 6.49 27.54 215.36 Right Abutment 0.00 0.00 0.00 268.00

50-Year


Right Pier 19.29 4.80 24.09 218.81

Right Abutment 0.00 0.00 0.00 268.00

Note: Left = Eastern, Right = Western

Table 4: CTDOT Calculated Scour Depths at Temporary Bridge 002, feet

Event Location Local Scour

Contraction Scour

Total Scour

Scour Bottom


100-Year


Center Pier 11.73 3.32 15.05 230.42 Right Pier 11.36 3.32 14.68 230.79

Right Abutment 3.21 0.00 6.53 252.27

50-Year


Center Pier 10.94 1.94 12.88 232.59

Right Pier 10.22 1.94 12.16 233.31

Right Abutment 0.86 0.00 0.86 257.94

Note: Left = Eastern, Right = Western


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Table 5: NCHRP 24-20 Calculated Scour Depths at Temporary Bridge 001, feet

Flood Event

Location Total Scour

Scour Bottom


100-Year

Left Abutment 0.00 260.00 Left Pier2 15.60 227.30

Right Pier2 27.54 215.36 Right Abutment 0.00 268.00

50-Year


Right Pier2 24.09 218.81

Right Abutment 0.00 268.00

Notes: 1. Left = Eastern, Right = Western 2. NCHRP does not include scour at piers. Traditional pier scour calculations

have been used.

Table 6: NCHRP 24-20 Calculated Scour Depths at Temporary Bridge 002, feet

Flood Event

Location Total Scour

Scour Bottom


100-Year


Center Pier2 15.05 230.42 Right Pier2 14.68 230.79


50-Year


Center Pier2 12.88 232.59

Right Pier2 12.16 233.31


Notes: 1. Left = Eastern, Right = Western 2. NCHRP does not include scour at piers. Traditional pier scour calculations

have been used.

3.6 Conclusions

Due to geotechnical and structural requirements, the temporary piers for the temporary bridges will be driven to bedrock at an estimated elevation of 185 feet NAVD88. As such, the bottom elevations of the temporary piers will be well below the calculated scour depths. Although the abutments for Temporary Bridge 002 are located within the 50-year floodplain, the footings will be located below the calculated scour depth and will be protected by gabion walls and riprap. The abutments for Temporary Bridge 001 are located outside the 50-year floodplain limits and are not subject to scour. Therefore, the temporary bridges will be stable during the 50-year scour design event.


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In accordance with CTDOT and HEC-18 procedures, the 100-year “check event” scour depths were also computed. The abutments for Temporary Bridge 001 are located outside the 100-year floodplain and will not be subject to scour conditions. The abutments for Temporary Bridge 002 are located within the 100-year floodplain and will be protected against the check event with rock filled gabions.

Due to the skew of the bridges to the river and minimal depth of flow at the abutments for TB002, the resulting scour depths of the traditional contraction and CTDOT amended abutment scour method are recommended as the scour depths as presented in Tables 3 and 4 for Temporary Bridge 001 and Temporary Bridge 002, respectively. As previously discussed, the piers will be driven to bedrock and stability analyses conducted for the project confirm that the piles have been designed to be stable during the scour design and check events for both bridges.

APPENDIX A Hydrology Report

sflormann

Typewritten Text

Recurrence Interval (% Probability)

sflormann

Typewritten Text

Discharge at Steel Brook Confluence (cfs)

sflormann

Typewritten Text

0,000

sflormann

Typewritten Text

0,000

sflormann

Typewritten Text

,000

sflormann

Ellipse

sflormann

Ellipse

sflormann

Ellipse

sflormann

Ellipse

sflormann

Line

sflormann

Callout

500-Year Outlier

sflormann

Callout

2-Year Flow = 1,800 cfs

sflormann

Callout


Prepared By: ________________________ Date: ________


Checked By: ________________________ Date: ________

David N. Murray

__________________________


CTDOT-Approved Hydraulic Engineer

HYDROLOGY REPORT

REHABILITATION OF

ROUTE 8/INTERSTATE 84

BRIDGES OVER THE

NAUGATUCK RIVER

TEMPORARY BYPASS

August 2015

Revised December 2015

STATE PROJECT NO. 151-326

City of Waterbury

New Haven County

Connecticut

PREPARED FOR

Connecticut Department of

Transportation


Newington, CT 06111

PREPARED BY

HNTB Corporation

1344 Silas Deane Highway

Suite501

Rocky Hill, CT 06067

Phone: (860) 257-7377

Fax: (860) 257-7394

Contact: Steven C. Flormann, P.E.

Phone: (973) 849-0445

CT PE #30682

12/21/15

12/21/15

--HYDROLOGY REPORT--


Hydrology Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass

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Table of Contents

SectionSectionSectionSection PagePagePagePage

1.0 Introduction ........................................................................................................................................... 1

2.0 New Haven County Flood Insurance Study ................................................................................... 1

3.0 U.S. Geological Survey Regression Equations (StreamStats) ................................................... 2

4.0 Log-Pearson Type III Analysis of USGS Gage at Beacon Falls .................................................. 2

5.0 Conclusions ........................................................................................................................................... 3

List of Tables

TableTableTableTable PagePagePagePage

Table 1: FIS Peak Discharges ...................................................................................................................... 1

Table 2: StreamStats Peak Discharges ................................................................................................... 2

Table 3: Log-Pearson Peak Discharges at Beacon Falls ..................................................................... 3

Table 4: Comparison of FIS and StreamStats Peak Discharges ....................................................... 3

Table 5: Log-Pearson Peak Discharges at Beacon Falls ..................................................................... 3

Appendices

Appendix A: Hydrology for Temporary Facilities Form

Appendix B: FEMA Data

Appendix C: StreamStats Output

Appendix D: Log-Pearson Type III Analysis of Beacon Falls Gage




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1.01.01.01.0 IntroductionIntroductionIntroductionIntroduction

HNTB Corporation (HNTB) was selected to design the temporary bypass roadway to be utilized during the replacement of five bridge decks associated with the Interstate 84 and Route 8 interchange. The bridge deck replacement projects will occur outside or above the floodplains associated with the Naugatuck River while the Temporary Bypass Roadway will consist of two temporary bridges spanning the Naugatuck River. In order to determine the effects that the temporary bridges will have on the floodplains, a hydraulic model of the river in the vicinity of the structures must be developed. This report describes the peak design discharges recommended for use with the hydraulic model.

According to the U.S. Geological Survey’s (USGS) StreamStats program, the drainage area for the Naugatuck River at the Temporary Bypass Bridges is 176 square miles. The drainage area maps and hydrologic parameters computed using StreamStats are included in Appendix C of this report. Since the drainage area is between 10 and 1,000 square miles, the temporary bridges associated with the Route 8/I-84 Project would be classified as large structures in accordance with Chapter 9, Section 9.3, Table 9-2 of the Connecticut Department of Transportation’s (CTDOT’s) Drainage Manual if they were permanent bridges. The temporary bridges will be in use for approximately 36 months, therefore the design frequency is the 25-year event in accordance with the CTDOT Drainage Manual, Section 6, Appendix F “Hydrology for Temporary Facilities” (see Appendix A herein).

2.02.02.02.0 New Haven County Flood Insurance StudyNew Haven County Flood Insurance StudyNew Haven County Flood Insurance StudyNew Haven County Flood Insurance Study

The Federal Emergency Management Agency (FEMA) issued the effective Flood Insurance Study (FIS) for New Haven County on October 16, 2013. The FIS includes peak discharges for the Naugatuck River at the Freight Street Bridge. According to the FIS, the drainage area to the Freight Street Bridge is 175 square miles.

Since the FIS does not list peak discharges for the 2- and 25-year flood events, these values were interpolated using the Discharge vs. Recurrence Interval Chart in Appendix B. Table 1 summarizes the FIS discharges at the Freight Street. Note that the 500-year discharge has been considered an outlier in the Discharge vs. Recurrence Interval Chart. The 500-year values do not fit the curves since the influences of U.S. Army Corps of Engineers (USACE) flood control projects in the watershed were designed to provide protection against the 100-year event, as described in the FIS.

Table Table Table Table 1111: FIS Peak Discharges: FIS Peak Discharges: FIS Peak Discharges: FIS Peak Discharges

Return PeriodReturn PeriodReturn PeriodReturn Period (Years)(Years)(Years)(Years)

Peak Discharges Peak Discharges Peak Discharges Peak Discharges (cfs)(cfs)(cfs)(cfs)

2 1,900* 10 5,700 25 7,900* 50 9,600 100 13,350 500 33,100

*Interpolated Values, See Charts in Appendix B.

As discussed in the FIS, these discharges were obtained from a comparative gage analysis using records recorded by the USGS Gage No. 01208500 along the Naugatuck River in Beacon Falls. The peak flows at the gage were fitted to a log-Pearson Type III distribution and modified to account for the effects of the USACE flood control reservoir




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system. Since the discharges in the FIS were calculated in 1977, the hydrologic parameters in the watershed may have changed over time. Therefore, it is suggested to investigate the use of more recent data to calculate the discharges at the project site. The following section describe how the peak discharges were calculated using the USGS StreamStats program

3.03.03.03.0 U.S. Geological Survey Regression Equations (StreamStats)U.S. Geological Survey Regression Equations (StreamStats)U.S. Geological Survey Regression Equations (StreamStats)U.S. Geological Survey Regression Equations (StreamStats)

The discharges at the Temporary Bypass Bridges have been calculated using the USGS StreamStats web-based program. StreamStats is capable of calculating the drainage area and discharges to almost any point in Connecticut. The discharges are computed using the regression equations published in the USGS Scientific Investigations Report (SIR) 2004-5160. Table 2 lists the peak discharges computed by StreamStats at the Temporary Bypass Bridges. Output from the StreamStats program is included in Appendix C.

Table Table Table Table 2222: Stream: Stream: Stream: StreamSSSStatstatstatstats Peak DischargesPeak DischargesPeak DischargesPeak Discharges


Peak Discharges Peak Discharges Peak Discharges Peak Discharges (cfs)(cfs)(cfs)(cfs)

2 3,980 10 8,910 25 12,100 50 14,800 100 18,000 500 25,300

During the delineation of the watershed in the StreamStats program, the following warning message was generated:

Warning! Peak flows affected by flood control structures. Peak-flow statistics represent near natural conditions or conditions prior to flood-control.

The message and FIS indicate that the watershed contains significant flood-control projects. In accordance with Section 6.12.2 of the CTDOT Drainage Manual, the use of USGS Regression Equations (StreamStats) is not appropriate for the subject watershed. Since the use of the regression equations is not appropriate, adjustment of the USGS StreamStats flows using the calibration procedures outlined in Section 6.12.3 of the CTDOT Drainage Manual (Comparative Gage Analysis) are not recommended.

4.04.04.04.0 LogLogLogLog----Pearson TyPearson TyPearson TyPearson Type III Analysis of USGS Gage at Beacon Fallspe III Analysis of USGS Gage at Beacon Fallspe III Analysis of USGS Gage at Beacon Fallspe III Analysis of USGS Gage at Beacon Falls

The discrepancies between the FEMA FIS and the USGS StreamStats program discharges warrant the investigation of the validity of the FIS discharges since the FIS hydrology has not been updated since 1977. As such, a Log-Pearson Type III analysis was conducted on the USGS Gage (Naugatuck River at Beacon Falls, #01208500) referenced in the FIS. The FIS notes that the original hydrologic analysis included all gage data available between 1920 and 1977. In order to determine current peak discharges subject to the flood control measures installed by the USACE, only peak flow data recorded at the gage after the completion of the USACE flood control projects in 1960 was included in the analysis. Table 3 lists the peak discharges computed from the Log-Pearson Type III analysis. Supporting calculations for the analysis are included in Appendix D.




- 3 -

Table Table Table Table 3333: : : : LogLogLogLog----Pearson Pearson Pearson Pearson Peak DischargesPeak DischargesPeak DischargesPeak Discharges at Beacon Fallsat Beacon Fallsat Beacon Fallsat Beacon Falls


UpdatedUpdatedUpdatedUpdated LogLogLogLog----Pearson Type III Pearson Type III Pearson Type III Pearson Type III AnalysisAnalysisAnalysisAnalysis

Peak DischargesPeak DischargesPeak DischargesPeak Discharges (cfs)(cfs)(cfs)(cfs)

10 12,203 50 20,838 100 25,682 500 N/A

5.05.05.05.0 ConclusionsConclusionsConclusionsConclusions

As shown in Table 4, the percent difference between the USGS StreamStats and the FIS discharges range from 23.6% to 109.5%. These discrepancies appear to be primarily due to the influences of flood-control projects present within the Naugatuck River watershed that are not accounted for in the StreamStats analysis. As shown in Table 5, the results of the updated Log-Pearson analysis are not significantly different than the discharges listed in the FIS. Therefore, the Log-Pearson Type II analysis reveals that the FIS flows from 1977 are still applicable for the project. For these reasons, the FEMA FIS discharges in Table 1 are recommended for use with the hydraulic analyses for this project.

Table Table Table Table 4444: Comparison of FIS and StreamStats : Comparison of FIS and StreamStats : Comparison of FIS and StreamStats : Comparison of FIS and StreamStats Peak DischargesPeak DischargesPeak DischargesPeak Discharges


FEMA FISFEMA FISFEMA FISFEMA FIS Peak DischargesPeak DischargesPeak DischargesPeak Discharges

(cfs)(cfs)(cfs)(cfs)

StreamStatsStreamStatsStreamStatsStreamStats Peak DischargesPeak DischargesPeak DischargesPeak Discharges


% Difference% Difference% Difference% Difference Between FIS andBetween FIS andBetween FIS andBetween FIS and

StreamStats PeakStreamStats PeakStreamStats PeakStreamStats Peak DischargesDischargesDischargesDischarges

2 1,900 3,980 109.5% 10 5,700 8,910 56.3% 25 7,900 12,100 53.2% 50 9,600 14,800 54.2% 100 13,350 18,000 34.8% 500 33,100 25,300 23.6%

Table Table Table Table 5555: Log: Log: Log: Log----Pearson Pearson Pearson Pearson Peak Peak Peak Peak DischargesDischargesDischargesDischarges at Beacon Fallsat Beacon Fallsat Beacon Fallsat Beacon Falls


UpdatedUpdatedUpdatedUpdated LogLogLogLog----Pearson Type III AnalysisPearson Type III AnalysisPearson Type III AnalysisPearson Type III Analysis

Peak DischargesPeak DischargesPeak DischargesPeak Discharges (cfs)(cfs)(cfs)(cfs)

FISFISFISFIS Peak DischargesPeak DischargesPeak DischargesPeak Discharges


PercentPercentPercentPercent DifferenceDifferenceDifferenceDifference

10 12,203 8,900 37% 50 20,838 20,300 3% 100 25,682 28,200 -9% 500 N/A 65,700 N/A



APPENDIX AAPPENDIX AAPPENDIX AAPPENDIX A Hydrology for Temporary Facilities Form



Hydrology 6.F-1

December 2003 ConnDOT Drainage Manual

Appendix F – Hydrology for Temporary Facilities

Step 1: Determine Impact Ratings

The following selection factors are rated considering their severity as 1, 2, or 3 for low,medium or high conditions.

Potential Loss of Life - If inhabited structures, permanent or temporary, can be inundated or arein the path of a flood wave caused by an embankment failure, then this item will have a multiple of15 applied. If no possibility of the above exists, then loss of life will be the same as the severityused for the A.D.T.

Property Damages - Private and public structures (houses, commercial, or manufacturing);appurtenances such as sewage treatment and water supply; utility structures either above or belowground, are to have a multiple of 10 applied. Active cropland, parking lots, recreational areas are tohave a multiple of 5 applied. All other areas shall use the severity determined by site conditions.

Traffic Interruption - Includes consideration for emergency supplies and rescue; delays;alternate routes; busses; etc. Short duration flooding of a low volume roadway might be acceptable.If the duration of flooding is long (more than a day), and there is a nearby good quality alternateroute, then the flooding of a higher volume highway might also be acceptable. The severity of thiscomponent is determined by the detour length multiplied by the average daily traffic projected forbi-directional travel.

Detour Length - The length in kilometers (miles) of an emergency detour by other roads shouldthe temporary facility fail.

Height Above Streambed - The difference in elevation in meters (feet) between the traveledroadway and the bed of the waterway.

Drainage Area - The total area contributing runoff to the temporary facility, in km2 (mi2).Average Daily Traffic - The average amount of vehicles traveling bi-directional through the area

in a 24-h period.

RATING SELECTION

Factor Rating 1 2 3

Loss of Life See InstructionsProperty Damage See InstructionsTraffic Interruptions < 2000 2000-4000 > 4000Detour Length, km (mi) < 8 (< 5) 8-16 (5-10) > 16 (> 10)Height Above Streambed, m (ft) < 3 (< 10) 3-6 (10-20) > 6 (> 20)Drainage Area, km2 (mi2) < 2.6 (< 1) 2.6-26.0 (1-10) > 26.0 (> 10)Rural ADT < 400 400-1500 > 1500Suburban ADT < 750 750-1500 > 1500Urban ADT < 1500 1500-3000 > 3000



6.F-2 Hydrology

ConnDOT Drainage Manual December 2003

IMPACT RATING TABLE

Loss of Life Rating (See Instructions)= __________Property Damage Rating (See Instructions) = __________Traffic Interruption Rating = __________Detour Length Rating = __________Height Above Streambed Rating = __________Drainage Area Rating = __________Average Daily Traffic Rating = __________

Total Impact Rating = (sum of the above) = __________

Step 2: Determine risk percentage Step 3: Determine Temporary Design Frequency

Percent Design Risk = _________ Design Frequency = __________ years

Step 4: Determine Temporary Design Discharge

A. If sufficient discharges have been developed either by the designer or a Flood Insurance Study,then the Temporary Design Discharge should be taken either directly or from a frequency curveplot of the data, based on the design frequency determined in Step 3. Enter the TemporaryDesign Discharge below. If Discharge – Frequency information is unavailable, proceed to Step4 B.

Temporary Design Discharge = _________________ m3/s ( cfs)

TOTAL IMPACT RATING

(for temporary facility)

151031333

38

15 25

7,900



Hydrology 6.F-3

December 2003 ConnDOT Drainage Manual

B. Use only when Discharge – Frequency information is unavailable

(1) Determine Multiplier Ratio

Year Multiplier Year Multiplier

2.0 0.8 10.0 1.93.0 1.2 25.0 2.75.0 1.4

(2) Compute the Temporary Design Discharge from the following equations

(3) Select the higher of the two discharges computed in Step 4B-(2). Enter discharge below.

Temporary Design Discharge = __________________ m3/s ( cfs)

Multiplier _____ × 0.27 (Q50 yr. _____) = _____ m3/s ( cfs)

Multiplier _____ × 0.20 (Q100 yr. _____) = _____ m3/s ( cfs)



APPENDIX APPENDIX APPENDIX APPENDIX BBBB FEMA Data



Recurrence Interval (% Probability)D

ischarge at Freight Street B

ridge (cfs)

0,000

0,000

,000

500-Year Outlier





VOLUME 1 OF 6

Federal Emergency Management Agency FLOOD INSURANCE STUDY NUMBER

09009CV001C

NEW HAVEN COUNTY, CONNECTICUT (ALL JURISDICTIONS)

COMMUNITY NAME

COMMUNITY NUMBER

COMMUNITY

NAME COMMUNITY

NUMBER

ANSONIA, CITY OF 090071 NEW HAVEN, CITY OF 090084

BEACON FALLS, TOWN OF 090072 NORTH BRANFORD, TOWN OF 090085

BETHANY, TOWN OF 090144 NORTH HAVEN, TOWN OF 090086

BRANFORD, TOWN OF 090073 ORANGE, TOWN OF 090087

CHESHIRE, TOWN OF 090074 OXFORD, TOWN OF 090150

DERBY, CITY OF 090075 PROSPECT, TOWN OF 090151

EAST HAVEN, TOWN OF 090076 SEYMOUR, TOWN OF 090088

GUILFORD, TOWN OF 090077 SOUTHBURY, TOWN OF 090089

HAMDEN, TOWN OF 090078 WALLINGFORD, TOWN OF 090090

MADISON, TOWN OF 090079 WATERBURY, CITY OF 090091

MERIDEN, CITY OF 090081 WEST HAVEN, CITY OF 090092

MIDDLEBURY, TOWN OF 090080 WOLCOTT, TOWN OF 090093

MILFORD, CITY OF 090082 WOODBRIDGE, TOWN OF 090153

NAUGATUCK, BOROUGH OF 090137 WOODMONT, BOROUGH OF 090168

Revised:

October 16, 2013

New Haven County



8

covered all significant flooding sources affecting the Town of Southbury.

Wallingford, Town of: For the original March 15, 1978, FIS report and September

15, 1978, FIRM (hereinafter referred to as the 1978 FIS), the hydrologic and hydraulic analyses were prepared by the Soil Conservation Service for FEMA, under Contract Number H-3962. That work was completed in April 1977.

For the June 4, 1990, FIS, the hydrologic and hydraulic

analyses for the Quinnipiac River, Hanover Street Brook, and Mansion Road Brook were prepared by the USGS for FEMA, under Inter-Agency Agreement No. EMW-84-E-1548, Project No. 2. That work was completed in August 1987.

For the September 7, 2000, revision, the hydrologic and

hydraulic analyses for the Quinnipiac River were prepared by the USGS for FEMA. This work was completed in August 1993. These analyses were revised to reflect the replacement of the Hall Avenue bridge and the removal of a breached dam just downstream of Hall Avenue. This work was completed in June 1998.

Waterbury, City of: The hydrologic and hydraulic analyses for the May 1979

study were prepared by Harris-Toups Associates for the FIA, under Contract No. H-3987. This work, which was completed in November 1977, covered all significant flooding sources affecting the City of Waterbury.

West Haven, City of: The hydrologic and hydraulic analyses for the July 1978

study were performed by the USACE, New England Division, for the FIA, under Inter-Agency Agreement No. IAAH-19-74, Project Order Nos. 17 and 23. This work, which was completed in February 1976, covered all significant flooding sources affecting the City of West Haven.

West Haven, City of (Continued):

The supplemental wave height analysis for the October 18, 1982, study was prepared by Dewberry & Davis for FEMA, under an unknown contract number.

Wolcott, Town of: The hydrologic and hydraulic analyses for the January 5, 1982, study were prepared by Philip W. Genovese and Associates, Inc., for FEMA, under Contract No. H-4711. This work was completed in April 1980.



19

In 2011 Hurricane Irene and in 2012 Hurricane Sandy impacted the coastline of New Haven County. The impacts of these hurricanes have not been considered in the July 2013 coastal analysis study. Table 5, “USGS Stream Gages,” summarizes the gaging stations in New Haven County with streamflow records and the gage period of operation. The available streamflow data can be downloaded from the USGS website using the following link, http://waterdata.usgs.gov/nwis.

TABLE 5 - USGS STREAM GAGES

Gage Location Number Period

Of Record

Gage Still

Active Eightmile River at North Plain, CT 01194000 1938 - 1984 No

East Branch Eightmile River near North Lyme, CT 01194500 1938 - 2005 Yes

Quinnipiac River at Wallingford, CT 01196500 1931 - 2005 Yes

Pomperaug River at Southbury, CT 01204000 1932 - 2005 Yes

Housatonic River at Stevenson, CT 01205500 1924 - 2005 Yes

Hop Brook near Middlebury, CT 01208400 1955 - 1975 No

Naugatuck River at Beacon Falls, CT 01208500 1920 - 2005 Yes

Little River at Oxford, CT 01208700 1960 - 1984 No

2.4 Flood Protection Measures

Following the devastation of the August and October 1955 floods, the USACE developed a comprehensive watershed plan for reducing the flooding potential of the Naugatuck River. As a result, Flood Damage Reduction Measures completed by the USACE include seven flood control dams and three local flood protection projects, in the Naugatuck River watershed. This system also provides some measures of flood control on the downstream Housatonic River. Flood flows on the Naugatuck River have been effectively reduced by the USACE Flood Damage Measures.

The three local flood protection projects are as follows: The USACE has constructed a local flood protection project along the east bank of

the Naugatuck River in the Waterville section of the City of Waterbury extending from the Chase Brass and Copper Company Dam to the railroad crossing upstream. The flood protection project consists of channel improvements, a floodwall, and a protective dike. This confines the 0.2-percent-annual-chance flood to the Naugatuck River channel and protects a major industrial area in the city.



http://waterdata.usgs.gov/nwis

20

The USACE has constructed a local flood protection project along the Naugatuck River and Beaver Brook No. 1 in the City of Ansonia. For most of its length through the City of Ansonia, dikes and floodwalls flank both banks of the Naugatuck River and the lower reach of Beaver Brook No. 1 in the commercially developed downtown district. The purpose of these structures, which range in height from 52 feet near the northern corporate limits to 34 feet at the Division Street Bridge, is to confine the design storm peak discharges to a predetermined conveyance channel. On April 20, 2012, the City of Ansonia received notification of levee accreditation, which states that the levees comply with the minimum requirements outlined in Title 44 of the Code of Federal Regulations, Section 65.10 (44 CFR 65.10). The accredited levees are shown on the effective FIRM as providing protection from the 1-percent-annual-chance flood.

The USACE has built local flood protection projects consisting of a system of dikes to protect Derby. The system of dikes is designed to protect against a flood with a stage of 28 feet at O'Sullivan Island located near the confluence of the Housatonic and Naugatuck Rivers. On May 13, 2011, the City of Derby received notification of levee accreditation of one of the dikes on the Housatonic River, which states that the levees comply with the minimum requirements outlined in Title 44 of the Code of Federal Regulations, Section 65.10 (44 CFR 65.10). The accredited dike is shown on the effective FIRM as providing protection from the 1-percent-annual-chance flood. The criteria used to evaluate protection against the 1-percent-annual-chance flood are 1) adequate design, including freeboard, 2) structural stability, and 3) proper operation and maintenance.

The bibliography of this study contains a list of documents pertaining to these flood protection measures. There are four reservoirs located along the streams in Wolcott which help to store floodwaters and modify the severity of floods along the Mad River (Upper Reach). These include Chestnut Hill Reservoir located in the headwaters of Tannery Brook, the two Scovill Reservoirs located at the confluence of the Mad River (Upper Reach) and Lindsley Brook, and Hitchcock Lake located in the headwaters of Lily Brook. The net effect of these reservoirs is to delay the time of peak discharge on each watershed so that they all will not occur simultaneously and to provide storage for some of the flood waters.

The Town of Hamden and the City of New Haven experience local flooding from the Farm Brook and its tributaries. To provide flood protection in this area, flood control structures have been constructed. Site 1 is an earthen dam which provides protection from West Branch Farm Brook; the dam is located within Hamden and is in series with two lower sites which protect the area below this dam. Sites 2A and 2B are also located within Hamden and are downstream of Site 1. These local flood protection projects provide protection from both Farm Brook and West Branch Farm Brook. More recently a flood control dam was constructed to divert some of the floodwater from the West Branch of the Farm Brook to the upstream side of flood control structure 2B. These structures do not provide flood protection below the confluence of Wintergreen Brook. In addition, a channel was due to be constructed which will provide protection to the area



34

For the June 4, 1990, FIS, flood-flow frequency values for the Quinnipiac River were based on statistical analysis of streamflow records covering a 55-year period of record at the USGS gage in Wallingford. The analyses followed log-Pearson Type III procedures as outlined in USGS Bulletin 17B, 1981 (Reference 20). For Hanover Street Brook and Mansion Road Brook, peak discharges for floods of the selected recurrence intervals were determined using regression analysis. The USGS 1975 floodflow formulas discharges were related to basin characteristics such as drainage area, stream length, streambed slope, and rainfall parameters (Reference 14). For the September 7, 2000, revision, the Quinnipiac River flood-flow frequency values were based on statistical records covering a 66-year period of record at the USGS Quinnipiac River gage in Wallingford. Waterbury, City of Peak discharge-frequency relationships for the Naugatuck River were determined using gaging records recorded by the USGS at Gage No. 1208500 located in Beacon Falls on the Naugatuck River. This gage has a recording period extending from 1920 to the present. A log-Pearson Type III distribution was fitted to the annual peak flows at the gage and then modified for the effect of the USACE flood control reservoir system located within the Naugatuck River Basin. Hopeville Pond Brook, Mad River (Lower Reach), Beaver Pond Brook, Steel Brook, Hancock Brook, and Wooster Brook do not have stream gages with which frequency-discharge relationships can be developed. The peak discharges for these streams, when the drainage area is equal to or greater than 1 square mile, was calculated using the USGS 1975 floodflow formulas (Reference 14). The discharge-frequency estimates for small drainage areas of less than one square mile in developed areas were calculated utilizing the rational method, for which the input parameters included:

1. Runoff Coefficient - the measure of runoff losses due to infiltration from soil; obtained from zoning maps of Waterbury, Scale 1:13,200, August 1976.

2. Time of Concentration - the time required for rain falling at the most remote point to reach the discharge point; taken from the USGS quadrangle sheets, “Maps of Flood-Prone Areas,” Scale 1:2,400, Contour Interval 20 feet, Waterbury, Connecticut, 1971 (Reference 40).

3. Intensity of Rainfall - in inches per hour, based on time of concentration; obtained from the U. S. Weather Bureau’s Technical Paper No. 40, 1961 (Reference 13).

4. Area of watershed in acres. The peak discharges for the upper reaches of Hopeville Pond Brook and Wooster Brook were calculated using the rational method.



51

TABLE 6 - SUMMARY OF DISCHARGES - continued PEAK DISCHARGES (cfs)

FLOODING SOURCE AND LOCATION

DRAINAGE AREA

(sq. miles)

10-PERCENT ANNUAL CHANCE

2-PERCENT ANNUAL CHANCE

1- PERCENT ANNUAL CHANCE

0.2-PERCENT ANNUAL CHANCE

NAUGATUCK RIVER At Ansonia/Derby

corporate limits 309.0 11,400 25,900 36,000 81,900 At Seymour/Ansonia

corporate limits 300.0 11,400 25,900 36,000 81,900 Downstream of

confluence with the Little River 297.0 11,200 25,500 35,500 80,800

Downstream of confluence with the Bladens River (Lower Reach) 281.0 10,300 23,400 32,700 74,900

Downstream of confluence with Rimmons Brook 271.0 9,700 22,200 30,900 71,100

At Beacon Falls Seymour corporate limits 269.0 9,600 21,900 30,500 70,400

Below Hemp Swamp Brook 267.0 9,500 21,600 30,100 69,600

Below Bronson Brook 264.0 9,300 21,200 29,600 68,500 Below Spruce Brook 257.0 8,900 20,300 28,200 65,700 Below Beacon Hill Brook 254.0 8,700 19,900 27,700 64,500 Below Long Meadow

Pond Brook 244.0 8,100 18,500 25,700 60,500 Below Hop Brook 232.0 7,300 16,700 23,300 55,400 Below Fulling Mill Brook 215.0 7,300 16,700 23,200 53,500 Above Fulling Mill Brook 209.0 6,900 15,700 21,900 50,900 At Naugatuck/Waterbury

corporate limits 206.0 6,900 15,700 21,900 50,900 Downstream of Mad

River (Lower Reach) 205.0 6,650 15,100 21,100 49,100 Upstream of Mad River

(Lower Reach) 179.0 5,800 10,850 15,100 36,800 At Freight Street Bridge 175.0 5,700 9,600 13,350 33,100 Upstream of Steel Brook 155.0 5,500 5,600 8,580 23,200 At Chase Brass Bridge 137.0 5,300 5,400 8,000 21,600 NECK RIVER At Goulds Pond

(Guilford) 4.3 680 1,100 1,270 1,800 At Goulds Pond

(Madison) 4.26 800 1,300 1,270 2,170



Approx. Limits of Project



Approx. Location ofTemporary Roadway



APPENDIX CAPPENDIX CAPPENDIX CAPPENDIX C StreamStats Output



USGS StreamStats Watershed



Flow Statistics Ungaged Site ReportDate: Thurs June 18, 2015 3:02:36 PM GMT‐4Site Location: ConnecticutNAD 1983 Latitude: 41.548 ( 41 32 53)NAD 1983 Longitude: ‐73.0446 (‐73 02 41)Drainage Area: 176 mi2

Peak Flows Region Grid Basin Characteristics

100% Statewide Multiparameter (176 mi2)

Parameter ValueRegression Equation Valid Range

Min MaxDrainage Area (square miles) 176 1.69 71524 Hour 2 Year Precipitation (inches) 3.451 2.95 3.8224 Hour 10 Year Precipitation (inches) 4.993 4.15 5.5324 Hour 25 Year Precipitation (inches) 6.164 4.93 724 Hour 50 Year Precipitation (inches) 7.241 5.62 8.3624 Hour 100 Year Precipitation (inches) 8.502 6.41 9.99Mean Basin Elevation (feet) 869 169 1310

Peak Flows Region Grid Streamflow Statistics

Statistic Value Unit Prediction Error(percent)

Equivalent years ofrecord

90‐Percent PredictionInterval

Min MaxPK2 3980 ft3/s 32 3.5PK10 8910 ft3/s 33 8.1PK25 12100 ft3/s 34 11PK50 14800 ft3/s 36 13PK100 18000 ft3/s 38 14PK500 25300 ft3/s 45 15

http://water.usgs.gov/pubs/sir/2004/5160/ (http://water.usgs.gov/pubs/sir/2004/5160/)Ahearn_ E.A._ 2004_ Regression Equations for Estimating Flood Flows for the 2‐_ 10‐_ 25‐_ 50‐_ 100‐_ and 500‐Year Recurrence Intervals inConnecticut: U.S. Geological Survey SRI 2004‐5160_ 62 p.

StreamStats Version 3 Beta

Accessibility FOIA Privacy Policies and Notices U.S. Department of the Interior | U.S. Geological Survey URL: http://ssdev.cr.usgs.gov/v3_beta/FTreport.htm Page Contact Information: StreamStats Help Streamstats Status News IntroductionApplication Information Page Last Modified: 03/10/2015 11:45:25



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http://usa.gov/

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http://streamstats.usgs.gov/ssonline.html

Basin Characteristics Ungaged Site Report

Date: Thurs June 18, 2015 3:03:24 PM GMT‐4NAD 1983 Latitude: 41.548 ( 41 32 53) NAD 1983 Longitude: ‐73.0446 (‐73 02 41)

Label Value Units Definition

DRNAREA 176 square miles Area that drains to a point on a stream

I24H2Y 3.451 inches Maximum 24‐hour precipitation that occurs on average once in 2years ‐ Equivalent to precitation intensity index

I24H10Y 4.993 inches Maximum 24‐hour precipitation that occurs on average once in10 years




ELEV 869 feet Mean Basin ElevationCRSDFT 4.9 percent Percentage of area of coarse‐grained stratified driftWETLAND 1.23 percent Percentage of WetlandsPRCWINTER 3.9 inches Mean annual precipitation for December through FebruaryNOVAVPRE 4.5 inches Mean November Precipitation

LC11IMP 6.65 percent Percentage of impervious area determined from NLCD 2011impervious dataset

LC11DEV 20.7 percent Percentage of developed (urban) land from NLCD 2011 classes21‐24

StreamStats Version 3 Beta

Accessibility FOIA Privacy Policies and Notices U.S. Department of the Interior | U.S. Geological Survey URL: http://ssdev.cr.usgs.gov/v3_beta/BCreport.htm Page Contact Information: StreamStats Help Streamstats Status News IntroductionApplication Information Page Last Modified: 02/20/2015 13:18:33



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APPENDIX APPENDIX APPENDIX APPENDIX DDDD Log-Pearson Type III Analysis

of Beacon Falls Gage



SCF Date 11/03/15 Job No.

DMN Date 11/04/15 Sheet No. 1 of 3

For Date

1920 Mar. 13, 1920 8,470 1969 Mar. 25, 1969 5,000

1921 Oct. 01, 1920 6,290 1970 Feb. 10, 1970 7,460

1922 Mar. 08, 1922 14,200 1971 Sep. 16, 1971 3,500

1923 Jan. 01, 1923 6,490 1972 Mar. 03, 1972 4,850

1924 Apr. 07, 1924 21,900 1973 Feb. 02, 1973 7,060

1928 Nov. 1927 26,000 1974 Dec. 21, 1973 7,300

1929 Feb. 07, 1929 5,730 1975 Sep. 26, 1975 11,800

1930 Mar. 08, 1930 2,480 1976 Jan. 27, 1976 6,230

1931 Mar. 29, 1931 3,420 1977 Mar. 14, 1977 4,520

1932 Apr. 01, 1932 3,970 1978 Mar. 27, 1978 7,350

1933 Nov. 19, 1932 8,500 1979 Jan. 25, 1979 18,700

1934 Sep. 17, 1934 10,500 1980 Mar. 22, 1980 9,690

1935 Jan. 10, 1935 7,820 1981 Feb. 20, 1981 4,520

1936 Mar. 12, 1936 23,300 1982 Jun. 05, 1982 15,600

1937 Dec. 20, 1936 6,490 1983 Mar. 19, 1983 7,750

1938 Sep. 21, 1938 25,300 1984 May 31, 1984 5,900

1939 Aug. 21, 1939 8,800 1985 Aug. 01, 1985 3,740

1940 Apr. 09, 1940 9,590 1986 Jan. 26, 1986 5,080

1941 Feb. 08, 1941 11,900 1987 Apr. 04, 1987 11,200

1942 Mar. 09, 1942 10,100 1988 Jul. 24, 1988 3,350

1943 Dec. 30, 1942 7,640 1989 May 24, 1989 5,580

1944 Sep. 15, 1944 5,840 1990 Oct. 20, 1989 11,300

1945 Apr. 26, 1945 11,500 1991 Oct. 24, 1990 5,590

1946 Dec. 26, 1945 4,880 1992 Mar. 27, 1992 3,820

1947 Mar. 14, 1947 7,140 1993 Apr. 16, 1993 5,680

1948 Mar. 22, 1948 6,700 1994 Aug. 21, 1994 6,240

1949 Dec. 31, 1948 28,500 1995 Mar. 09, 1995 3,260

1950 Mar. 09, 1950 6,100 1996 Jan. 19, 1996 8,870

1951 Mar. 31, 1951 11,300 1997 Oct. 20, 1996 9,060

1952 Jun. 01, 1952 7,880 1998 Mar. 09, 1998 5,570

1953 Jan. 24, 1953 15,600 1999 Sep. 16, 1999 12,900

1954 Sep. 11, 1954 5,710 2000 Jul. 15, 2000 5,690

1955 Aug. 19, 1955 106,000 2001 Jun. 17, 2001 7,020

1956 Oct. 16, 1955 30,400 2002 Jun. 07, 2002 3,130

1957 Jan. 23, 1957 4,500 2003 Mar. 21, 2003 4,280

1958 Apr. 06, 1958 6,790 2004 Oct. 29, 2003 6,330

1959 Mar. 06, 1959 10,200 2005 Mar. 29, 2005 4,660

1960 Sep. 12, 1960 7,870 2006 Apr. 23, 2006 13,600

1961 Feb. 26, 1961 4,440 2007 Apr. 16, 2007 13,300

1962 Mar. 12, 1962 7,160 2008 Sep. 06, 2008 8,620

1963 Jul. 21, 1963 8,450 2009 Dec. 12, 2008 8,820

1964 Jan. 25, 1964 3,970 2010 Jan. 25, 2010 6,780

1965 Feb. 25, 1965 3,870 2011 Aug. 28, 2011 20,200

1966 Mar. 01, 1966 2,650 2012 Dec. 08, 2011 6,730

1967 Apr. 18, 1967 2,580 2013 Jun. 14, 2013 5,920

1968 May 29, 1968 5,860

1.)

2.)

Made by 58681

Checked by

Flow

(cfs)

Peak Discharges from USGS Gage 01208500 Naugatuck River at Beacon Falls, CT

Water

YearDateDate

Flow

(cfs)

151-326 Route 8 NB Bypass Backchecked by

Water

Year

Bold text indicates data used for the included analysis,

Notes:

FEMA FIS includes an analysis of gage data from 1920 to 1977. As such, the following log-

Pearson analysis only includes data from 1960 to 2013 (latest available peak data) in order to

determine the return periods for flood events after the construction of flood control measures

within the watershed in 1959/1960.

W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\Hydrology Report\Beacon Falls Gage Log Pearson Type III Calc.xlsx




DNM Date 11/04/15 Sheet No. 2 of 3

For Date

1 2011 Aug. 28, 2011 20,200 4.305 0.24844 0.12383 54.0 0.02

2 1979 Jan. 25, 1979 18,700 4.272 0.21616 0.10050 27.0 0.04

3 1982 Jun. 05, 1982 15,600 4.193 0.14916 0.05761 18.0 0.06

4 2006 Apr. 23, 2006 13,600 4.134 0.10668 0.03485 13.5 0.07

5 2007 Apr. 16, 2007 13,300 4.124 0.10045 0.03184 10.8 0.09

6 1999 Sep. 16, 1999 12,900 4.111 0.09222 0.02800 9.0 0.11

7 1975 Sep. 26, 1975 11,800 4.072 0.07021 0.01860 7.7 0.13

8 1990 Oct. 20, 1989 11,300 4.053 0.06060 0.01492 6.8 0.15

9 1987 Apr. 04, 1987 11,200 4.049 0.05871 0.01423 6.0 0.17

10 1980 Mar. 22, 1980 9,690 3.986 0.03219 0.00577 5.4 0.19

11 1997 Oct. 20, 1996 9,060 3.957 0.02256 0.00339 4.9 0.20

12 1996 Jan. 19, 1996 8,870 3.948 0.01988 0.00280 4.5 0.22

13 2009 Dec. 12, 2008 8,820 3.945 0.01920 0.00266 4.2 0.24

14 2008 Sep. 06, 2008 8,620 3.936 0.01654 0.00213 3.9 0.26

15 1963 Jul. 21, 1963 8,450 3.927 0.01439 0.00173 3.6 0.28

16 1983 Mar. 19, 1983 7,750 3.889 0.00679 0.00056 3.4 0.30

17 1970 Feb. 10, 1970 7,460 3.873 0.00433 0.00029 3.2 0.31

18 1978 Mar. 27, 1978 7,350 3.866 0.00353 0.00021 3.0 0.33

19 1974 Dec. 21, 1973 7,300 3.863 0.00318 0.00018 2.8 0.35

20 1962 Mar. 12, 1962 7,160 3.855 0.00230 0.00011 2.7 0.37

21 1973 Feb. 02, 1973 7,060 3.849 0.00175 0.00007 2.6 0.39

22 2001 Jun. 17, 2001 7,020 3.846 0.00155 0.00006 2.5 0.41

23 2010 Jan. 25, 2010 6,780 3.831 0.00059 0.00001 2.3 0.43

24 2012 Dec. 08, 2011 6,730 3.828 0.00045 0.00001 2.3 0.44

25 2004 Oct. 29, 2003 6,330 3.801 0.00003 0.00000 2.2 0.46

26 1994 Aug. 21, 1994 6,240 3.795 0.00014 0.00000 2.1 0.48

27 1976 Jan. 27, 1976 6,230 3.794 0.00015 0.00000 2.0 0.50

28 2013 Jun. 14, 2013 5,920 3.772 0.00120 -0.00004 1.9 0.52

29 1984 May 31, 1984 5,900 3.771 0.00130 -0.00005 1.9 0.54

30 1968 May 29, 1968 5,860 3.768 0.00152 -0.00006 1.8 0.56

31 2000 Jul. 15, 2000 5,690 3.755 0.00268 -0.00014 1.7 0.57

32 1993 Apr. 16, 1993 5,680 3.754 0.00276 -0.00015 1.7 0.59

33 1991 Oct. 24, 1990 5,590 3.747 0.00354 -0.00021 1.6 0.61

34 1989 May 24, 1989 5,580 3.747 0.00363 -0.00022 1.6 0.63

35 1998 Mar. 09, 1998 5,570 3.746 0.00373 -0.00023 1.5 0.65

36 1986 Jan. 26, 1986 5,080 3.706 0.01021 -0.00103 1.5 0.67

37 1969 Mar. 25, 1969 5,000 3.699 0.01165 -0.00126 1.5 0.69

38 1972 Mar. 03, 1972 4,850 3.686 0.01468 -0.00178 1.4 0.70

39 2005 Mar. 29, 2005 4,660 3.668 0.01919 -0.00266 1.4 0.72

40 1977 Mar. 14, 1977 4,520 3.655 0.02304 -0.00350 1.4 0.74

41 1981 Feb. 20, 1981 4,520 3.655 0.02304 -0.00350 1.3 0.76

42 1961 Feb. 26, 1961 4,440 3.647 0.02545 -0.00406 1.3 0.78

43 2003 Mar. 21, 2003 4,280 3.631 0.03079 -0.00540 1.3 0.80

44 1964 Jan. 25, 1964 3,970 3.599 0.04331 -0.00901 1.2 0.81

45 1965 Feb. 25, 1965 3,870 3.588 0.04805 -0.01053 1.2 0.83

46 1992 Mar. 27, 1992 3,820 3.582 0.05056 -0.01137 1.2 0.85

47 1985 Aug. 01, 1985 3,740 3.573 0.05478 -0.01282 1.1 0.87

48 1971 Sep. 16, 1971 3,500 3.544 0.06909 -0.01816 1.1 0.89

49 1988 Jul. 24, 1988 3,350 3.525 0.07945 -0.02239 1.1 0.91

50 1995 Mar. 09, 1995 3,260 3.513 0.08626 -0.02533 1.1 0.93

51 2002 Jun. 07, 2002 3,130 3.496 0.09695 -0.03019 1.1 0.94

52 1966 Mar. 01, 1966 2,650 3.423 0.14720 -0.05648 1.0 0.96

53 1967 Apr. 18, 1967 2,580 3.412 0.15626 -0.06177 1.0 0.98

Average Average Sum Sum

7,218 3.807 2.26250 0.16203

Variance 0.0435

Standard Deviation 0.2086

Skew Coefficient 0.3568

Weighted Skew C 0.4866

Made by 58681

Checked by


Log-Pearson Type III Distribution Calculation

Exceedance

Probability

(1/Tr)

Return Period

(n+1)/m

Log(Q) -

Avg(Log Q)^3

Log(Q) -

Avg(Log Q)^2Log Q

Flow

(cfs)Date

Water

YearRank






For Date

Cs 0.3568

Cm 0.7

V(Cm) 0.2

V(Cs) 0.12159

A -0.30146

B 0.84723

n 53

W 0.62190

Cw 0.4866

Tr K(0.4) K(0.5) Slope K(0.3040) Q (cfs)

2 -0.066 -0.083 -0.170 -0.132 6,018

5 0.816 0.808 -0.080 0.785 9,347

10 1.317 1.323 0.060 1.340 12,203

25 1.880 1.910 0.300 1.996 16,721

50 2.261 2.311 0.500 2.454 20,838

100 2.615 2.686 0.710 2.889 25,682

10 8900 37%

50 20300 3%

100 28200 -9%

500 65700 N/A

Notes:

A = -0.33 + 0.08(Cs)

B = 0.94 - 0.26(Cs)

n

Variance of regional skewness V(Cm)

Variance of station skewness V(Cs):

V(Cs) = 10A-Blog(n/10)

The skew coefficient (Cm) based on the regional data from the map

provided

Skew coefficient (Cs) based on logQ values for instantaneous peak

flows

Log-Pearson Type III Distribution Calculation

Made by 58681

Checked by


Inset

2. Drainage Area to FIS Flow Location is 257 Square Miles

Weighting factor (W):

W = V(Cm)/ [V(Cs) + V(Cm)]

Weighted skewness (Cw)

Cw = W*Cs + (1-W)*Cm

Results

Return

Period Flow (cfs) % Difference

1. Drainage Area to Gage is 260 Square Miles.

FEMA FIS - Beacon Falls below

Spruce Brook

Project

Location




USGS Home

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Full News

Peak Streamflow for the Nation

USGS 01208500 NAUGATUCK RIVER AT BEACON

FALLS, CT

Available data for this site

New Haven County, Connecticut

Hydrologic Unit Code 01100005

Latitude 41°26'32.28", Longitude 73°03'44.22" NAD83

Drainage area 260 square miles

Gage datum 117.28 feet above NGVD29

Output formats

Table

Graph

Tab-separated file

peakfq (watstore) format

Reselect output format

1920 Mar. 13, 1920 8,4705

1921 Oct. 01, 1920 6,2905

1922 Mar. 08, 1922 14,2005

Water

YearDate

Gage

Height

(feet)

Stream-

flow

(cfs)

USGS Surface Water for USA: Peak Streamflow http://nwis.waterdata.usgs.gov/nwis/peak?site_no=01208500&agency_...

1 of 5 11/3/2015 3:58 PM



1923 Jan. 01, 1923 6,4905

1924 Apr. 07, 1924 21,9005

1928 Nov. 1927 26,0005,B

1929 Feb. 07, 1929 5,7305

1930 Mar. 08, 1930 2,4805

1931 Mar. 29, 1931 3,4205

1932 Apr. 01, 1932 3,9705

1933 Nov. 19, 1932 8,5005

1934 Sep. 17, 1934 10,5005

1935 Jan. 10, 1935 7,8205

1936 Mar. 12, 1936 23,3005

1937 Dec. 20, 1936 6,4905

1938 Sep. 21, 1938 25,3005

1939 Aug. 21, 1939 8,8005

1940 Apr. 09, 1940 9,5905

1941 Feb. 08, 1941 11,9005

1942 Mar. 09, 1942 10,1005

1943 Dec. 30, 1942 7,6405

1944 Sep. 15, 1944 5,8405

1945 Apr. 26, 1945 11,5005

1946 Dec. 26, 1945 4,8805

1947 Mar. 14, 1947 7,1405

1948 Mar. 22, 1948 6,7005

1949 Dec. 31, 1948 28,5005

1950 Mar. 09, 1950 6,1005

1951 Mar. 31, 1951 11,3005

1952 Jun. 01, 1952 7,8805

1953 Jan. 24, 1953 15,6005

1954 Sep. 11, 1954 5,7105

1955 Aug. 19, 1955 106,0005

Water

YearDate

Gage

Height

(feet)

Stream-

flow

(cfs)


2 of 5 11/3/2015 3:58 PM



1956 Oct. 16, 1955 13.70 30,4005

1957 Jan. 23, 1957 4,5002,5

1958 Apr. 06, 1958 9.25 6,7905

1959 Mar. 06, 1959 10.97 10,2005

1960 Sep. 12, 1960 9.75 7,8706

1961 Feb. 26, 1961 7.60 4,4406

1962 Mar. 12, 1962 9.40 7,1606

1963 Jul. 21, 1963 10.10 8,4506

1964 Jan. 25, 1964 7.23 3,9706

1965 Feb. 25, 1965 7.15 3,8706

1966 Mar. 01, 1966 6.07 2,6506

1967 Apr. 18, 1967 6.00 2,5806

1968 May 29, 1968 8.59 5,8606

1969 Mar. 25, 1969 8.42 5,0006

1970 Feb. 10, 1970 9.57 7,4606

1971 Sep. 16, 1971 6.84 3,5006

1972 Mar. 03, 1972 7.90 4,8506

1973 Feb. 02, 1973 9.34 7,0606

1974 Dec. 21, 1973 9.48 7,3006

1975 Sep. 26, 1975 11.63 11,8006

1976 Jan. 27, 1976 8.83 6,2306

1977 Mar. 14, 1977 7.66 4,5206

1978 Mar. 27, 1978 9.51 7,3506

1979 Jan. 25, 1979 13.78 18,7006

1980 Mar. 22, 1980 10.72 9,6906

1981 Feb. 20, 1981 7.66 4,5206

1982 Jun. 05, 1982 12.95 15,6006

1983 Mar. 19, 1983 9.45 7,7506

1984 May 31, 1984 8.27 5,9006

1985 Aug. 01, 1985 6.90 3,7406

Water

YearDate

Gage

Height

(feet)

Stream-

flow

(cfs)


3 of 5 11/3/2015 3:58 PM



1986 Jan. 26, 1986 7.70 5,0806

1987 Apr. 04, 1987 11.29 11,2006

1988 Jul. 24, 1988 6.51 3,3506

1989 May 24, 1989 8.12 5,5806

1990 Oct. 20, 1989 11.35 11,3006

1991 Oct. 24, 1990 8.06 5,5906

1992 Mar. 27, 1992 7.02 3,8206

1993 Apr. 16, 1993 8.30 5,6806

1994 Aug. 21, 1994 8.66 6,2406

1995 Mar. 09, 1995 6.57 3,2606

1996 Jan. 19, 1996 10.12 8,8706

1997 Oct. 20, 1996 10.22 9,0606

1998 Mar. 09, 1998 8.23 5,5706

1999 Sep. 16, 1999 11.95 12,9006

2000 Jul. 15, 2000 8.38 5,6906

2001 Jun. 17, 2001 9.19 7,0206

2002 Jun. 07, 2002 6.42 3,1306

2003 Mar. 21, 2003 7.32 4,2806

2004 Oct. 29, 2003 8.78 6,3306

2005 Mar. 29, 2005 7.67 4,6606

2006 Apr. 23, 2006 12.21 13,6006

2007 Apr. 16, 2007 12.10 13,3006

2008 Sep. 06, 2008 10.06 8,6206

2009 Dec. 12, 2008 10.16 8,8206

2010 Jan. 25, 2010 9.05 6,7806

2011 Aug. 28, 2011 14.36 20,2006

2012 Dec. 08, 2011 9.02 6,7306

2013 Jun. 14, 2013 8.50 5,9206

?

Peak Gage-Height Qualification Codes.

Water

YearDate

Gage

Height

(feet)

Stream-

flow

(cfs)


4 of 5 11/3/2015 3:58 PM



2 -- Gage height not the maximum for the year

3 -- Gage height at different site and(or) datum

5 -- Gage height is an estimate

?

Peak Streamflow Qualification Codes.

2 -- Discharge is an Estimate

5 -- Discharge affected to unknown degree by Regulation or Diversion

6 -- Discharge affected by Regulation or Diversion

B -- Month or Day of occurrence is unknown or not exact

Questions about sites/data?

Feedback on this web site

Automated retrievals

Help

Data Tips

Explanation of terms

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News

Accessibility Plug-Ins FOIA Privacy Policies and Notices

U.S. Department of the Interior | U.S. Geological Survey

Title: Surface Water for USA: Peak Streamflow

URL: http://nwis.waterdata.usgs.gov/nwis/peak?

Page Contact Information: USGS Water Data Support Team

Page Last Modified: 2015-11-03 15:56:35 EST

0.34 0.33 nadww01


5 of 5 11/3/2015 3:58 PM



APPENDIX B Supporting Calculations for Hydraulic Analysis

1

Steven Flormann

Subject: FW: 0151-0312/0151-0313/0151-0326 Waterbury Interchange Permit

Importance: High

From: Brown, Robert P [mailto:[email protected]]

Sent: Friday, November 17, 2017 9:25 AM

To: David Schweitzer <[email protected]>

Cc: Jamalipour, Alireza <[email protected]>; William Edberg <[email protected]>; Chow, Chong L

<[email protected]>

Subject: FW: 0151-0312/0151-0313/0151-0326 Waterbury Interchange Permit

Importance: High

Dave, please follow up on Lenny’s request. We can discuss status at Monday’s meeting. Thanks, Bob

From: Chow, Chong L Sent: Friday, November 17, 2017 9:22 AM

To: Brown, Robert P

Cc: Wood, Sonya R.; Masayda, Michael E; David Schweitzer; Jamalipour, Alireza; 'William Edberg'; Fields, Timothy D.; Davis, Andrew H; Harms, David W; Salter, Michael J

Subject: RE: 0151-0312/0151-0313/0151-0326 Waterbury Interchange Permit Importance: High

Bob,

Much thanks to HNTB for taking the time to document such important design aspect. Please have HNTB incorporate this

documentation into the Scour Report appendix. Thanks.

Chong Lung Chow, P.E. Transportation Supervising Engineer

CT Department of Transportation

Hydraulics & Drainage


Newington, CT 06131-7546

Tel: 860-594-3237

Fax: 860-594-3374

From: William Edberg [mailto:[email protected]]

Sent: Thursday, November 16, 2017 11:50 AM

To: Chow, Chong L Cc: Wood, Sonya R.; Masayda, Michael E; David Schweitzer; Brown, Robert P; Jamalipour, Alireza

Subject: 0151-0312/0151-0313/0151-0326 Waterbury Interchange Permit

Lenny,

A “de minims” permit modification is being sought for the project. The reason for the modification is a small increase in

the volume of temporary bridge construction within the flood zone. The increase in volume is due to the addition of

2

steel bracing members on the HP members of the Pier 1 and 2 substructures at Temporary Bridge 001 and thickening of

the concrete pier caps at Piers 1, 2, and 3 at Temporary Bridge 002.

Prior to changes at the two temporary bridges the final design was relying on scour monitoring and prevention to

mitigate the large scour depths during the design scour event (50 year event). CTDOT review and comment led to

changing the approach to designing to resist the design scour instead of mitigating. This change in design was achieved

by adding steel bracing members for Temporary Bridge 001 and changing the pile end conditions for Temporary Bridge

002. Pile end conditions for Temporary Bridge 002 were modified by extending the pile length to allow driving to

bedrock and detailing the pile cap to achieve a fixed head condition. With these revisions the structural design

portrayed by the design plans meets the CTDOT and AASHTO LRFD design criteria including the 50 year scour event.

Neither of these changes will result in adverse impacts to the previously approved hydraulic model and developed water

surface elevations since the additional bracing is within the portion of the pier modeled as a solid trapezoid. In addition,

the thicker pile cap will lower the top of pile elevation such that the effective blocked area from the battered piles will

now be less than previously modeled. The assumptions in the approved hydraulic model are now more conservative.

Both changes do result in a small increase in the volume of structure that is within the river flood volume. This increase

is 87.6 cubic feet (3.2 cubic yards).

This email and response to are intended to provide documentation for the permit modification package for CTDOT

OEP. Please respond to Robert Brown and Alireza Jamalipour to verify that H&D has been included in this progression of

the design and is in agreement with this approach.

Thanks,

Bill

William Edberg, Ph.D., P.E. Structures Department Manager Tel (860) 256-0428 Cell (508) 782-2955 HNTB CORPORATION 55 Capital Boulevard, 4th Floor, Rocky Hill, CT 06067 | www.hntb.com

■ 100+ YEARS OF INFRASTRUCTURE SOLUTIONS

This e-mail and any files transmitted with it are confidential and are intended solely for the use of the individual or entity to whom they are addressed. If you are NOT the intended recipient and receive this communication, please delete this message and any attachments. Thank you.

12''C

MP

CIP F6494

HEAD WALL

INV.2

62.3

3

15"

Mpl.

"C" C.B.

"C" C.B.

12"

Mpl.

12"

Mpl.

6"

Mpl.

"C" C.B.

Jersey Barrier

Jersey BarrierBCLC

Wingwall

APPROX LOC OF 12" GAS MAIN

APPRO

X LO

C OF 8"

GAS

MAIN

APPROX LOC OF 8" GAS MAIN

Metal Beam Rail

nel Encroachment Line - Refer to Map NA-WA-5

ROUTE 8 SOUTH BOUND

"C" C.B.

54"

NO F

LA

RE

54"

NO F

LA

RE

24"

NO F

LA

RE

248

248

249

249

249

249

249

249

249C

-11

+

TO

P

OF

BA

NK

TO

P

OF

BA

NK

250

250

250

250

250

250

250

250

250

250

+ C-10

TO

P

OF

BA

NK

TO

P

OF

BA

NK

TO

P

OF

BA

NK

TO

P

OF

BA

NK

251

251

251

251

251

251

251

251

251

251

251

251

TO

P

OF

BA

NK

TO

P

OF

BA

NK

2632

conc

mh ris

er

2632

conc

mh ris

er

TO

P

OF

BA

NK

2631

conc

mh ris

er

2631

conc

mh ris

er

TO

P

OF

BA

NK

TO

P

OF

BA

NK

+C-7

C-5

+

252

252

252

252

252

252

252

252

252

252

252

2630

estrly

mh rim

2630

estrly

mh rim

ST

ON

E

RE

T.

WA

LL

253

253

253

253

253

253

253

253

253

253+

2634

C-9 hd

wall

+2635

C-8 hd

wall

C-6

+

254

254

254

254

254

254

254

254

254

254

NE 3-4

+

255

255

255

255

255

255

255

255

255

255

C-4

+

256

256

256

256

256

256

256

256

256

256

256NE 3-5

+

NE 3-3

+

257

257

257

257

257

257

257

257

257

257

257

257

257

C-2

+

C-1

+

258

258

258

258

258

258

258

258

258

258

258

258

258

258

C-3

+

A1-

A2

+

A1-

A1

+

NE 3-2

+

259

259

259

259

259

259

259

259

259

259

259

259

259

259

259

NE 3-1

+

260

260

260

260

260

260

260

260

260

260

260

260

260

260

260

260

260

A1-

A4

+

261

261

261

261

261

261

261

261

261

261

261

261

261

261

261

261

261

261

261

A1-

A3

+

A1-

A5

@

Abut

+

262

262

262

262

262

262

262

262

262

262

262

262

262

262

262

262

2640

cor top

wall

2641

tw ang pt

2642

tw end

@abut

2643

cor abut

PIE

R #1

263

263

263

263

263

263

263

263

263

PIE

R #2

264

264

264

264

264

264

264

264

264

264

264

265

265

265

265

265

265

265

265

265

265

C-14

+

266

266

266

266

266

266

266

266

266

266

266

266

C-13

+

267

267

267

267

267

267

267

267

267

267

267

267267

PIE

R #4

C-12

+

268

268

268

268

268

268

268

268

268

268

268

268

268

268

PIE

R#5

PIE

R #3

PIE

R #2

269

269

269

269

269

269

269

269

269

269

269

269

PIE

R #1

270

270

270

270

270

270

270

270

270

270

12"

MA

PLE

271

271

271

271

271

271

271

271

272

272

272

272

272

272

272

273

273

273

273

273

273

JR

SY

BA

RR

AB

UT

ME

NT

274

274

274

274

274

AB

UT

ME

NT

AB

UT

ME

NT

275

275

275

275

275

276

276

276

276

276

277

277

277

277

JR

SY

BA

RR

278

278

278

278

279

279

279

279

280

280

280

280

WIN

GW

ALL

281

281

281

281282

282

282

282

283

283

283

283

284

284

284

284 285

285

285

285286

286

286

286

287

287

287

288

288

288

288

289

289

289

289

289

290

290

290

290

291

291

291

291

291

292

292

292

292

292

293

293

106+00

107+00

108+00109+00 110+00

111+00

112+00

PO

ST

SIG

N

LP

LP #151-908

Bridge 3190A

M. KUCHASLIST 22-25 REHABILITATION OF

WATERBURYCONNECTICUT

0151-0326

ROUTE 8 NORTHBOUND TEMPORARY BYPASS

PROPOSED

L=718.58'

D=4°05'32.3"

STATION 106+06.36

STATION 109+73.75

STATION 113+24.94

R=1400'

=29°24'29.5"

PT

PI

PC

CURVE-#1

SCALE 1"=30'

CONNECTICUTCOORDINATE GRID

T. ADINOLFI

STA 106+95.23

{ BRG ABUT 1

STA 108+47.26

{ PIER 1

STA 110+01.73{ PIER 2

STA 111+53.76

{ BRG ABUT 2

WINGWALL 1A

WINGWALL 1B

CURVE 1

} TEMPORARY BYPASS

WINGWALL 2A

WINGWALL 2B

12'

2'

12'

2'

106+06.36

PC STA

T=367.39'

N 760,078.17 E 919,297.95

N 760,444.68 E 919,323.32

N 760,776.42 E 919,165.45

150' TEMPORARY PANEL BRIDGE150' TEMPORARY PANEL BRIDGE

150' TEMPORARY PANEL BRIDGE

RETAINING WALL

EXISTING RR EMBANKMENT

WALL

EXISTING RETAINING

ELEVATION

SCALE 1"=30'

GENERAL PLAN

GEN-01BRIDGES 03190A

TEMPORARY BRIDGE 001 GENERAL PLAN

DESIGNER/DRAFTER:

CHECKED BY:

PROJECT TITLE: TOWN:

DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.

Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.

DEPARTMENT OF TRANSPORTATION

STATE OF CONNECTICUT

OF WORK WHICH WILL BE REQUIRED.

THE CONDITIONS OF ACTUAL QUANTITIES

IN NO WAY WARRANTED TO INDICATE

INVESTIGATIONS BY THE STATE AND IS

SHEETS IS BASED ON LIMITED

QUANTITIES OF WORK, SHOWN ON THESE

THE INFORMATION, INCLUDING ESTIMATED

SCALE AS NOTED

11/21/2016

BLOCK:

SIGNATURE/

...\Route 8 NB Hydraulic GPEs.dgnPlotted Date:

CONNECTICU

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STRUCTURE LAYOUT FOR DESIGN

WALL

EXISTING RETAINING

{ BRG ABUT 1 { BRG ABUT 2

{ PIER 2{ PIER 1

{ BRG { BRG { BRG { BRG

STREAM }

STREAM CROSS SECTION RS 1013+54

RS 1013+04

PIER CAP

{ BEARING

{ BEARING

} TEMPORARY BYPASS

SLAB WEDGE

CAST IN-PLACE CONCRETE

CENTERLINE (TYP)

PILE GROUP

{ PIER STRINGER

{ PIER

2 SPACES @ 7'-6" 2 SPACES @ 7'-6"

1'-‚"

42'-0"

WEDGE

CONCRETE SLAB

CAST IN-PLACE

} TEMPORARY BYPASS

5.2%

PILE DRIVEN TO BEDROCK

LOAD PLATE (TYP)

2"

12"

{ PIER

{ BEARING { BEARING

PIER STRINGER

WELDED TOGETHER

2-W36 CAP BEAM (TYP)


SCALE: ‚" = 1'-0"

ELEVATION

SCALE: ‚" = 1'-0"

END VIEW

STEEL RAIL (TYP)

LOAD PLATE (TYP)

4'-1‚"

PIER STRINGER (TYP)

15'-11ƒ" 18'-‚"

2-W36 CAP BEAM

42'-0"

EL. 278.25

EL. 282.14

3'-0"

3'-10Ž"

2"

12"

GUTTER LINE

SLAB WEDGE

CAST IN-PLACE CONCRETE

TEMPORARY PANEL (TYP)

LENGTH=88.34'

ESTIMATED

6-HP16 PILES

EL. 258.0

100 YEAR FLOOD

EL. 258.0

100 YEAR FLOOD

WATERBURY

M. KUCHASCONNECTICUTLIST 22-25 REHABILITATION OF

SCALE: ‚" = 1'-0"

PIER CAP PLAN

83

CO

OR

DIN

ATE

GRID

AD

CO

NN

EC

TIC

UT

3'-11•

"

8'-7

Œ"

T. ADINOLFI

S-07

0151-0326DESIGNER/DRAFTER:

CHECKED BY:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

11/21/2016

BLOCK:

SIGNATURE/


CONNECTICU

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PIER 1 PLAN ANDELEVATION

BRIDGES 03190A

TEMPORARY BRIDGE 001

4.33'

HEC-RAS Pier Derivation

4.33' top width @ Elev 275.25Elev 240 is below streambedHeight = 35.25'Slope = 1:6Horiz. Expansion = 35.25/6 =5.875' persideTotal Width = 4.33+ 5.875'x2 =16.08

Piles are battered towardsdirection of flow. w=4.33'

CP-12

5

MH

SAN

MH

SAN

STORM MH

SIG

N

SIG

N

CONC WALK

CONC W

ALK

WG

WG

24'' R

CP

MW

MW

MW

MW

MWMW

N/FCHD

N/FCHD

R.O.W.

Map

151-

15

Sheet

6

of 6

N/FCHD

SU

NN

YSID

E

DR.

RIVERSID

E ST.

"C" C.

B.

"C" C.

B.

"C" C.

B.

"C" C.

B.

"C"

C.B. "C"

C.B.

Bit

"C" C.B.

Elec

MH

T.C. Box

Chain Link Fence

Chain

Link Fe

nce

Conc. C

urbCon

c. Cu

rb

Conc. C

urb

Conc. C

urb

Conc. C

urb

Conc. Curb

Conc. Curb

Chain Link Fence

Conc. C

urb

STORM M.H.'s

Span P

ole

APPROX LOC

OF 12"

GAS MAIN

APPROX

LOC OF

12"

GAS MAIN

APPROX LOC

OF 12"

GAS MAIN

APPROX LO

C OF 6"

GAS

MAIN

APPROX

LOC

OF 6" G

AS MAIN

APPROX LO

C OF

6"

GAS

MAIN

APPROX

LOC OF

12"

GAS MAIN

12 ''

ACCMP

EARTH DI

TCHFDC#4

Sign

Endw

all

15''

C. IR

ON

Metal B

eam

Rail

Metal B

eam

Rail

Metal B

eam

Rail

Metal B

eam

Rail

Metal B

eam

Rail

MBR

Metal B

eam Rail

Metal B

eam Rail

ABUT

BRIDGE

Endwa

ll

PAVED DIT

CH

Conc. Walk

Conc. Walk

M.H.'s

APPROX.

LOC. 8"

WATE

R

RIVERSID

E ST

SOUTH BOUND

Endwa

ll

15''

C. IR

ON

12 ''

ACCMP

Elec MH

"C"

C.B. "C"

C.B.

T.C. Box

"C" C.

B.

"C" C.

B.

"C" C.

B.

"C" C.

B.

Conc. Walk

PIER

PIER

PIER

PIER

PIER

PIER PI

ER

W.G.

247.18

+bbElev 248.27 3138

+edg rivElev 248.36 3166



249

249

249


+

250

250

250

250

250

250

250

250

+

+

+tb

Elev 250.90 3165

+tb

Elev 250.94 3174

+tb

Elev 250.95 3161

+

251

251

251

251

251

251

251

251

251

251

251

251

251

+tb

Elev 251.03 3164

+tb

Elev 251.08 3163

+

+tb

Elev 251.92 3198

252

252

252

252

252

252

252

252

252

252

252

252

252

+

+

+g

Elev 252.84 3170

+bbElev 252.89 3160

+bbElev 252.94 3197

253

253

253

253

253

253

253

253

253

253

253

253

253

253

+bbElev 253.10 3184

+g

Elev 253.55 3173

+bbElev 253.68 3159

+bbElev 253.83 3154

+bbElev 253.90 3220

254

254

254

254

254

254

254

254

254

254

254

254

254

+

+g

Elev 254.58 3171

255

255

255

255

255

255

255

255

255

255

255

255

255

+tb

Elev 255.01 3137

+cor pier3190D Elev 255.12 3233

+grd @ pier Elev 255.40 3627

256

256

256

256

256

256

256

256

256

256

256

256

256

256

+cor pier Elev 256.43 3966

257

257

257

257

257

257

257

257

257

257

257

257

257

+conc 1wElev 257.72 3168

+conc 1wElev 257.76 3169

258

258

258

258

258

258

258

258

258

258

258

258

258

258

+g

Elev 258.79 3135

+top 36" cmp Elev 258.94 3136

259

259

259

259

259

259

259

259

259

259

259

259

259

259

+ +top 36" accmp+3 Elev 259.45 3172

260

260

260

260

260

260

260

260

260

260

260

260

260

260

260

260

+cor pier3190D Elev 260.26 3232

+cor pier3190D Elev 260.34 3231



+cor pier3190D Elev 260.60 3226

+inv 18" accmp Elev 260.83 3222

+

+grd @ pier Elev 261.00 3598

261

261

261

261

261

261

261

261

261

261

261

261

261

261

261

+

262

262

262

262

262

262

262

262

262

262

262

262

262

262

262

262

262

+cor pier3190C Elev 262.12 3225


+

263

263

263

263

263

263

263

263

263

263

263

263

263

263

263

263

263

263


+

264

264

264

264

264

264

264

264

264

264

264

264

264

264

264

264

264

+

+1 post sign Elev 264.02 4160


+cor pier3190C Elev 264.35 3224

+bccElev 264.41 4027

+

+cor pier3190D Elev 264.81 3227

+tccElev 264.91 4028

+tb

Elev 264.92 3230


+

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

+bccElev 265.12 4025

+2 post sign Elev 265.17 4024

+bccElev 265.21 4006

+tb

Elev 265.32 3237

+tb

Elev 265.44 3236

+bccElev 265.50 4083


+tccElev 265.60 4026


+bccElev 265.67 4023

+tccElev 265.68 4005

+pavElev 265.81 4004

+pavElev 265.86 4050

+tccElev 265.87 4082

+pavElev 265.88 4140


+lpolElev 265.90 4052


+bccElev 265.95 4084

266

266

266

266

266

266

266

266

266

266

266

266

266

266

+bccElev 266.07 4086

+bccElev 266.12 4020

+Ran C-1865 Elev 266.15 16

+bccElev 266.16 4001


+tccElev 266.18 4022

+cor pier3190D Elev 266.35 3228

+tccElev 266.41 4085

+tb

Elev 266.49 3229

+bccElev 266.54 3519

+pavElev 266.56 4051

+tccElev 266.57 4087

+tb

Elev 266.59 3238

+tccElev 266.58 4002

+tccElev 266.64 4021

+


+bccElev 266.70 3242

+pavElev 266.73 4003

+


+pavElev 266.82 3518

+bccElev 266.82 4000


+tccElev 266.97 3520+

mbrElev 266.99 3521

267

267

267

267

267

267

267

267

267

267

267

267

+cp 63 h/t Elev 267.01 63

+mbrElev 267.05 3240

+cbc tfElev 267.08 3504

+pavElev 267.11 3243

+3cgr beg Elev 267.15 3254

+bccElev 267.16 3244

+tccElev 267.19 3241

+grd @ pier Elev 267.20 3597

+tccElev 267.24 3998

+cor pier3190C Elev 267.25 3223

+bccElev 267.26 3251

+tccElev 267.28 3517

+bccElev 267.28 3508

+pavElev 267.29 3999

+bowElev 267.30 3516

+tb

Elev 267.42 3140

+bcElev 267.43 3524

+mbr end Elev 267.47 3253

+cbc tfElev 267.49 3532

+mbrElev 267.51 3246

+tccElev 267.54 3245

+

+wgElev 267.56 3526

+tccElev 267.60 3509

+bccElev 267.62 3535

+tccElev 267.63 3252

+bccElev 267.65 3513

+mhElev 267.67 3527

+1 pst sgn Elev 267.69 3258

+bccElev 267.71 3260

+bccElev 267.73 3249

+bccElev 267.74 3267

+bowElev 267.74 3510

+cbc tcElev 267.75 3505

+wgElev 267.76 3525

+pavElev 267.79 3250

+bccElev 267.82 3262

+pavElev 267.83 3297

+bowElev 267.83 3506

+bccElev 267.86 3266

+bccElev 267.86 3536

+tccElev 267.89 3523

+bcc end Elev 267.91 3284

+pavElev 267.94 3388

+cbc tcElev 267.94 3533

+mbrElev 267.95 3511

+guy wire Elev 267.95 3257

+pole c2Elev 267.99 3256

+tccElev 267.99 3534

+tccElev 267.99 3514

+mbrElev 268.00 3522

268

268

268

268 2

68

268

268

268

268

268

268

+tccElev 268.03 3268

+mbrElev 268.03 3507


+tccElev 268.05 3265

+pavElev 268.08 3261

+pavElev 268.07 3295

+tccElev 268.11 3259

+bowElev 268.12 3515

+lpolElev 268.13 3281

+mbrElev 268.14 3247

+tccElev 268.14 3248

+mbr beg Elev 268.14 3255

+

+tb

Elev 268.19 3139

+tccElev 268.19 3263

+mbrElev 268.18 3264

+elec mh Elev 268.22 3269

+bcc beg Elev 268.24 3285

+tccElev 268.24 3296

+2 pst sgn 2' Elev 268.29 3270

+bccElev 268.30 3274

+bccElev 268.32 3275

+tccElev 268.33 3537

+bccElev 268.34 3271

+san mhElev 268.44 3283

+bccElev 268.45 3278

+pavElev 268.45 3387

+cbc tfElev 268.46 3291

+cbc tfElev 268.48 3290

+tccElev 268.50 3294

+2 pst sgn 2' Elev 268.52 3282

+cbc tfElev 268.53 3302

+tccElev 268.56 3286

+tccElev 268.57 3273

+pavElev 268.59 3277

+

+tccElev 268.64 3276

+cbc tfElev 268.67 3287

+tccElev 268.68 3272

+

+pavElev 268.71 3386

+grd @ cab Elev 268.78 3298

+tccElev 268.80 3279

+grd @ cab Elev 268.80 3300

+tb

Elev 268.85 3142

+grd @ cab Elev 268.85 3299

+pole t1Elev 268.92 3301


+

+tcElev 268.99 3292

269

269

269

269

269

269

269

269

269

269

269

269

+tb

Elev 269.03 3141

+bccElev 269.08 3382

+tcElev 269.09 3289

+tb

Elev 269.13 3144

+bccElev 269.14 3530

+tcElev 269.18 3288

+tcElev 269.19 3303

+bccElev 269.20 3306

+

+pavElev 269.23 3318

+bccElev 269.25 3385

+lpolElev 269.27 3293

+bccElev 269.39 3539

+cp 62 dh Elev 269.46 62

+3 cgrElev 269.47 3304

+bccElev 269.47 3540

+tb

Elev 269.50 3143

+tccElev 269.49 3383

+bccElev 269.58 3500

+tccElev 269.61 3384

+tccElev 269.61 3305

+

+tccElev 269.68 3531

+bccElev 269.72 3307

+bccElev 269.73 3376

+

+2 pst sgn 2' Elev 269.77 3380

+tccElev 269.79 3538

+pavElev 269.80 3317

+bccElev 269.82 3379

+tccElev 269.88 3541

+lpol clp 20 Elev 269.93 3381

270

270

270

270

270

270

270

270

270

270

+tccElev 270.04 3377

+tccElev 270.05 3501

+bowElev 270.05 3503 +

mbrElev 270.08 3502

+tccElev 270.13 3308

+bowElev 270.15 3309

+bccElev 270.18 3370

+bccElev 270.20 3314

+tccElev 270.21 3378

+3 cgrElev 270.23 3310

+pavElev 270.32 3316

+mh sanElev 270.32 3529

+lpol clp 22 Elev 270.36 3375

+tccElev 270.46 3371

+mh sanElev 270.47 3528

+tb

Elev 270.53 3145

+tccElev 270.64 3313

+bowElev 270.69 3312

+bccElev 270.69 3368

+3 cgrElev 270.74 3311

+bccElev 270.78 3322

+lpolElev 270.80 3315

+bccElev 270.82 3374

+pavElev 270.86 3323

+

+grdElev 270.94 3372

271

271

271

271

271

271

271

271

271

+tccElev 271.01 3367

+tccElev 271.17 3373

+tccElev 271.17 3321

+tb

Elev 271.24 3146

+bowElev 271.27 3320

+2 pst sgn 2' Elev 271.28 3369

+3 cgrElev 271.38 3319

272 272

272

272

272

272

272

+grdElev 272.17 3366

273

273

273

273

274

274

274

275

275

275

276276

276

277

277

277

278

278

278

279

279

279280

280

280

281

281

282

282

282

283

283

283

284

284

284

285

285

285286

286

286

287

287

288

288

289

289

290

290

291

291

292

292

293

+cp 125 mag Elev 293.33 125

175+

00

174+00

173+00

172+00

173+00

174+00

175+00

176+

00

123+00

124+00 125+00126+00

127+00 128+00

129+00

130+00

131+00



LIST 22-25 REHABILITATION OF BRIDGE 03190A

0151-0326


MH

SA

N

DESIGNER/DRAFTER:

CHECKED BY:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

11/21/2016

BLOCK:

SIGNATURE/


CONNECTICU

T

DE

PA

RT

ME

NT

O F TRANS

PO

RT

ATI

ON

M. KUCHAS

CO

NN

EC

TIC

UT

CO

OR

DIN

AT

E

GRID

SCALE 1"=30'

PROPOSED

PI

PROPOSED

PI

CURVE #3

PC

PT

PC

PT

STATION 115+88.50

STATION 124+56.02

R=840.00' L=867.52'

STATION 127+44.40

STATION 130+82.81

D=06°49' 15.3"

R=840.00' T=171.53' L=338.40'

CURVE #2

STATION 120+65.43

ROUTE 8 NORTHBOUND TEMPORARY BYPASS

E 918,847.26

=59°10' 22" D=06°49' 15"

T=476.92'

=23°04' 55"

STATION 129+15.93

T. ADINOLFI

GENERAL PLAN

12'

12'

2'

2'

SCALE 1"=30'

ELEVATION

{ BRG ABUT 1

WINGWALL 1A

WINGWALL 1B

CURVE 2

STA 124+95.00{ BRG ABUT 1

STA 126+00.00{ PIER 1

STA 129+03.14

{ BRG ABUT 2

} TEMPORARY BYPASS

WINGWALL 2B

WINGWALL 2A

{ BRG ABUT 2{ PIER 2{ PIER 1

PT STA 124+56.02

PC STA 127+44.40

PT STA 130+82.81

N 761,014.41 E 919,052.19

N 761,445.06

N 761,489.76 E 918,372.43

N 761,516.78 E 918,085.32

N 761,532.86 E 917,914.55

N 761,614.60 E 917,886.67

CURVE 3

03190C

} BRIDGE

03190D

} BRIDGE

} BRIDGE 03190C

03190D

} BRIDGE

PIER 7

BRIDGE 03190C & 03190D

GEN-01GENERAL PLAN AND

ELEVATION

STA 127+12.00{ PIER 2

STA 127+84.14{ PIER 3

72.14'

105.0'112.0' 119. 0'

{ PIER 3

STREAM CROSS SECTION

STREAM }

1025

+00

RS 1029+

84

RS 1029+

45

RS 1027+95

RS 1027+67

RS 1024+48

RS 1023+98

SCALE: ‚" = 1'-0"

ELEVATION


2"

12"

} TEMPORARY BYPASS

32'-6‹"32'-6‹"

STEEL RAIL (TYP.)

268.52

LENGTH=80'

ESIMATED

6-HP16 PILES

65'-‡"

EL. 259.0

100 YEAR FLOOD

APPROXIMATE WATER LINE

EL. 263.7

SCALE: ‚" = 1'-0"

END VIEW

{ PIER

2"

12"


WELDED TOGETHER

3-W36 CAP BEAM (TYP)

APPROXIMATE WATER LINE

EL. 259.0

100 YEAR FLOOD

{ BEARING { BEARING



LIST 22-25 REHABILITATION OF BRIDGE 03190A

0151-0326


DESIGNER/DRAFTER:

CHECKED BY:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

11/21/2016

BLOCK:

SIGNATURE/


CONNECTICU

T

DE

PA

RT

ME

NT

O F TRANS

PO

RT

ATI

ON

M. KUCHAS

PIER CAP PLANSCALE: ‚" = 1'-0"

83

COORDINATE GRID

AD

CONNECTICUT

T. ADINOLFI

} TEMPORARY BYPASS

65'-‡"

32'-6‹" 32'-6‹"

{ PIER 1 STA 126+01.84

6'-0"

S-07

ELEVATIONPIER 1 & 2 PLAN AND

HEC-RAS Pier Derivation

3' top width @ Elev 258.0Elev 240 is below streambedHeight = 16'Slope = 1:6Horiz. Expansion = 18/6 =3' per sideTotal Width = 3+ 3'x2 =9'3'

HEC-RAS Plan: Temporary River: Naugatuck River Reach: I-84 Waterbury

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 Volume

(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) (acre-ft)

I-84 Waterbury 114032 50-Year 5600.00 267.10 273.33 274.22 0.002444 7.74 866.22 233.75 0.57 457.51

I-84 Waterbury 114032 100-Year 8580.00 267.10 274.50 273.10 275.83 0.002913 9.58 1198.71 342.12 0.65 637.60

I-84 Waterbury 113032 50-Year 5600.00 266.00 270.34 271.22 0.003755 7.56 755.48 238.65 0.67 438.88

I-84 Waterbury 113032 100-Year 8580.00 266.00 272.10 273.03 0.002469 7.83 1224.77 297.08 0.58 609.76

I-84 Waterbury 111692 50-Year 5600.00 260.00 267.91 268.47 0.001220 6.03 956.63 207.95 0.41 412.54

I-84 Waterbury 111692 100-Year 8580.00 260.00 270.67 271.20 0.000776 6.08 1846.21 343.97 0.35 562.52

I-84 Waterbury 111632 50-Year 5600.00 256.90 268.10 268.34 0.000383 4.27 1916.70 303.60 0.25 410.57

I-84 Waterbury 111632 100-Year 8580.00 256.90 270.82 271.10 0.000334 4.73 2752.07 309.84 0.24 559.35

I-84 Waterbury 111492 50-Year 5600.00 256.90 268.05 268.29 0.000334 3.94 1474.89 242.66 0.23 405.04

I-84 Waterbury 111492 100-Year 8580.00 256.90 270.73 271.05 0.000321 4.58 2138.82 322.11 0.23 551.28

I-84 Waterbury 110942 50-Year 5600.00 256.00 267.97 268.12 0.000198 3.32 2101.28 278.04 0.18 382.18

I-84 Waterbury 110942 100-Year 8580.00 256.00 270.67 270.88 0.000201 3.90 2870.61 290.91 0.19 518.79

I-84 Waterbury 110332 50-Year 5600.00 255.00 267.30 267.87 0.000780 6.13 988.20 151.25 0.35 360.61

I-84 Waterbury 110332 100-Year 8580.00 255.00 269.83 270.61 0.000791 7.22 1445.00 216.20 0.37 488.65

I-84 Waterbury 110232 50-Year 5600.00 254.00 267.14 263.41 267.77 0.001113 6.40 967.25 206.29 0.40 358.37

I-84 Waterbury 110232 100-Year 8580.00 254.00 269.80 265.01 270.50 0.000892 6.95 1653.64 317.50 0.38 485.05

I-84 Waterbury 110222 Bridge

I-84 Waterbury 110212 50-Year 5600.00 254.00 266.96 263.36 267.62 0.001186 6.53 914.62 202.58 0.41 357.96

I-84 Waterbury 110212 100-Year 8580.00 254.00 269.62 264.92 270.33 0.000922 7.00 1614.08 284.15 0.38 484.38

I-84 Waterbury 110112 50-Year 5600.00 254.50 267.12 267.37 0.000206 4.02 1534.15 178.60 0.22 355.14

I-84 Waterbury 110112 100-Year 8580.00 254.50 269.75 270.11 0.000222 4.84 2016.78 188.39 0.24 480.20

I-84 Waterbury 109037 50-Year 9600.00 256.40 265.85 266.72 0.001343 7.55 1354.47 178.49 0.46 319.45

I-84 Waterbury 109037 100-Year 13350.00 256.40 268.59 269.53 0.001007 7.87 1861.59 193.76 0.41 432.22

I-84 Waterbury 107837 50-Year 9600.00 254.80 264.46 265.20 0.001138 6.97 1422.11 183.88 0.42 281.16

I-84 Waterbury 107837 100-Year 13350.00 254.80 267.69 268.43 0.000750 6.99 2060.14 214.66 0.36 378.10

I-84 Waterbury 106737 50-Year 9600.00 252.90 263.41 264.09 0.000871 6.63 1474.57 162.02 0.37 244.57

I-84 Waterbury 106737 100-Year 13350.00 252.90 267.00 267.69 0.000588 6.71 2087.58 179.83 0.32 325.69

I-84 Waterbury 105717 50-Year 9600.00 251.90 262.85 263.31 0.000576 5.49 1761.90 179.94 0.31 206.68

I-84 Waterbury 105717 100-Year 13350.00 251.90 266.68 267.15 0.000376 5.51 2456.99 182.76 0.26 272.48

I-84 Waterbury 105657 50-Year 9600.00 251.90 262.81 257.39 263.28 0.000583 5.52 1754.82 179.91 0.31 204.26

I-84 Waterbury 105657 100-Year 13350.00 251.90 266.65 258.52 267.13 0.000378 5.52 2452.46 182.75 0.26 269.10


I-84 Waterbury 105597 50-Year 9600.00 251.90 262.66 263.15 0.000612 5.60 1729.19 179.81 0.32 202.06

I-84 Waterbury 105597 100-Year 13350.00 251.90 265.59 266.14 0.000495 5.99 2257.85 181.96 0.30 266.16

I-84 Waterbury 105497 50-Year 9600.00 251.90 262.54 263.07 0.000703 5.88 1683.84 191.62 0.34 198.14

I-84 Waterbury 105497 100-Year 13350.00 251.90 265.49 266.08 0.000546 6.20 2266.17 202.72 0.31 260.97

I-84 Waterbury 104137 50-Year 9600.00 250.30 261.68 255.85 262.20 0.000582 5.87 1776.73 186.19 0.31 144.20

I-84 Waterbury 104137 100-Year 13350.00 250.30 264.80 257.13 265.39 0.000477 6.28 2371.64 195.33 0.29 188.69

I-84 Waterbury 104102 50-Year 9600.00 250.30 261.67 255.61 262.18 0.000555 5.78 1753.01 176.74 0.30 142.78

I-84 Waterbury 104102 100-Year 13350.00 250.30 264.78 256.87 265.37 0.000464 6.23 2323.31 189.30 0.29 186.81

I-84 Waterbury 104077 50-Year 9600.00 246.50 261.78 252.73 262.12 0.000273 4.66 2089.23 154.74 0.22 141.68

I-84 Waterbury 104077 100-Year 13350.00 246.50 264.88 254.03 265.32 0.000272 5.31 2576.27 159.34 0.23 185.40

I-84 Waterbury 104042 50-Year 9600.00 246.50 261.77 252.73 262.11 0.000274 4.67 2087.64 154.73 0.22 140.00

I-84 Waterbury 104042 100-Year 13350.00 246.50 264.87 254.03 265.31 0.000273 5.32 2574.64 159.32 0.23 183.33


I-84 Waterbury 103970 50-Year 9600.00 247.20 261.45 255.28 261.96 0.000565 5.72 1702.67 156.54 0.30 137.11

I-84 Waterbury 103970 100-Year 13350.00 247.20 264.55 256.52 265.15 0.000484 6.23 2191.90 159.58 0.29 179.70

I-84 Waterbury 103900 50-Year 9600.00 247.20 261.44 255.37 261.90 0.000509 5.43 1845.35 183.82 0.29 134.25

I-84 Waterbury 103900 100-Year 13350.00 247.20 264.56 256.55 265.08 0.000421 5.84 2431.15 192.50 0.28 175.98

I-84 Waterbury 103475 50-Year 9600.00 246.30 261.42 252.73 261.70 0.000240 4.30 2293.80 182.21 0.21 114.07

I-84 Waterbury 103475 100-Year 13350.00 246.30 264.54 253.88 264.90 0.000230 4.83 2872.04 188.02 0.21 150.12

I-84 Waterbury 103425 50-Year 9600.00 246.20 261.33 253.17 261.68 0.000306 4.78 2087.52 177.57 0.23 111.55

I-84 Waterbury 103425 100-Year 13350.00 246.20 264.44 254.45 264.88 0.000287 5.33 2656.82 188.13 0.23 146.95


HEC-RAS Plan: Temporary River: Naugatuck River Reach: I-84 Waterbury (Continued)

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 Volume

(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) (acre-ft)

I-84 Waterbury 103035 50-Year 9600.00 246.00 260.55 253.25 260.86 0.000320 4.56 2358.39 229.62 0.23 92.55

I-84 Waterbury 103035 100-Year 13350.00 246.00 263.37 254.45 263.74 0.000296 5.06 3019.92 240.17 0.23 122.77

I-84 Waterbury 102984 50-Year 9600.00 245.90 260.51 253.29 260.84 0.000352 4.73 2271.37 214.22 0.24 89.84

I-84 Waterbury 102984 100-Year 13350.00 245.90 263.31 254.52 263.72 0.000330 5.27 2886.33 224.47 0.24 119.31

I-84 Waterbury 102945 50-Year 9600.00 245.80 260.50 252.90 260.82 0.000319 4.63 2252.48 205.23 0.23 87.82

I-84 Waterbury 102945 100-Year 13350.00 245.80 263.30 254.08 263.71 0.000309 5.22 2853.29 227.38 0.24 116.74


I-84 Waterbury 102795 50-Year 9600.00 245.60 259.36 251.59 259.69 0.000305 4.67 2253.38 215.01 0.23 80.59

I-84 Waterbury 102795 100-Year 13350.00 245.60 262.12 252.79 262.54 0.000298 5.26 2867.66 230.24 0.24 107.55

I-84 Waterbury 102767 50-Year 9600.00 245.60 259.29 251.79 259.67 0.000353 5.04 2188.32 218.32 0.25 79.16

I-84 Waterbury 102767 100-Year 13350.00 245.60 262.05 253.08 262.51 0.000342 5.65 2807.45 231.69 0.25 105.72


I-84 Waterbury 102448 50-Year 9600.00 245.00 258.82 251.78 259.32 0.000471 5.84 1882.42 185.55 0.29 65.80

I-84 Waterbury 102448 100-Year 13350.00 245.00 261.47 253.24 262.10 0.000463 6.56 2393.31 202.31 0.29 88.71

I-84 Waterbury 102398 50-Year 9600.00 244.90 258.69 251.86 259.28 0.000540 6.26 1764.13 177.20 0.31 63.91

I-84 Waterbury 102398 100-Year 13350.00 244.90 261.30 253.33 262.04 0.000545 7.10 2240.48 187.91 0.32 86.39

I-84 Waterbury 102135 50-Year 9600.00 244.50 258.66 250.87 259.12 0.000396 5.46 1913.33 174.45 0.26 52.82

I-84 Waterbury 102135 100-Year 13350.00 244.50 261.30 252.26 261.87 0.000396 6.16 2505.42 323.75 0.27 72.07

I-84 Waterbury 101354 50-Year 9600.00 243.40 257.42 252.57 258.56 0.001146 8.72 1253.73 156.74 0.44 24.43

I-84 Waterbury 101354 100-Year 13350.00 243.40 260.30 254.33 261.37 0.000890 8.86 1983.68 308.33 0.40 31.45

I-84 Waterbury 101304 50-Year 9600.00 243.30 257.24 252.58 258.49 0.001269 9.06 1175.85 127.70 0.46 23.03

I-84 Waterbury 101304 100-Year 13350.00 243.30 259.69 254.44 261.26 0.001273 10.27 1502.12 225.65 0.48 29.36

I-84 Waterbury 101095 50-Year 9600.00 243.00 257.30 251.63 258.16 0.000838 7.77 1617.63 265.11 0.38 16.26

I-84 Waterbury 101095 100-Year 13350.00 243.00 259.85 253.41 260.89 0.000830 8.71 2158.57 389.49 0.39 19.59

I-84 Waterbury 101045 50-Year 9600.00 242.90 257.32 251.21 258.09 0.000736 7.06 1391.91 195.59 0.36 14.75

I-84 Waterbury 101045 100-Year 13350.00 242.90 259.83 252.75 260.85 0.000760 8.12 1732.57 317.36 0.37 17.60


I-84 Waterbury 100836 50-Year 9600.00 242.90 255.26 250.90 256.11 0.001091 7.45 1333.85 149.22 0.42 10.19

I-84 Waterbury 100836 100-Year 13350.00 242.90 257.04 252.29 258.21 0.001204 8.75 1605.52 155.38 0.45 12.10

I-84 Waterbury 100805 50-Year 9600.00 242.90 255.12 251.41 256.05 0.001280 7.84 1281.24 144.55 0.45 9.24

I-84 Waterbury 100805 100-Year 13350.00 242.90 256.90 252.76 258.15 0.001372 9.10 1538.32 144.58 0.48 10.96

I-84 Waterbury 100786 50-Year 9600.00 242.90 255.29 250.17 255.96 0.000783 6.62 1525.16 151.97 0.36 8.64

I-84 Waterbury 100786 100-Year 13350.00 242.90 257.10 251.49 258.04 0.000888 7.84 1800.56 330.24 0.39 10.20


I-84 Waterbury 100639 50-Year 9600.00 243.00 255.02 248.48 255.52 0.000498 5.68 1714.38 156.38 0.29 3.65

I-84 Waterbury 100639 100-Year 13350.00 243.00 256.75 249.75 257.48 0.000605 6.87 1988.75 222.20 0.33 4.28

I-84 Waterbury 100589 50-Year 9600.00 243.00 254.91 248.93 255.48 0.000603 6.06 1628.73 159.39 0.32 1.74

I-84 Waterbury 100589 100-Year 13350.00 243.00 256.61 250.24 257.42 0.000723 7.29 1904.15 232.70 0.36 2.05

I-84 Waterbury 100540 50-Year 9600.00 243.00 254.60 249.85 255.41 0.000931 7.53 1476.70 163.87 0.39

I-84 Waterbury 100540 100-Year 13350.00 243.00 256.20 251.53 257.35 0.001115 9.00 1741.53 167.17 0.44

100000 102000 104000 106000 108000 110000 112000 114000 116000240

250

260

270

280

290

300

310

320

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016

Main Channel Distance (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Ground

Naugatuck River I-84 Waterbury

Ban

k S

tree

tR

ailr

oad

/TB

00

1

I-8

4 R

amp

s I-8

4

Frei

gh

t S

tree

t

W. M

ain

Str

eet

Rai

lro

ad S

pu

r

TB

00

2

1800 1900 2000 2100 2200 2300 2400265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 114032

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.07 .03 .07

1800 1900 2000 2100 2200 2300 2400265

270

275

280

285


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.07 .03 .07

1800 1900 2000 2100 2200 2300 2400260

265

270

275

280

285


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.07 .03 .07

1800 1900 2000 2100 2200 2300255

260

265

270

275

280

285


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.07 .03 .07

1800 1900 2000 2100 2200 2300255

260

265

270

275

280

285


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Ground

Ineff

Bank Sta

.07 .03 .07

1800 1900 2000 2100 2200 2300255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 110942 FEMA XS DL

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.07 .03 .07

1600 1700 1800 1900 2000 2100 2200 2300255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 110332 FEMA XS DK

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.05 .013 .07 .03 .07

1600 1700 1800 1900 2000 2100 2200 2300 2400250

255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 110232 U/S RR Spur Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.05 .07 .03 .07

1600 1700 1800 1900 2000 2100 2200 2300 2400250

255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 110222 BR Railroad Spur Br RR Spur Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.05 .07 .03 .07

1700 1800 1900 2000 2100 2200 2300250

255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 110222 BR Railroad Spur Br RR Spur Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.07 .03 .07

1700 1800 1900 2000 2100 2200 2300250

255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 110212 D/S RR Spur Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.07 .03 .07

1750 1800 1850 1900 1950 2000 2050 2100 2150250

255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 110112 FEMA XS DJ

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.07 .025 .07

1000 1200 1400 1600 1800 2000 2200 2400255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 109037 FEMA XS DI

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.05 .013 .05 .07 .03 .07

.013 .03 .013

1000 1200 1400 1600 1800 2000 2200 2400250

255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 107837 FEMA XS DH

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.05 .013

.05 .07 .03 .05

.013

800 1000 1200 1400 1600 1800 2000 2200250

255

260

265

270

275

280

285

290

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 106737 FEMA XS DG

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.05 .013 .07

.03 .05

600 800 1000 1200 1400 1600 1800 2000 2200 2400250

260

270

280

290


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.05

.013 .07 .03 .07

.013

.05

600 800 1000 1200 1400 1600 1800 2000 2200 2400250

260

270

280

290

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 105657 U/S Face W. Main Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.05 .013 .07

.03 .07

.013 .05

600 800 1000 1200 1400 1600 1800 2000 2200 2400250

260

270

280

290

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 105627 BR W. Main Street B W. Main Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Bank Sta

.05 .013 .07

.03 .07

.013 .05

600 800 1000 1200 1400 1600 1800 2000 2200 2400250

260

270

280

290

300

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 105627 BR W. Main Street B W. Main Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Bank Sta

.05

.013 .03 .013

.03 .07

.03 .07

.013 .05

600 800 1000 1200 1400 1600 1800 2000 2200 2400250

260

270

280

290

300

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 105597 D/S Face W. Main Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.05

.013 .03 .013

.03 .07

.03 .07

.013 .05

600 800 1000 1200 1400 1600 1800 2000 2200 2400250

260

270

280

290

300

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 105497 FEMA XS DE (Old Model XS AF)

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Bank Sta

.05

.013 .07

.03 .07 .013

0 500 1000 1500 2000 2500250

260

270

280

290

300

310

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 104137 FEMA XS DD (Old Model XS AE)

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.05

.013 .07

.03 .07

.013

.05

.013

0 500 1000 1500 2000 2500250

260

270

280

290

300

310

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 104102 Location of Low Dam Removed After FIS

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.05

.013 .07

.03 .07

.013

.05

.013

0 500 1000 1500 2000 2500240

250

260

270

280

290

300

310

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 104077 FEMA XS DC (Old Model XS AD)

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.05

.013 .03 .07

.03 .07 .013

.05

.013

0 500 1000 1500 2000 2500240

250

260

270

280

290

300

310

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 104042 U/S Face of Freight Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.05

.013 .07

.03 .07

.013

.05

0 500 1000 1500 2000 2500240

250

260

270

280

290

300

310

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 104021 BR Freight Street B Freight Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.05

.013 .07

.03 .07

.013

.05

0 500 1000 1500 2000 2500240

250

260

270

280

290

300

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 104021 BR Freight Street B Freight Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.05

.013 .07

.03 .07

.013 .05

0 500 1000 1500 2000 2500240

250

260

270

280

290

300

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 103970 D/S Face Freight Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.05

.013 .07

.03 .07

.013 .05

0 500 1000 1500 2000 2500240

250

260

270

280

290

300

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 103900 FEMA XS DB (Old Model XS AC)

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.05 .013 .07

.03 .07 .03

.013

600 800 1000 1200 1400 1600 1800 2000 2200240

250

260

270

280

290


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.07 .013 .035 .013 .035

.013 .03

.07 .03 .07 .03

.013

600 800 1000 1200 1400 1600 1800 2000 2200 2400240

250

260

270

280

290

300

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 103425 U/S Face of I-84 Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.07 .013 .035 .013 .035 .013 .03

.07 .03 .07 .03

.013

600 800 1000 1200 1400 1600 1800 2000 2200 2400240

250

260

270

280

290

300

310

320

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 103230 BR I-84 Bridge I-84 Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.07 .013 .035 .013 .035 .013 .03

.07 .03 .07 .03

.013

800 1000 1200 1400 1600 1800 2000 2200 2400240

250

260

270

280

290

300

310

320

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 103230 BR I-84 Bridge I-84 Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.07 .013 .05 .013 .035 .07 .03 .07

.03

.013 .05

800 1000 1200 1400 1600 1800 2000 2200 2400245

250

255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 103035 D/S Face of I-84 Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.07 .013 .05 .013 .035 .07 .03 .07

.03

.013 .05

800 1000 1200 1400 1600 1800 2000 2200 2400240

250

260

270

280

290


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.07 .013 .035 .07 .03 .07

.03

.013

800 1000 1200 1400 1600 1800 2000 2200 2400245

250

255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 102945 U/S Face I-84 Ramps

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.07 .013 .035 .07 .03 .07

.013

800 1000 1200 1400 1600 1800 2000 2200 2400240

250

260

270

280

290

300

310

320

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 102870 BR I-84 Ramps SE& E I-84 Ramps SE& ES

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.07 .013 .035 .07 .03 .07

.013

800 1000 1200 1400 1600 1800 2000 2200 2400240

250

260

270

280

290

300

310

320

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 102870 BR I-84 Ramps SE& E I-84 Ramps SE& ES

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.07 .013 .035 .07 .03 .07

.013 .035

800 1000 1200 1400 1600 1800 2000 2200 2400245

250

255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 102795 D/S Face I-84 Ramps

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.07 .013 .035 .07 .03 .07

.013 .035

1000 1200 1400 1600 1800 2000 2200 2400245

250

255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 102767 U/S Face Temp Bridge 002

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.07 .013 .035 .07 .03 .07 .013 .035

1000 1200 1400 1600 1800 2000 2200 2400245

250

255

260

265

270

275

280

285

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 102667 BR Temporary Bridge Temporary Bridge 002

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.07 .013 .035 .07 .03 .07 .013 .035

1200 1400 1600 1800 2000 2200 2400245

250

255

260

265

270

275

280

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 102667 BR Temporary Bridge Temporary Bridge 002

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.07 .035 .07 .013 .07 .03 .013 .07 .03 .07 .013 .03 .07

1200 1400 1600 1800 2000 2200 2400245

250

255

260

265

270

275

280

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 102448 D/S Face Temp Bridge 002

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Ground

Ineff

Bank Sta

.07 .035 .07 .013 .07 .03 .013 .07 .03 .07 .013 .03 .07

1200 1400 1600 1800 2000 2200 2400240

245

250

255

260

265

270

275

280


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.07 .035

.07 .013 .07

.03

.013 .07 .03 .07 .013 .03 .07

1400 1600 1800 2000 2200 2400 2600240

245

250

255

260

265

270

275

280

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 102135 FEMA XS CZ (Old Model XS AA)

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.05 .013

.05 .03

.013 .05 .07 .03 .07 .013 .03

1500 1600 1700 1800 1900 2000 2100 2200 2300240

245

250

255

260

265

270

275

280


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Ground

Ineff

Bank Sta

.035 .05 .013

.035

.03

.013 .035

.07 .03 .07 .03 .013

.07

1400 1600 1800 2000 2200 2400240

245

250

255

260

265

270

275

280


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Ground

Ineff

Bank Sta

.035 .05

.013 .035

.03

.013 .07 .03 .07 .03 .013

.07

1600 1800 2000 2200 2400 2600240

245

250

255

260

265

270

275

280

285


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Ground

Ineff

Bank Sta

.035 .013 .07 .03 .07 .03 .013 .03

1000 1200 1400 1600 1800 2000 2200 2400 2600240

245

250

255

260

265

270

275

280

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 101045 U/S Face Railroad Bridge and Temp Bridge 001

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Ground

Ineff

Bank Sta

.035 .013 .07 .03 .07 .03 .013 .03

1000 1200 1400 1600 1800 2000 2200 2400 2600240

245

250

255

260

265

270

275

280

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100910 BR Railroad Bridge Railroad Bridge & Temporary Bridge 001

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.035 .013 .07 .03 .07 .03 .013 .03

1000 1200 1400 1600 1800 2000 2200 2400240

245

250

255

260

265

270

275

280

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100910 BR Railroad Bridge Railroad Bridge & Temporary Bridge 001

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.035 .07

.03 .013 .03 .07 .03 .035 .07

1000 1200 1400 1600 1800 2000 2200 2400240

245

250

255

260

265

270

275

280

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100836 D/S Face Railroad Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.035 .07

.03 .013 .03 .07 .03 .035 .07

1200 1400 1600 1800 2000 2200240

245

250

255

260

265

270

275

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100805 FEMA XS CX (Old Model XS Y)

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.07 .03 .013 .03 .05 .03 .05

.035

400 600 800 1000 1200 1400 1600 1800 2000 2200240

245

250

255

260

265

270

275

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100786 U/S Face Bank Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Ground

Ineff

Bank Sta

.03 .013 .03 .013

.03

.013 .03 .013 .03 .07

400 600 800 1000 1200 1400 1600 1800 2000 2200240

245

250

255

260

265

270

275

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100705 BR Bank Street Brid Bank Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.03 .013 .03 .013

.03

.013 .03 .013 .03 .07

400 600 800 1000 1200 1400 1600 1800 2000 2200 2400240

245

250

255

260

265

270

275

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100705 BR Bank Street Brid Bank Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Bridge Deck

Pier

Ground

Ineff

Bank Sta

.03

.013 .03 .013 .05

.03 .013 .03 .07

400 600 800 1000 1200 1400 1600 1800 2000 2200 2400240

245

250

255

260

265

270

275

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100639 D/S Face Bank Street Bridge

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Ground

Ineff

Bank Sta

.03

.013 .03 .013 .05

.03 .013 .03 .07

0 500 1000 1500 2000 2500240

245

250

255

260

265

270

275


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ineff Flow Area

Ground

Ineff

Bank Sta

.05

.013

.03 .013 .05

.03 .013 .07

0 500 1000 1500 2000 2500240

250

260

270

280

290

58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100540 FEMA XS CW (Old Model XS X)

Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

WS 50-Year

Ground

Ineff

Bank Sta

.05

.013

.03 .013 .05

.03 .05

.013 .03 .013

.07

HEC-RAS Version 4.1.0 Jan 2010 U.S. Army Corps of Engine ers Hydrologic Engineering Cen ter 609 Second Street Davis, California

X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX

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

PROJECT DATAProject Title: 58681-Naugatuck BypassProject File : 58681-NaugatuckByp.prjRun Date and Time: 11/21/2016 2:58:35 PM

Project in English units

Project Description:Hydraulic model of the Naugatuck River in the vicin ity of the I-84 and Route 8 Interchange in Waterbury CT. Model based on latest available FEMA model. All Elevations are in NAVD88. Conversion: NAVD88 = NGVD - 1.0 Ft (as listed in FIS).

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

PLAN DATA

Plan Title: Temporary ConditionsPlan File : W:\Jobs\58681_CONNDOT_List 22-25 Bridge s\Highway\Design\Working Files\Drainage\02 Final De sign\HEC-RAS\58681-NaugatuckByp.p04

Geometry Title: Temporary Conditions Geometry File : W:\Jobs\58681_CONNDOT_Li st 22-25 Bridges\Highway\Design\Working Files\Drain age\02 Final Design\HEC-RAS\58681-NaugatuckByp.g05

Flow Title : Approved Flows Flow File : W:\Jobs\58681_CONNDOT_Li st 22-25 Bridges\Highway\Design\Working Files\Drain age\02 Final Design\HEC-RAS\58681-NaugatuckByp.f01

Plan Description:Temporary Conditions Plan of the Naugatuck River in the Vicinity of the I-84 and Route 8 Interchange. The Temporary Route 8 NB B ridges are included in this model.. TB 001 and the RR Bridge have been modeled as a single bridge due to their close proximity and their skewed crossings of the river.

Plan Summary Information:Number of: Cross Sections = 43 Multiple Openi ngs = 0 Culverts = 0 Inline Structu res = 0 Bridges = 8 Lateral Struct ures = 0

Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 40 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001

Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n v alues only Friction Slope Method: Average Conveyan ce Computational Flow Regime: Subcritical Flow

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

FLOW DATA

Flow Title: Approved FlowsFlow File : W:\Jobs\58681_CONNDOT_List 22-25 Bridge s\Highway\Design\Working Files\Drainage\02 Final De sign\HEC-RAS\58681-NaugatuckByp.f01

Flow Data (cfs)*************************************************** *************************************************** **************************************** River Reach RS * 2-Year 10-Year 25-Year 50 -Year 100-Year 500-Year ** Naugatuck River I-84 Waterbury 114032 * 1800 5500 5535 5600 8580 23200 ** Naugatuck River I-84 Waterbury 109037 * 1900 5700 7900 9600 13350 33100 **************************************************** *************************************************** ***************************************

Boundary Conditions*************************************************** *************************************************** *** River Reach Profile * Upstream Downstream **************************************************** *************************************************** *** Naugatuck River I-84 Waterbury 2-Year * Normal S = 0.00115 Known WS = 245.8 ** Naugatuck River I-84 Waterbury 10-Year * Normal S = 0.00115 Known WS = 251.7 ** Naugatuck River I-84 Waterbury 25-Year * Normal S = 0.00115 Known WS = 253.5 ** Naugatuck River I-84 Waterbury 50-Year * Normal S = 0.00115 Known WS = 254.6 ** Naugatuck River I-84 Waterbury 100-Year * Normal S = 0.00115 Known WS = 256.2 ** Naugatuck River I-84 Waterbury 500-Year * Normal S = 0.00115 Known WS = 265.9 **************************************************** *************************************************** **

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

GEOMETRY DATA

Geometry Title: Temporary ConditionsGeometry File : W:\Jobs\58681_CONNDOT_List 22-25 Br idges\Highway\Design\Working Files\Drainage\02 Fina l Design\HEC-RAS\58681-NaugatuckByp.g05

CROSS SECTION

RIVER: Naugatuck River

1

REACH: I-84 Waterbury RS: 114032

INPUTDescription: Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1890.5 283 1898.4 281 1913.8 280 1 918.1 279 1925.8 275 1933 270 1938 269.5 1948 267.4 2018 267.1 2038 267.6 2055.6 270 2091.1 271 2106.3 272 2 150.4 273 2185.5 274 2258.4 274 2279 275 2291.9 276 2 298.6 277 2304.9 278 2311.6 280 2332.3 285

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val************************************************ 1890.5 .07 1933 .03 2055.6 .07

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1933 2055.6 940 1000 1010 .1 .3

CROSS SECTION

RIVER: Naugatuck River REACH: I-84 Waterbury RS: 113032

INPUTDescription: Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1822.9 285 1829.1 280 1830.8 279 1 848.1 278 1854.6 277 1859.5 275 1861.6 274 1877.2 273 1 890.5 270 1900.3 270 1904.6 269 1906.4 268 1907.7 267 1 909.5 266 2000 266.1 2070 266.4 2080.4 267 2081.9 268 2 083.9 269 2087 270 2117.4 270 2147.8 271 2167.7 272 2 271.9 273 2274.8 274 2285.3 280 2300.5 285

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val************************************************ 1822.9 .07 1900.3 .03 2087 .07

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1900.3 2087 1340 1340 1340 .1 .3

CROSS SECTION


INPUTDescription: Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1848.6 285 1863 280 1878.8 276 1 901.1 276 1906.9 269 1919.2 267 1923.4 265 1926.2 264 1 931.2 263 1935.2 262 1950 260 2025 260 2038.8 262 2 042.9 263 2048.4 264 2052.5 265 2056 266 2059.7 267 2 127.8 268 2199.7 268 2234.9 269 2245.9 270 2272.7 275 2 290.4 278 2301.4 279 2315.3 280

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val************************************************ 1848.6 .07 1919.2 .03 2059.7 .07

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1919.2 2059.7 60 60 60 .1 .3

CROSS SECTION


INPUTDescription: Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1845.3 285 1857.5 282 1863.9 281 1 874.2 280 1879.5 279 1887.1 278 1910.7 277 1914.7 276 1 922.4 275 1926.4 270 1930.4 265 1934.6 264 1940 263 1 949.3 262 2000 256.9 2052 258.6 2067.9 262 2099 263 2 193.3 264 2197.9 265 2226.5 265 2234.6 270 2235.8 271 2 252.3 275 2269.7 278 2280.7 279 2296.1 280



CROSS SECTION


INPUTDescription: Station Elevation Data num= 37 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** *****************************

2

1820.3 285 1827.5 280 1833.9 275 1 841.2 270 1850.1 266 1864.9 266 1870.3 267 1878.2 270 1 885.5 274 1893.1 275 1896.8 276 1908.2 276 1913.7 275 1 924.6 270 1933.1 265 1935.3 264 1937.1 263 1938.9 262 1955 259 2000 257 2050 256.9 2055 259 2078.9 262 2 081.1 263 2082.9 264 2084.7 265 2086.6 266 2106.3 267 2 141.9 268 2166.5 269 2182.9 270 2214.1 271 2240.3 272 2 251.7 273 2260.3 274 2268.6 275 2297.8 280


Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1933.1 2086.6 550 550 550 .1 .3Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1820.3 1896.8 276 T

CROSS SECTION


INPUTDescription: FEMA XS DLStation Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1830.8 285 1837.5 280 1844.9 275 1 871.2 274 1877.8 273 1883.7 270 1891.5 265 1893 264 1 895.4 263 1938.1 262 1940 260 1960 257 2000 256 2050 257 2080 260 2084.3 262 2086.8 263 2129 264 2 147.3 265 2156.1 266 2161.6 267 2171.9 270 2182.4 275 2 197.4 280 2208.8 285



CROSS SECTION


INPUTDescription: FEMA XS DKStation Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1691.9 285 1700.9 280 1708.6 277 1 769.1 275 1771.3 274 1811.7 274 1864.7 273 1872.5 271 1 910.4 271 1913.5 270 1920.1 267 1926.3 265 1931 264 1 941.8 263 1947.3 262 1950 259 1960 257 1980 255.5 2000 255 2010 257 2027.1 261 2030.6 262 2035.7 263 2 040.5 265 2047.5 270 2049.7 271 2054.3 272 2059.3 274 2 073.4 274 2085.2 271 2091.3 270 2097.6 269 2115.3 268 2 118.1 267 2141.1 267 2151.8 268 2157.8 269 2178.7 270 2 270.4 271 2281.1 275 2289 280 2294.3 285

Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1691.9 .05 1708.6 .013 1769.1 .07 1 941.8 .03 2035.7 .07


CROSS SECTION


INPUTDescription: U/S RR Spur BridgeStation Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1684.2 285 1694.8 280 1707.8 275 1 742.7 274 1762.6 274 1768.4 272 1782.5 270 1919.1 270 1 924.4 271 1945.5 271 1947.2 270 1952.5 267 1958 265 1 967.5 261 1968.3 260 1986 257 1995 254 2005 254 2028 261 2036 262 2056 261 2058 261 2064.3 264 2 067.3 265 2195 268 2220.9 269 2276.2 270 2292.4 275 2 308.9 280 2318.4 285

Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ************* 1684.2 .05 1742.7 .07 1958 .03 2 067.3 .07

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1958 2067.3 20 20 20 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1684.2 1946.3 277 F

BRIDGE


INPUT

3

Description: RR Spur BridgeDistance from Upstream XS = .01Deck/Roadway Width = 19.98Weir Coefficient = 2.6Upstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 1694.8 277 1872.2 277 1 947.2 277 1947.3 282 274 2027.2 282 274 2 027.7 278 274 2041.2 279 274 2051.2 279.5 274 2 061.2 279 274 2077.2 278 274 2078.2 277 274 2 330.2 277 274 2330.3 309

Upstream Bridge Cross Section DataStation Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1684.2 285 1694.8 280 1707.8 275 1 742.7 274 1762.6 274 1768.4 272 1782.5 270 1919.1 270 1 924.4 271 1945.5 271 1947.2 270 1952.5 267 1958 265 1 967.5 261 1968.3 260 1986 257 1995 254 2005 254 2028 261 2036 262 2056 261 2058 261 2064.3 264 2 067.3 265 2195 268 2220.9 269 2276.2 270 2292.4 275 2 308.9 280 2318.4 285

Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ************* 1684.2 .05 1742.7 .07 1958 .03 2 067.3 .07

Bank Sta: Left Right Coeff Contr. Expan. 1958 2067.3 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1684.2 1946.3 277 F

Downstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 1694.8 277 1872.2 277 1 947.2 277 1947.3 282 274 2027.2 282 274 2 027.7 278 274 2041.2 279 274 2051.2 279.5 274 2 061.2 279 274 2077.2 278 274 2078.2 277 274 2 330.2 277 274 2330.3 309

Downstream Bridge Cross Section DataStation Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1755 283 1759.4 281 1813.7 280 1 823.3 275 1948.3 275 1952.4 270 1955.1 266 1958.3 265 1 968.3 260 1986 257 1995 254 2005 254 2028 261 2036 262 2056 261 2057.5 260 2067.7 265 2072 268 2 077.8 268 2086.5 266 2112.9 266 2229.5 268 2235.7 269 2 237.5 270 2246.8 273 2254.5 285

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val************************************************ 1755 .07 1958.3 .03 2067.7 .07

Bank Sta: Left Right Coeff Contr. Expan. 1958.3 2067.7 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1755 1946.3 277 F

Upstream Embankment side slope = 0 horiz. to 1.0 verticalDownstream Embankment side slope = 0 horiz. to 1.0 verticalMaximum allowable submergence for weir flow = . 98Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested

Number of Piers = 10

Pier DataPier Station Upstream= 2027.2 Downstream= 2027.2Upstream num= 2 Width Elev Width Elev******************************** 6 240 6 275Downstream num= 2 Width Elev Width Elev******************************** 6 240 6 275



4

Pier DataPier Station Upstream= 2124 Downstream= 2124Upstream num= 2 Width Elev Width Elev******************************** 4 260 4 274Downstream num= 2 Width Elev Width Elev******************************** 4 260 4 274







Number of Bridge Coefficient Sets = 1

Low Flow Methods and Data Energy Momentum Cd = 2 Yarnell KVal = 1.25Selected Low Flow Methods = Highest Energy Answer

High Flow Method Pressure and Weir flow Submerged Inlet Cd = Submerged Inlet + Outlet Cd = .8 Max Low Cord =

Additional Bridge Parameters Add Friction component to Momentum Do not add Weight component to Momentum Class B flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = Upstre am energy grade line

CROSS SECTION


INPUTDescription: D/S RR Spur BridgeStation Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** *****************************

5

1755 283 1759.4 281 1813.7 280 1 823.3 275 1948.3 275 1952.4 270 1955.1 266 1958.3 265 1 968.3 260 1986 257 1995 254 2005 254 2028 261 2036 262 2056 261 2057.5 260 2067.7 265 2072 268 2 077.8 268 2086.5 266 2112.9 266 2229.5 268 2235.7 269 2 237.5 270 2246.8 273 2254.5 285

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val************************************************ 1755 .07 1958.3 .03 2067.7 .07

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1958.3 2067.7 130 100 95 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1755 1946.3 277 F

CROSS SECTION


INPUTDescription: FEMA XS DJStation Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1756.4 283 1760.7 281 1839.3 280 1 841.9 279 1847.6 275 1855.5 271 1897.6 270 1909.1 265 1 915.5 264 1924.5 262 1935 260 1950 257 2000 254.5 2040 256.5 2050.7 260 2056.9 261 2064.5 262 2076.4 263 2 079.8 265 2086.9 270 2099.9 275 2109.3 280



CROSS SECTION


INPUTDescription: FEMA XS DIStation Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1042.2 285 1054.2 284 1170.1 283 1 191.8 282 1215.3 281 1283.5 281 1319.4 285 1381.7 285 1 410.4 280 1456.4 278 1542.8 276 1579.2 275 1609.8 274 1 847.7 274 1861.9 272 1871.2 270 1879.4 268 1887.1 266 1 894.3 264 1903.1 262 1915.4 260 1928 259 1952 257.5 1980 256.4 2020 256.6 2060 257.5 2061.5 259.546 2067.7 268 2 077.9 270 2100.8 272 2159.5 272 2206.5 272 2217.5 274 2 238.6 279 2258.7 281

Manning's n Values num= 9 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1042.2 .05 1319.4 .013 1579.2 .05 1 847.7 .07 1915.4 .03 2061.5 .07 2077.9 .013 2159.5 .03 2 238.6 .013


CROSS SECTION


INPUTDescription: FEMA XS DHStation Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1039.2 283.3 1066.4 281.9 1096.1 271 1 115.1 271 1155.9 271.5 1209.9 271.3 1295.9 269.7 1368.6 269.5 1 504.1 269.4 1580 270.2 1641.2 270.2 1685.1 272.6 1754.7 273.6 1 821.8 273.3 1846.1 269.3 1878.4 266 1907.4 260 1927 257.4 1930 257 1950 255 2000 254.8 2040 255 2060 256 2 064.6 262 2082 270.3 2151.6 271.7 2192.3 272.4 2227.7 273.7 2 243.2 278

Manning's n Values num= 7 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1039.2 .05 1115.1 .013 1155.9 .05 1 754.7 .07 1907.4 .03 2064.6 .05 2082 .013


CROSS SECTION


INPUTDescription: FEMA XS DGStation Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 851.1 289.4 870.8 288.4 906.7 285.6 937.4 274.1 1061.1 271.7

6

1181.7 270.4 1322.1 270 1683.9 270 1 735.6 269.1 1895.8 267.9 1916.5 263 1926.5 259 1933.5 255 1 951.5 253 1991.5 252.9 2051.5 253.1 2066.5 255 2073.5 259 2 091.1 282.7 2112.4 286



CROSS SECTION


INPUTDescription: Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 777.8 289.4 810 282 857.1 279.9 959.1 275.5 1171.2 272.9 1244.2 270.7 1521.8 270 1867.2 269.7 1 890.1 270.7 1917 267 1920 256.2 1935 252.8 2000 251.9 2060 252.5 2095 256.1 2100 267 2118.9 268.5 2137.7 270 2 178.4 270.5 2252.2 286

Manning's n Values num= 7 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 777.8 .05 810 .013 1867.2 .07 1920 .03 2095 .07 2137.7 .013 2178.4 .05

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1920 2095 60 60 60 .1 .3

CROSS SECTION


INPUTDescription: U/S Face W. Main Street BridgeStation Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 742.6 289.5 767.6 287 790.2 278.2 839.4 277.2 916.9 274.8 1080.9 275.9 1183.9 270.8 1254.3 270 1 737.5 270 1853.4 270.4 1903.4 270.9 1917 267 1920 256.2 1935 252.8 2000 251.9 2060 252.5 2095 256.1 2100 267 2 126.5 270.5 2189.2 271 2211.1 272 2302 286

Manning's n Values num= 7 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 742.6 .05 790.2 .013 1903.4 .07 1920 .03 2095 .07 2126.5 .013 2189.2 .05


BRIDGE


INPUTDescription: W. Main Street BridgeDistance from Upstream XS = .01Deck/Roadway Width = 59.98Weir Coefficient = 2.6Upstream Deck/Roadway Coordinates num= 15 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 614.3 276.3 772.1 275.4 924.3 273.3 999.4 273.2 1209.2 270 1 366.3 269.6 1576.2 271.4 1899.4 271.3 1917 271 1917 274.5 266 2100 274.5 266 2100 271 2115.9 270.4 2219.8 273.1 2 434.2 280.5

Upstream Bridge Cross Section DataStation Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 742.6 289.5 767.6 287 790.2 278.2 839.4 277.2 916.9 274.8 1080.9 275.9 1183.9 270.8 1254.3 270 1 737.5 270 1853.4 270.4 1903.4 270.9 1917 267 1920 256.2 1935 252.8 2000 251.9 2060 252.5 2095 256.1 2100 267 2 126.5 270.5 2189.2 271 2211.1 272 2302 286

Manning's n Values num= 7 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 742.6 .05 790.2 .013 1903.4 .07 1920 .03 2095 .07 2126.5 .013 2189.2 .05

Bank Sta: Left Right Coeff Contr. Expan. 1920 2095 .3 .5

Downstream Deck/Roadway Coordinates num= 15 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 614.3 276.3 772.1 275.4 924.3 273.3 999.4 273.2 1209.2 270 1 366.3 269.6 1576.2 271.4 1899.4 271.3 1917 271

7

1917 274.5 266 2100 274.5 266 2100 271 2115.9 270.4 2219.8 273.1 2 434.2 280.5

Downstream Bridge Cross Section DataStation Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 721 287.8 746.1 273.5 814.3 274.2 868.2 275.6 964.6 273.5 1050.2 272.7 1102.9 272.4 1159.8 272.1 1 207.8 270.6 1326.4 269.1 1412.5 268.5 1477.9 266.9 1593.3 266.8 1 660.6 269.2 1709.2 269 1791.1 269.9 1814.2 270.2 1863.6 271.5 1 884.3 271.8 1896.4 271.5 1917 267 1920 256.2 1935 252.8 2000 251.9 2060 252.5 2095 256.1 2100 267 2121.1 271.5 2 200.5 272.1 2218.2 294

Manning's n Values num= 10 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 721 .05 746.1 .013 1412.5 .03 1 660.6 .013 1709.2 .03 1884.3 .07 1920 .03 2095 .07 2 121.1 .013 2200.5 .05

Bank Sta: Left Right Coeff Contr. Expan. 1920 2095 .3 .5


Number of Piers = 2







CROSS SECTION


INPUTDescription: D/S Face W. Main Street BridgeStation Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 721 287.8 746.1 273.5 814.3 274.2 868.2 275.6 964.6 273.5 1050.2 272.7 1102.9 272.4 1159.8 272.1 1 207.8 270.6 1326.4 269.1 1412.5 268.5 1477.9 266.9 1593.3 266.8 1 660.6 269.2 1709.2 269 1791.1 269.9 1814.2 270.2 1863.6 271.5 1 884.3 271.8 1896.4 271.5 1917 267 1920 256.2 1935 252.8 2000 251.9 2060 252.5 2095 256.1 2100 267 2121.1 271.5 2 200.5 272.1 2218.2 294

Manning's n Values num= 10 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 721 .05 746.1 .013 1412.5 .03 1 660.6 .013 1709.2 .03 1884.3 .07 1920 .03 2095 .07 2 121.1 .013 2200.5 .05


CROSS SECTION


INPUT

8

Description: FEMA XS DE (Old Model XS AF)Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 722.2 288 743 276 756.9 274 765.9 273.3 837.3 275.2 1195.7 274 1250.7 272 1272.6 270 1 362.1 270 1392.1 268 1636.8 268.4 1693.4 268 1892.6 269.4 1910 259 1914.09 256.955 1920 254 1930 252.8 1965 251.9 2020 252.5 2040 253 2080 255 2084.13 256.982 2105 267 2140 271.9 2183 271.9 2237.1 296.6

Manning's n Values num= 6 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 722.2 .05 743 .013 1892.6 .07 19 14.09 .03 2084.13 .07 2140 .013


CROSS SECTION


INPUTDescription: FEMA XS DD (Old Model XS AE)Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 366.3 287.8 386.5 268 408.5 267.8 834.9 268 893.8 270 911.6 271.9 938 271.6 993.2 268 1 038.4 266.7 1257.6 267.3 1352.3 266.6 1403.3 268 1468.6 268.2 1 528.2 268 1543.2 268.7 1579.9 269.1 1613.8 268 1630 268 1 685.9 268.9 1849.7 270 1863.7 272.3 1881.1 272 1897.5 259 19 22.49 254 1937.5 251 1942.5 250.3 1992.5 250.3 2052.5 250.5 2 062.5 251 2067.48 253.985 2094.2 270 2120.2 273.1 2155.6 273.1 2 169.9 279.46 2169.9 300.7 2200.5 300.7

Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 366.3 .05 386.5 .013 1881.1 .07 19 22.49 .03 2067.48 .07 2120.2 .013 2155.6 .05 2169.9 .013

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1922.49 2067.48 35 35 35 .1 .3Ineffective Flow num= 1 Sta L Sta R Elev Permanent 366.3 1863.7 272.3 F

CROSS SECTION


INPUTDescription: Location of Low Dam Removed After FISStation Elevation Data num= 28 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 369.2 287.8 390.4 268 433.8 267.8 1 027.4 267.3 1364.3 267.5 1438.8 267 1502.2 267.8 1559.8 268.7 1 618.9 268.6 1631.6 270 1726.9 272 1858.8 273.4 1890.4 272.6 1918 259 1927.15 253.968 1932 251.3 1933 250.3 1988 250.3 2067 250.4 2068 251 2073.98 253.99 2108 271 2114.8 274.5 2 126.7 275.3 2154.5 275.3 2170.6 284.06 2170.6 300.4 2203.9 300.4



CROSS SECTION


INPUTDescription: FEMA XS DC (Old Model XS AD)Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 375 286 389.4 268 415.6 267.8 443 267.2 519.8 267.8 552.6 268.1 628.9 269.6 781.9 268.4 844.3 269.1 931.8 267.8 1024.5 267.2 1118.6 267.6 1235.1 267.6 1 378.8 267 1454.2 267.2 1545.8 268 1686.1 270 1714.9 271.9 1 730.9 272 1835.2 272 1865.6 272.8 1891.7 277.6 1910.5 267 1 917.5 266 1925 254 1927.5 250 1932.5 247.2 1977.5 246.5 2 023.5 247.7 2067.5 249 2070 254 2072.5 259 2078.5 266 2 085.5 268 2097.5 271 2099.6 272.9 2130.2 274.7 2159.9 275.3 2 164.8 277.98 2164.8 300.1 2206.8 300.1

Manning's n Values num= 9 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 375 .05 389.4 .013 1686.1 .03 1 891.7 .07 1925 .03 2070 .07 2130.2 .013 2159.9 .05 2 164.8 .013

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan.

9

1925 2070 35 35 35 .1 .3Ineffective Flow num= 1 Sta L Sta R Elev Permanent 375 1891.7 277.6 F

CROSS SECTION


INPUTDescription: U/S Face of Freight Street BridgeStation Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 372.6 286 392.1 268 425.8 267.4 453.6 266.6 562.5 266.5 672.7 266.7 776.8 266.7 886.9 267.3 1 254.4 267.6 1537.9 267.7 1620.6 269.7 1721.5 270 1875.1 271.5 1 887.5 270 1910.5 267 1917.5 266 1925.01 253.984 1927.5 250 1 932.5 247.2 1977.5 246.5 2023.5 247.7 2067.5 249 2070 254 2 072.5 259 2078.5 266 2085.5 268 2097.5 271 2115.3 276.3 2 171.1 276.7 2189.8 285.88 2189.8 300.1 2221.1 300.1

Manning's n Values num= 7 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 372.6 .05 392.1 .013 1875.1 .07 19 25.01 .03 2070 .07 2115.3 .013 2171.1 .05

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1925.01 2070 72 72 72 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 372.6 1875.1 271.5 F

BRIDGE


INPUTDescription: Freight Street BridgeDistance from Upstream XS = .01Deck/Roadway Width = 71.98Weir Coefficient = 2.6Upstream Deck/Roadway Coordinates num= 27 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 314.6 268.4 461.4 267.7 508.2 268.7 597.7 267.7 681 267 761.9 267.8 889 270.2 961.9 266.9 1 039.6 267.4 1191.4 267.4 1286.5 268.7 1 438.2 268.4 1501 267.6 1570.9 268.5 1 688.3 269 1741.4 271.3 1829 271.3 1865 272 1865 275.5 265.3 1894.8 276.1 265.3 1 971.1 279.5 265.3 2103.5 280.2 265.3 2103.5 276.7 2135 277.6 2172.3 278.7 2207.9 280.5 2 366.8 286.5

Upstream Bridge Cross Section DataStation Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 372.6 286 392.1 268 425.8 267.4 453.6 266.6 562.5 266.5 672.7 266.7 776.8 266.7 886.9 267.3 1 254.4 267.6 1537.9 267.7 1620.6 269.7 1721.5 270 1875.1 271.5 1 887.5 270 1910.5 267 1917.5 266 1925.01 253.984 1927.5 250 1 932.5 247.2 1977.5 246.5 2023.5 247.7 2067.5 249 2070 254 2 072.5 259 2078.5 266 2085.5 268 2097.5 271 2115.3 276.3 2 171.1 276.7 2189.8 285.88 2189.8 300.1 2221.1 300.1

Manning's n Values num= 7 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 372.6 .05 392.1 .013 1875.1 .07 19 25.01 .03 2070 .07 2115.3 .013 2171.1 .05

Bank Sta: Left Right Coeff Contr. Expan. 1925.01 2070 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 372.6 1875.1 271.5 F

Downstream Deck/Roadway Coordinates num= 27 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 314.6 268.4 461.4 267.7 508.2 268.7 597.7 267.7 681 267 761.9 267.8 889 270.2 961.9 266.9 1 039.6 267.4 1191.4 267.4 1286.5 268.7 1 438.2 268.4 1501 267.6 1570.9 268.5 1 688.3 269 1741.4 271.3 1829 271.3 1865 272 1865 275.5 265.3 1894.8 276.1 265.3 1 971.1 279.5 265.3 2103.5 280.2 265.3 2103.5 276.7 2135 277.6 2172.3 278.7 2207.9 280.5 2 366.8 286.5

Downstream Bridge Cross Section DataStation Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 421.9 286.5 454.8 266.9 518.8 266.8 589.3 267.7 688.4 267.3 751.3 266.9 869.1 266.7 979.2 267.3 1 070.3 267.5 1238 267.1 1419.2 267 1485.7 267.2 1562.8 267.4 1 649.3 268.4 1715.8 269.5 1788.4 270.7 1849.9 271.2 1903 271.6 1 919.5 266 1925.62 253.99 1927.5 250.3 1937.5 247.2 1976.7 253 1 992.4 255 2012.6 250.7 2028.5 247.7 2072.5 249 2074.85 253.994 2 080.5 266 2114.3 276.3 2130.9 276.8 2217.8 278.5 2237.2 298.8

10

Manning's n Values num= 7 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 421.9 .05 454.8 .013 1903 .07 19 25.62 .03 2074.85 .07 2130.9 .013 2217.8 .05

Bank Sta: Left Right Coeff Contr. Expan. 1925.62 2074.85 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 421.9 1903 271.6 F


Number of Piers = 1






CROSS SECTION


INPUTDescription: D/S Face Freight Street BridgeStation Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 421.9 286.5 454.8 266.9 518.8 266.8 589.3 267.7 688.4 267.3 751.3 266.9 869.1 266.7 979.2 267.3 1 070.3 267.5 1238 267.1 1419.2 267 1485.7 267.2 1562.8 267.4 1 649.3 268.4 1715.8 269.5 1788.4 270.7 1849.9 271.2 1903 271.6 1 919.5 266 1925.62 253.99 1927.5 250.3 1937.5 247.2 1976.7 253 1 992.4 255 2012.6 250.7 2028.5 247.7 2072.5 249 2074.85 253.994 2 080.5 266 2114.3 276.3 2130.9 276.8 2217.8 278.5 2237.2 298.8

Manning's n Values num= 7 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 421.9 .05 454.8 .013 1903 .07 19 25.62 .03 2074.85 .07 2130.9 .013 2217.8 .05

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1925.62 2074.85 70 70 70 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 421.9 1903 271.6 F

CROSS SECTION


INPUTDescription: FEMA XS DB (Old Model XS AC)Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 459.6 286.6 502.6 269.1 529.5 267.6 736.9 267.3 842.3 267.2 897.5 266.4 994.4 267.4 1137.5 267.2 1 202.3 267 1241.3 267.7 1296.4 267.3 1344.2 266.7 1395.8 267.9 1 469.6 266.6 1527.3 269 1771 269.2 1825.3 270.6 1854.5 272.5 1 878.3 271 1907.5 267.7 1910.5 259 1919.5 253 1922.5 251 1 942.5 250.3 1962.5 247.2 1987.2 253 2010.3 252.3 2038.3 250.2 2 052.5 249 2067.5 250 2077.5 251 2079.99 252.992 2087.5 259 2 122.7 273.4 2138.9 279.5 2141.5 279.96 2184.8 298.4 2230.2 298.4


11

2141.5 .03 2184.8 .013


CROSS SECTION


INPUTDescription: Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 643.5 284.1 681.9 270.4 704.2 268.7 748.3 267.8 977.3 266.7 1055 267.1 1134.4 266.6 1193.1 267.7 1 257.3 269.7 1419.3 267.7 1480 266.8 1527.3 267.8 1599.8 268 1 678.9 267 1764.2 266.7 1807.4 268 1842.2 267.5 1871.7 267.5 1 889.1 266.7 1899.2 266.5 1915.1 265.2 1921.61 252.687 1922.8 250.4 1 924.6 249.7 1943.1 248.3 1944.3 248.3 1964.1 246.7 1993.7 246.3 2 022.9 247.3 2052.2 248.5 2055.4 248.6 2066.8 249.4 2076 250.2 2 076.5 250.3 2087.6 252.7 2108.1 268 2130 279.8 2138.8 280.96 2 145.5 283.2 2178.3 283.2

Manning's n Values num= 12 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 643.5 .07 704.2 .013 1134.4 .035 1 257.3 .013 1480 .035 1527.3 .013 1807.4 .03 1842.2 .07 19 21.61 .03 2087.6 .07 2138.8 .03 2145.5 .013

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1921.61 2087.6 50 50 50 .1 .3Ineffective Flow num= 2 Sta L Sta R Elev Permanent 691.09 1257.3 269.7 F 1395.28 1807.4 268 F

CROSS SECTION


INPUTDescription: U/S Face of I-84 BridgeStation Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 673.5 284.6 707.8 274.4 731.3 267.8 768.4 267.3 1047.6 267.5 1094.2 269.2 1134.4 267.2 1157 266.7 1 220.1 267.3 1251.7 267.6 1452 267.3 1567 266.4 1686.8 267.7 1 740.1 267.3 1812.2 267.4 1847.1 267.6 1893.5 266.6 1914.8 264.8 19 37.19 253.916 1943.6 250.8 1964.3 246.6 1993.9 246.2 2023 247.3 2 052.1 248.4 2055.4 248.5 2066.7 249.4 2075.9 250.2 2076.4 250.2 2 089.6 253.9 2108.4 268 2130.2 279.8 2133.6 280.21 2140.7 281.5 2 172.8 281.5 2206.2 282 2219.5 293

Manning's n Values num= 12 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 673.5 .07 731.3 .013 1047.6 .035 1 220.1 .013 1452 .035 1740.1 .013 1812.2 .03 1847.1 .07 19 37.19 .03 2089.6 .07 2133.6 .03 2140.7 .013

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1937.19 2089.6 406 390 376 .3 .5Ineffective Flow num= 2 Sta L Sta R Elev Permanent 726.29 1094.2 269.2 F 1124.26 1686.8 267.7 F

BRIDGE


INPUTDescription: I-84 Bridge

Distance from Upstream XS = 106.6Deck/Roadway Width = 114Weir Coefficient = 2.6Upstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord************************************************ 673.5 315 307 2219.5 315 307

Upstream Bridge Cross Section DataStation Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 673.5 284.6 707.8 274.4 731.3 267.8 768.4 267.3 1047.6 267.5 1094.2 269.2 1134.4 267.2 1157 266.7 1 220.1 267.3 1251.7 267.6 1452 267.3 1567 266.4 1686.8 267.7 1 740.1 267.3 1812.2 267.4 1847.1 267.6 1893.5 266.6 1914.8 264.8 19 37.19 253.916 1943.6 250.8 1964.3 246.6 1993.9 246.2 2023 247.3 2 052.1 248.4 2055.4 248.5 2066.7 249.4 2075.9 250.2 2076.4 250.2 2 089.6 253.9 2108.4 268 2130.2 279.8 2133.6 280.21 2140.7 281.5 2 172.8 281.5 2206.2 282 2219.5 293

Manning's n Values num= 12 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** *****************************

12

673.5 .07 731.3 .013 1047.6 .035 1 220.1 .013 1452 .035 1740.1 .013 1812.2 .03 1847.1 .07 19 37.19 .03 2089.6 .07 2133.6 .03 2140.7 .013

Bank Sta: Left Right Coeff Contr. Expan. 1937.19 2089.6 .3 .5Ineffective Flow num= 2 Sta L Sta R Elev Permanent 726.29 1094.2 269.2 F 1124.26 1686.8 267.7 F

Downstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord************************************************ 814.5 315 307 2245.5 315 307

Downstream Bridge Cross Section DataStation Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 814.5 282.3 849 269.4 875 266.8 1 140.5 266.9 1209.8 267.6 1233 268.1 1267.7 268.6 1324.7 267.5 1 348.1 267.2 1405.9 269 1462 267.5 1524.1 268.1 1568.6 268.7 1 609.1 268.6 1649 268.4 1679.4 270.4 1723 268.9 1778.5 277.3 1 795.4 276.1 1854.1 266.4 1872.2 259.1 1903.8 251.2 1915 251 1925 248.5 1945 246.2 1995 246 2019.1 253.9 2038.7 251.7 2055 248 2075 249.5 2085 251 2096.6 259.27 2110.2 270 2 143.4 270 2195.4 270 2245.5 280

Manning's n Values num= 11 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 814.5 .07 875 .013 1233 .05 1 348.1 .013 1462 .035 1854.1 .07 1915 .03 2085 .07 2 096.6 .03 2110.2 .013 2195.4 .05

Bank Sta: Left Right Coeff Contr. Expan. 1915 2085 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 814.5 1778.5 277.3 F


Number of Piers = 28



Pier DataPier Station Upstream= 913 Downstream= 1043.8Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310



Pier DataPier Station Upstream= 1131.8 Downstream= 1228.6

13

Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310





Pier DataPier Station Upstream= 1470.8 Downstream= 1528Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310






14









Pier DataPier Station Upstream= 1929.5 Downstream= 1943.2Upstream num= 4 Width Elev Width Elev Width Elev Width Elev*************************************************** ************* 8 245 8 264 6 264 6 310Downstream num= 4 Width Elev Width Elev Width Elev Width Elev*************************************************** ************* 8 245 8 264 6 264 6 310

Pier DataPier Station Upstream= 2039.9 Downstream= 2021.2Upstream num= 4 Width Elev Width Elev Width Elev Width Elev*************************************************** ************* 8 245 8 264 6 264 6 310Downstream num= 4 Width Elev Width Elev Width Elev Width Elev*************************************************** ************* 8 245 8 264 6 264 6 310


15





Low Flow Methods and Data Energy Momentum Cd = 1.6 Yarnell KVal = 1.05Selected Low Flow Methods = Highest Energy Answer



CROSS SECTION


INPUTDescription: D/S Face of I-84 BridgeFEMA XS DA (Old Model XS AB)Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 814.5 282.3 849 269.4 875 266.8 1 140.5 266.9 1209.8 267.6 1233 268.1 1267.7 268.6 1324.7 267.5 1 348.1 267.2 1405.9 269 1462 267.5 1524.1 268.1 1568.6 268.7 1 609.1 268.6 1649 268.4 1679.4 270.4 1723 268.9 1778.5 277.3 1 795.4 276.1 1854.1 266.4 1872.2 259.1 1903.8 251.2 1915 251 1925 248.5 1945 246.2 1995 246 2019.1 253.9 2038.7 251.7 2055 248 2075 249.5 2085 251 2096.6 259.27 2110.2 270 2 143.4 270 2195.4 270 2245.5 280

Manning's n Values num= 11 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 814.5 .07 875 .013 1233 .05 1 348.1 .013 1462 .035 1854.1 .07 1915 .03 2085 .07 2 096.6 .03 2110.2 .013 2195.4 .05

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1915 2085 51 51 51 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 814.5 1778.5 277.3 F

CROSS SECTION


INPUTDescription: Station Elevation Data num= 43 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 901.5 281.8 940.3 268.3 967.5 268.9 1 053.8 266.2 1132 266.8 1172.9 266.2 1255.8 267.2 1285.9 267.6 1 323.9 267.3 1351.2 268.5 1384.7 272.7 1426.8 271.8 1456.6 267.5 1 496.3 267.9 1556.3 268.2 1639.6 268 1663.4 268.2 1708.2 283.6 1 731.6 278.1 1756.9 278.3 1818.2 274.7 1836.3 274.1 1852.9 268.3 1 869.3 260.9 1885 253.1 1901.6 251.1 1910.7 251 1915.9 250.9 1926 248.4 1931.8 247.7 1946.3 246.1 1997 245.9 2017.2 253.9 2 036.3 251.7 2054.7 247.8 2071.3 249.1 2078.3 256.4 2088.7 263.5 2 097.5 265.63 2107.1 269.7 2138.6 269.7 2202.3 268.6 2247.7 280


16

901.5 .07 940.3 .013 1255.8 .035 1 852.9 .07 1915.9 .03 2078.3 .07 2097.5 .03 2107.1 .013


CROSS SECTION


INPUTDescription: U/S Face I-84 RampsStation Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 918.7 282.6 939.5 276.9 966.2 269.2 1 054.5 269 1101.7 267.9 1146.1 268.2 1214.8 268.1 1266.7 268 1 303.8 268.4 1353.3 268.5 1388.8 267.5 1453.8 267.1 1524.9 267.6 1 568.8 268.5 1609.3 269.5 1668.8 269 1702.3 278.7 1727.6 281.4 1 807.2 276 1830.6 274.2 1841.5 272.9 1855.8 269.4 1865.9 262.7 1 879.8 261.9 1903.7 251 1916.6 250.9 1926.8 248.3 1932.6 247.6 1 947.3 246.1 1998.5 245.8 2037.4 253.3 2054.4 247.7 2070.6 248.9 2 073.1 249.2 2080 255.2 2093 263.7 2100.3 266.01 2100.3 269.7 2 133.8 269.7 2207.8 268 2242.3 276.8 2262.9 281.7

Manning's n Values num= 7 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 918.7 .07 966.2 .013 1266.7 .035 1 830.6 .07 1916.6 .03 2080 .07 2100.3 .013

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1916.6 2080 150 150 150 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 918.7 1727.6 281.4 F

BRIDGE


INPUTDescription: I-84 Ramps SE& ES Note: Piers east of U/S Sta 1784 are accounted for in I-84 BridgeDistance from Upstream XS = 33.8Deck/Roadway Width = 83.8Weir Coefficient = 2.6Upstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 918.7 315 307 1765.6 315 307 2 262.9 298 290

Upstream Bridge Cross Section DataStation Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 918.7 282.6 939.5 276.9 966.2 269.2 1 054.5 269 1101.7 267.9 1146.1 268.2 1214.8 268.1 1266.7 268 1 303.8 268.4 1353.3 268.5 1388.8 267.5 1453.8 267.1 1524.9 267.6 1 568.8 268.5 1609.3 269.5 1668.8 269 1702.3 278.7 1727.6 281.4 1 807.2 276 1830.6 274.2 1841.5 272.9 1855.8 269.4 1865.9 262.7 1 879.8 261.9 1903.7 251 1916.6 250.9 1926.8 248.3 1932.6 247.6 1 947.3 246.1 1998.5 245.8 2037.4 253.3 2054.4 247.7 2070.6 248.9 2 073.1 249.2 2080 255.2 2093 263.7 2100.3 266.01 2100.3 269.7 2 133.8 269.7 2207.8 268 2242.3 276.8 2262.9 281.7

Manning's n Values num= 7 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 918.7 .07 966.2 .013 1266.7 .035 1 830.6 .07 1916.6 .03 2080 .07 2100.3 .013

Bank Sta: Left Right Coeff Contr. Expan. 1916.6 2080 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 918.7 1727.6 281.4 F

Downstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 962.1 315 307 1755.3 315 307 2 367.9 298 290

Downstream Bridge Cross Section DataStation Elevation Data num= 44 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 962.1 281.8 984.2 273.8 1005.9 270 1 128.9 270 1158.9 266.9 1222.8 267.6 1268 268.3 1310 267.5 1 373.4 267.9 1437 268.9 1488.9 266.7 1537.9 269.5 1570.8 270 1 607.8 278.8 1625.3 279.6 1698.8 281.9 1726.9 279.9 1753 278.3 1 772.1 277.9 1787.5 276.6 1806.7 272 1821.9 267.6 1851.9 267.3 1 872.6 261.8 1899.5 254 1917.6 252.4 1919.2 250.7 1929.8 248 1 935.8 247.1 1935.9 247.1 1951.1 245.9 2004.3 245.6 2053.5 247.2 2 067.7 248.2 2069.9 248.6 2078.1 250.9 2080.8 252.4 2090.8 256.8 2 109.5 266 2112.9 266.4 2192.2 266.4 2208.8 267.2 2305.6 274.6 2 367.9 280


17

962.1 .07 1005.9 .013 1268 .035 1 698.8 .07 1919.2 .03 2078.1 .07 2109.5 .013 2192.2 .035

Bank Sta: Left Right Coeff Contr. Expan. 1919.2 2078.1 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 962.1 1698.8 281.9 F


Number of Piers = 8


Pier DataPier Station Upstream= 1858.5 Downstream= 1849.8Upstream num= 2 Width Elev Width Elev******************************** 11.9 260 11.9 310Downstream num= 2 Width Elev Width Elev******************************** 11.9 260 11.9 310



Pier DataPier Station Upstream= 2110.5 Downstream= 2103.3Upstream num= 2 Width Elev Width Elev******************************** 16.9 260 16.9 310Downstream num= 2 Width Elev Width Elev******************************** 16.9 260 16.9 310





Low Flow Methods and Data

18

Energy Momentum Cd = 1.6 Yarnell KVal = 1.05Selected Low Flow Methods = Highest Energy Answer



CROSS SECTION


INPUTDescription: D/S Face I-84 RampsStation Elevation Data num= 44 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 962.1 281.8 984.2 273.8 1005.9 270 1 128.9 270 1158.9 266.9 1222.8 267.6 1268 268.3 1310 267.5 1 373.4 267.9 1437 268.9 1488.9 266.7 1537.9 269.5 1570.8 270 1 607.8 278.8 1625.3 279.6 1698.8 281.9 1726.9 279.9 1753 278.3 1 772.1 277.9 1787.5 276.6 1806.7 272 1821.9 267.6 1851.9 267.3 1 872.6 261.8 1899.5 254 1917.6 252.4 1919.2 250.7 1929.8 248 1 935.8 247.1 1935.9 247.1 1951.1 245.9 2004.3 245.6 2053.5 247.2 2 067.7 248.2 2069.9 248.6 2078.1 250.9 2080.8 252.4 2090.8 256.8 2 109.5 266 2112.9 266.4 2192.2 266.4 2208.8 267.2 2305.6 274.6 2 367.9 280

Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 962.1 .07 1005.9 .013 1268 .035 1 698.8 .07 1919.2 .03 2078.1 .07 2109.5 .013 2192.2 .035


CROSS SECTION


INPUTDescription: U/S Face Temp Bridge 002Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1046.4 281.2 1067.8 274.5 1085.8 272.5 1 125.3 270.2 1164.9 269.3 1237.3 268.3 1279.1 268 1297.3 269.2 1 378.7 269.1 1413 271.8 1435 268.1 1541.8 268 1561.5 274.3 1 658.4 282.3 1667 282 1694.1 280.9 1735.9 278.5 1778.9 277 1 801.4 270.1 1820.1 268 1836.1 266.5 1860.9 264 1871.6 260 1 881.2 256 1890.7 254 1912.6 252.4 1915.3 250.9 1919.7 250.7 1 930.4 247.9 1936.4 247 1936.5 247 1951.8 245.9 2005.4 245.6 2 053.3 247.1 2063.3 251 2073 254 2080.6 256 2088.7 258 2 109.2 267.1 2191.9 267.1 2294.1 274 2357.7 280

Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1046.4 .07 1085.8 .013 1279.1 .035 1667 .07 1919.7 .03 2063.3 .07 2109.2 .013 2191.9 .035


BRIDGE


INPUTDescription: Temporary Bridge 002Distance from Upstream XS = 70.6Deck/Roadway Width = 52.5Weir Coefficient = 2.6Upstream Deck/Roadway Coordinates num= 8 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 1844.8 260 1858.8 267 1 889.9 267 1889.9 267 261 2083.1 269.2 263.2 2 083.1 269.2 2115.6 269.2 2120 267

Upstream Bridge Cross Section DataStation Elevation Data num= 43 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1046.4 281.2 1067.8 274.5 1085.8 272.5 1 125.3 270.2 1164.9 269.3 1237.3 268.3 1279.1 268 1297.3 269.2 1 378.7 269.1 1413 271.8 1435 268.1 1541.8 268 1561.5 274.3 1 658.4 282.3 1667 282

19

1694.1 280.9 1735.9 278.5 1778.9 277 1 801.4 270.1 1820.1 268 1836.1 266.5 1860.9 264 1871.6 260 1885 260 1899.3 258 1905.7 256 1912.1 254 1919.7 250.7 1 930.4 247.77 1936.4 246.87 1936.5 246.87 1951.8 245.77 2005.4 245.47 2 053.3 246.97 2063.3 251 2071 254 2076.1 256 2080.7 258 2 086.7 260 2109.2 267.1 2191.9 267.1 2294.1 274 2357.7 280

Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1046.4 .07 1085.8 .013 1279.1 .035 1667 .07 1919.7 .03 2063.3 .07 2109.2 .013 2191.9 .035


Downstream Deck/Roadway Coordinates num= 8 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 1842.8 260 1856.8 267 1 890.5 267 1890.5 267 261 2083.1 269.2 263.2 2 083.1 269.2 2117.9 269.2 2129.1 263.6

Downstream Bridge Cross Section DataStation Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1269.1 278.9 1327.3 271.2 1354.6 270.2 1 397.5 270.8 1424.4 270.8 1450.8 270.2 1471 269.6 1528.2 263.8 1 605.3 264.3 1648.3 264 1698.1 263.9 1734.1 263.7 1769.3 263 1 813.9 261.41 1846.2 267 1876.8 267 1899.5 256.2 1905.9 254.2 1927 252 1939.2 250.2 1959.9 245.77 2017.8 245.37 2051.3 246.37 2 061.4 250.9 2068.3 254 2072.5 256 2082.5 260 2097.3 263.6 2 104.4 263.6 2168.9 263.6 2202.6 265.6 2229 268 2242.9 269.9 2 268.6 271.4 2288.6 280

Manning's n Values num= 13 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1269.1 .07 1397.5 .035 1471 .07 1 528.2 .013 1769.3 .07 1813.9 .03 1846.2 .013 1899.5 .07 1 939.2 .03 2061.4 .07 2104.4 .013 2168.9 .03 2229 .07

Bank Sta: Left Right Coeff Contr. Expan. 1939.2 2061.4 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1269.1 1876.8 267 F


Number of Piers = 3

Pier DataPier Station Upstream= 1943.5 Downstream= 1945.2Upstream num= 3 Width Elev Width Elev Width Elev************************************************ 9 240 3 258 3 270Downstream num= 3 Width Elev Width Elev Width Elev************************************************ 9 240 3 258 3 270

Pier DataPier Station Upstream= 2002.5 Downstream= 2005Upstream num= 3 Width Elev Width Elev Width Elev************************************************ 9 240 3 258 3 270Downstream num= 3 Width Elev Width Elev Width Elev************************************************ 9 240 3 258 3 270

Pier DataPier Station Upstream= 2039.5 Downstream= 2042.9Upstream num= 3 Width Elev Width Elev Width Elev************************************************ 9 240 3 258 3 270Downstream num= 3 Width Elev Width Elev Width Elev************************************************ 9 240 3 258 3 270




Additional Bridge Parameters

20

Add Friction component to Momentum Do not add Weight component to Momentum Class B flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = Upstre am energy grade line

CROSS SECTION


INPUTDescription: D/S Face Temp Bridge 002Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1269.1 278.9 1327.3 271.2 1354.6 270.2 1 397.5 270.8 1424.4 270.8 1450.8 270.2 1471 269.6 1528.2 263.8 1 605.3 264.3 1648.3 264 1698.1 263.9 1734.1 263.7 1769.3 263 1 813.9 261.41 1846.2 267 1876.8 267 1899.5 256.2 1905.9 254.2 1927 252 1939.2 250.2 1959.9 245.4 2017.8 245 2051.3 246 2 061.4 250.9 2068.3 254 2072.5 256 2082.5 260 2097.3 263.6 2 104.4 263.6 2168.9 263.6 2202.6 265.6 2229 268 2242.9 269.9 2 268.6 271.4 2288.6 280

Manning's n Values num= 13 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1269.1 .07 1397.5 .035 1471 .07 1 528.2 .013 1769.3 .07 1813.9 .03 1846.2 .013 1899.5 .07 1 939.2 .03 2061.4 .07 2104.4 .013 2168.9 .03 2229 .07

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1939.2 2061.4 20 50 20 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1269.1 1876.8 267 F

CROSS SECTION


INPUTDescription: Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1352.2 277.4 1380.3 270.9 1434.7 270.2 1 473.2 270.3 1517.1 270 1533.3 265.6 1553.7 264.4 1599.1 264.2 1 749.1 264.1 1779.5 264 1788.8 263.98 1813.6 266.5 1849.5 266.5 1 869.6 263.5 1870 263.5 1891 263.2 1910.2 254.5 1935.4 253.2 1 947.6 250.6 1961.2 245.3 2019.7 244.9 2051 245.8 2061.8 250.6 2 069.1 254 2072.9 256 2076.8 258 2080.7 260 2084.4 262 2 102.8 263.5 2170.9 263.5 2230.4 266.5 2280.7 268.7 2303.8 280

Manning's n Values num= 13 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1352.2 .07 1434.7 .035 1473.2 .07 1 533.3 .013 1779.5 .07 1788.8 .03 1813.6 .013 1869.6 .07 1 947.6 .03 2061.8 .07 2102.8 .013 2170.9 .03 2280.7 .07


CROSS SECTION


INPUTDescription: FEMA XS CZ (Old Model XS AA)Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1473.8 277.2 1493.6 273 1520.6 272.1 1540 268.1 1556.2 266.5 1579.3 265.9 1695.7 264.7 1704.2 264.69 1 724.1 268.2 1762.5 268.2 1773.6 265.2 1822.8 266.8 1854.1 266.6 1 880.9 263.5 1901.5 263.1 1911.1 256.9 1928.3 250.2 1930.5 249.7 1950 245.1 2030 244.5 2055 245 2059.1 250.6 2063.7 252.4 2 076.7 257.7 2083.7 258.8 2089.9 259 2144.4 260.8 2221.9 261 2 258.2 262.8 2289.8 263.5 2339.1 265 2388.6 267.6 2423.1 276.6

Manning's n Values num= 11 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1473.8 .05 1556.2 .013 1579.3 .05 1 704.2 .03 1724.1 .013 1773.6 .05 1854.1 .07 1930.5 .03 2 059.1 .07 2089.9 .013 2388.6 .03


CROSS SECTION


INPUTDescription:

21

Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1544.1 276.7 1761.9 274 1780.4 272.3 1 801.7 258.5 1821.3 258.9 1833.8 261.6 1849.8 268.5 1884.5 268.5 1 906.2 262.3 1909.7 262 1921.3 260 1924.7 258 1928 256 1 931.4 254 1934.6 252 1937 250.6 1946.9 250 1959 246.4 1987 243.4 2015.7 243.4 2034.3 250.4 2039.6 252 2046.6 254 2 053.7 256 2059.4 257.6 2066.9 258 2083.8 258.5 2134.6 257.7 2 169.5 257.3 2192.3 257.5 2240.1 277.2

Manning's n Values num= 13 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1544.1 .035 1780.4 .05 1801.7 .013 1 821.3 .035 1833.8 .03 1849.8 .013 1906.2 .035 1909.7 .07 1 946.9 .03 2034.3 .07 2083.8 .03 2169.5 .013 2192.3 .07


CROSS SECTION


INPUTDescription: Station Elevation Data num= 34 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1523.7 276.7 1744.3 274 1766.3 272 1 784.1 258.6 1821.1 260.5 1829 261.87 1846.3 271.1 1886.1 271.1 1 918.7 258.4 1919.5 258 1923.8 256 1931.6 254 1941.6 252 1 947.7 250.8 1957.5 246.5 1984.2 243.3 2014.8 243.3 2033.9 251 2 036.1 252 2040.9 254 2045.6 256 2050.8 258 2052.5 259.1 2 056.5 260 2062.9 262 2087 264 2133.3 263.4 2150.1 260 2 155.9 258.6 2170.6 257.6 2201.3 257.5 2228.6 262 2267.6 276 2 285.2 280

Manning's n Values num= 12 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1523.7 .035 1766.3 .05 1784.1 .013 1 821.1 .035 1829 .03 1846.3 .013 1918.7 .07 1947.7 .03 2 033.9 .07 2087 .03 2170.6 .013 2201.3 .07

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1947.7 2033.9 209 209 209 .1 .3Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1523.7 1886.1 271.1 F 2087 2285.2 264 F

CROSS SECTION


INPUTDescription: Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1624.3 273.7 1661.4 273.9 1661.5 256.6 1 729.3 257.2 1764.6 260.6 1784.1 260.6 1834 260 1916 251.3 1 925.8 250 1948.7 249.3 1951.4 246.9 1951.5 246.9 1972.7 243 2 010.9 243 2030.9 245.9 2035.4 250 2041.1 252 2046.7 254 2 052.5 256 2057.6 258 2064.1 260 2094.6 261.5 2104 262 2 191.5 262.2 2216.4 258.6 2261.3 258.9 2283.8 260.6 2335.8 267.4 2 362.5 270 2427.6 280.4

Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1624.3 .035 1661.5 .013 1729.3 .07 1 948.7 .03 2035.4 .07 2104 .03 2216.4 .013 2261.3 .03


CROSS SECTION


INPUTDescription: U/S Face Railroad Bridge and Temp Brid ge 001FEMA XS CY (Old Model XS Z)Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1128.7 276.7 1635.5 273.9 1635.6 256.6 1 705.4 257.2 1738.8 260.6 1758.3 260.6 1928.6 260 1928.7 249.5 1950 247 1970 242.9 2010 242.9 2030 246 2039.2 251.2 2 042.8 254 2050.3 256 2054.7 258 2072.6 259.2 2092.9 260.6 2 109.4 263 2201.6 264 2213.8 261.2 2230.9 258.6 2285.6 258.9 2 295.5 260.5 2343.7 266.4 2366.1 268 2448.1 279.5

Manning's n Values num= 8

22

Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1128.7 .035 1635.6 .013 1705.4 .07 1 928.7 .03 2039.2 .07 2109.4 .03 2230.9 .013 2285.6 .03

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1928.7 2039.2 277 209 160 .3 .5Ineffective Flow num= 3 Sta L Sta R Elev Permanent 1635.5 1706.4 260.6 F 1706.4 1927.6 274 F 2167.6 2408.9 274 F

BRIDGE


INPUTDescription: Railroad Bridge & Temporary Bridge 001Distance from Upstream XS = 2Deck/Roadway Width = 163.3Weir Coefficient = 2.6Upstream Deck/Roadway Coordinates num= 12 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 1602.2 274 1630.3 274 1 635.5 274 1635.5 274 269 1705.4 274 269 1 705.4 274 1928.6 274 1928.6 274 264.5 2 042.3 274 264.5 2042.3 274 2400 274 2 448.1 274

Upstream Bridge Cross Section DataStation Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1128.7 276.7 1635.5 273.9 1635.6 256.6 1 705.4 257.2 1738.8 260.6 1758.3 260.6 1928.6 260 1928.7 249.5 1950 247 1970 242.9 2010 242.9 2030 246 2039.2 251.2 2 042.8 254 2050.3 256 2054.7 258 2072.6 259.2 2092.9 260.6 2 109.4 263 2201.6 264 2213.8 261.2 2230.9 258.6 2285.6 258.9 2 295.5 260.5 2343.7 266.4 2366.1 268 2448.1 279.5


Bank Sta: Left Right Coeff Contr. Expan. 1928.7 2039.2 .3 .5Ineffective Flow num= 3 Sta L Sta R Elev Permanent 1635.5 1706.4 260.6 F 1706.4 1927.6 274 F 2167.6 2408.9 274 F

Downstream Deck/Roadway Coordinates num= 10 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 1377.1 274 1547.7 274 1 547.7 274 269 1622.5 274 269 1622.5 274 1 911.6 274 1911.6 274 264.5 2066.8 274 264.5 2 066.8 274 2164 274

Downstream Bridge Cross Section DataStation Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1128.7 276.7 1377.1 274.1 1406.3 262 1 411.6 260.1 1492.5 260 1551.9 258.3 1566.5 258.6 1604.5 258.6 1 637.7 259 1708.3 259.7 1767.8 260.6 1824.1 261.1 1879.4 262.9 1 901.5 259.9 1923.9 253.4 1938 250 1944.4 248.8 1944.5 246.9 2 004.9 242.9 2064.3 247.5 2065.5 248.5 2066.7 248.9 2066.8 274 2 085.8 274.8 2164 274.1 2185.9 274.3 2211.3 280

Manning's n Values num= 9 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1128.7 .035 1377.1 .07 1406.3 .03 1 604.5 .013 1824.1 .03 1901.5 .07 1938 .03 2066.8 .035 2 185.9 .07

Bank Sta: Left Right Coeff Contr. Expan. 1938 2066.7 .3 .5Ineffective Flow num= 4 Sta L Sta R Elev Permanent 1377.1 1478.2 274 F 1478.2 1731.4 262.9 F 1731.4 1821.1 274 F 1821.1 1879.4 262.9 F


Number of Piers = 4

Pier DataPier Station Upstream= 1688.3 Downstream= 1608.3Upstream num= 2 Width Elev Width Elev******************************** 3 255 3 270Downstream num= 2

23

Width Elev Width Elev******************************** 3 255 3 270

Pier DataPier Station Upstream= 1950.3 Downstream= 1951.1Upstream num= 3 Width Elev Width Elev Width Elev************************************************ 4.33 240 4.33 267 4.33 272Downstream num= 3 Width Elev Width Elev Width Elev************************************************ 4.33 240 4.33 267 4.33 272

Pier DataPier Station Upstream= 1979.2 Downstream= 1978.6Upstream num= 2 Width Elev Width Elev******************************** 13.5 242 13.5 264.5Downstream num= 2 Width Elev Width Elev******************************** 13.5 242 13.5 264.5

Pier DataPier Station Upstream= 2020.4 Downstream= 2021.2Upstream num= 3 Width Elev Width Elev Width Elev************************************************ 16.08 240 4.33 275.25 4.33 278.25Downstream num= 3 Width Elev Width Elev Width Elev************************************************ 16.08 240 4.33 275.25 4.33 278.25





CROSS SECTION


INPUTDescription: D/S Face Railroad BridgeStation Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1128.7 276.7 1377.1 274.1 1406.3 262 1 411.6 260.1 1492.5 260 1551.9 258.3 1566.5 258.6 1604.5 258.6 1 637.7 259 1708.3 259.7 1767.8 260.6 1824.1 261.1 1879.4 262.9 1 901.5 259.9 1923.9 253.4 1938 250 1944.4 248.8 1944.5 246.9 2 004.9 242.9 2064.3 247.5 2065.5 248.5 2066.7 248.9 2066.8 274 2 085.8 274.8 2164 274.1 2185.9 274.3 2211.3 280

Manning's n Values num= 9 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 1128.7 .035 1377.1 .07 1406.3 .03 1 604.5 .013 1824.1 .03 1901.5 .07 1938 .03 2066.8 .035 2 185.9 .07

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1938 2066.7 23 31 50 .3 .5Ineffective Flow num= 4 Sta L Sta R Elev Permanent 1377.1 1478.2 274 F 1478.2 1731.4 262.9 F 1731.4 1821.1 274 F 1821.1 1879.4 262.9 F

CROSS SECTION


INPUTDescription: FEMA XS CX (Old Model XS Y)Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 1319.5 274 1352 262 1464.3 260 1 520.9 259.4 1567.3 259.3 1608.9 258.4 1661.7 258.8 1707.2 259 1 778.1 261.2 1836 261.3 1878.3 262.5 1899.5 261.6 1926.5 262.4 1 926.6 251.3 1935.5 247.9 2003.5 242.9 2051.5 247.7 2052.5 249.3 2 064.5 250.4 2071.1 251 2071.2 273.4 2082 274.8 2123.7 274.1

Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val

24

*************************************************** ***************************** 1319.5 .07 1352 .03 1567.3 .013 1836 .03 1899.5 .05 1926.6 .03 2052.5 .05 2071.1 .035


CROSS SECTION


INPUTDescription: U/S Face Bank Street BridgeStation Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 581.4 270 630.5 268 674.8 266 743.1 264 832.1 262 854.2 260 890 258 950.2 255.6 1 054.7 256.3 1081.2 256.7 1110.1 257.9 1212.2 257.1 1259.8 258 1 325.4 257.9 1378.9 257.7 1428.5 258.7 1472.9 259 1513.7 258 1 548.1 258 1563.5 258 1607.4 258.2 1649.7 259.9 1697 259 1 767.9 261.2 1825.2 261.3 1892.1 261.6 1925.2 262.4 1925.3 249.7 1 933.1 247.1 1985.5 242.9 2001.7 242.9 2019.4 242.9 2059.6 247.4 2 060.4 248.6 2069.3 249.5 2077.2 250.1 2077.3 272 2135.1 273.3 2 163.2 273.8

Manning's n Values num= 10 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 581.4 .03 832.1 .013 950.2 .03 1 054.7 .013 1081.2 .03 1110.1 .013 1513.7 .03 1563.5 .013 1 925.3 .03 2060.4 .07


BRIDGE


INPUTDescription: Bank Street BridgeDistance from Upstream XS = 42.5Deck/Roadway Width = 58.2Weir Coefficient = 2.6Upstream Deck/Roadway Coordinates num= 29 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 596.8 258.2 649.8 257.8 699 257.2 767.3 257.7 819 257.1 914.2 258.1 943.1 257.5 1046.6 257.7 1 093.3 256 1130.1 256 1248.3 256.2 1 356.6 256.7 1463 257.6 1522 258.7 1 593.6 260.2 1734.5 260.6 1826.9 261.4 1 894.3 262.1 1917.3 263.3 1922.5 263.3 1 922.5 265.3 259 2056.4 266 259 2085.7 264.8 259 2 085.7 262.8 2132.2 261.2 2145.3 260 2 176.1 258 2241.9 256 2280.7 255.4

Upstream Bridge Cross Section DataStation Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 581.4 270 630.5 268 674.8 266 743.1 264 832.1 262 854.2 260 890 258 950.2 255.6 1 054.7 256.3 1081.2 256.7 1110.1 257.9 1212.2 257.1 1259.8 258 1 325.4 257.9 1378.9 257.7 1428.5 258.7 1472.9 259 1513.7 258 1 548.1 258 1563.5 258 1607.4 258.2 1649.7 259.9 1697 259 1 767.9 261.2 1825.2 261.3 1892.1 261.6 1925.2 262.4 1925.3 249.7 1 933.1 247.1 1985.5 242.9 2001.7 242.9 2019.4 242.9 2059.6 247.4 2 060.4 248.6 2069.3 249.5 2077.2 250.1 2077.3 272 2135.1 273.3 2 163.2 273.8

Manning's n Values num= 10 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 581.4 .03 832.1 .013 950.2 .03 1 054.7 .013 1081.2 .03 1110.1 .013 1513.7 .03 1563.5 .013 1 925.3 .03 2060.4 .07


Downstream Deck/Roadway Coordinates num= 29 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord*************************************************** ********************* 596.8 258.2 649.8 257.8 699 257.2 767.3 257.7 819 257.1 914.2 258.1 943.1 257.5 1046.6 257.7 1 093.3 256 1130.1 256 1248.3 256.2 1 356.6 256.7 1463 257.6 1522 258.7 1 593.6 260.2 1734.5 260.6 1826.9 261.4 1 894.3 262.1 1917.3 263.3 1922.5 263.3 1 922.5 265.3 259 2056.4 266 259 2085.7 264.8 259 2 085.7 262.8 2132.2 261.2 2145.3 260 2 176.1 258 2241.9 256 2280.7 255.4

Downstream Bridge Cross Section DataStation Elevation Data num= 42

25

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 572.1 270 596 260 602 258 714.5 257.7 802 256.6 866.8 256.8 904.4 257.2 1008.1 257.8 1 032.9 257.7 1110.4 257.9 1156.9 258 1240.1 260.6 1289.9 261.2 1 353.1 261.4 1406.7 260.6 1554.8 261.5 1637.8 261.1 1684.2 260.6 1 707.8 261.1 1755.2 260 1804.6 260.3 1842.8 261.9 1872.4 261.7 1 899.8 261.4 1907.6 259.7 1932.6 250.4 1932.7 245.4 1941.8 243 1 973.9 243 1997.3 243 2057.5 243 2076.5 246.5 2076.6 262 2 087.5 261.9 2112.2 260.9 2147.2 259.8 2189.5 258.7 2213 258.8 2 235.7 258 2257 263.2 2281.4 264 2302 270.9

Manning's n Values num= 9 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 572.1 .03 602 .013 904.4 .03 1 032.9 .013 1899.8 .05 1932.7 .03 2076.5 .013 2189.5 .03 2257 .07

Bank Sta: Left Right Coeff Contr. Expan. 1932.7 2076.5 .3 .5Ineffective Flow num= 2 Sta L Sta R Elev Permanent 572.1 1842.8 261.9 F 2076.6 2302 262 F


Number of Piers = 2

Pier DataPier Station Upstream= 1972.1 Downstream= 1972.1Upstream num= 2 Width Elev Width Elev******************************** 8 251 3.5 259Downstream num= 2 Width Elev Width Elev******************************** 8 251 3.5 259

Pier DataPier Station Upstream= 2028.1 Downstream= 2028.1Upstream num= 2 Width Elev Width Elev******************************** 8 251 3.5 259Downstream num= 2 Width Elev Width Elev******************************** 8 251 3.5 259


Low Flow Methods and Data Energy Yarnell KVal = 1.05Selected Low Flow Methods = Highest Energy Answer



CROSS SECTION


INPUTDescription: D/S Face Bank Street BridgeStation Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 572.1 270 596 260 602 258 714.5 257.7 802 256.6 866.8 256.8 904.4 257.2 1008.1 257.8 1 032.9 257.7 1110.4 257.9 1156.9 258 1240.1 260.6 1289.9 261.2 1 353.1 261.4 1406.7 260.6 1554.8 261.5 1637.8 261.1 1684.2 260.6 1 707.8 261.1 1755.2 260 1804.6 260.3 1842.8 261.9 1872.4 261.7 1 899.8 261.4 1907.6 259.7 1932.6 250.4 1932.7 245.4 1941.8 243 1 973.9 243 1997.3 243 2057.5 243 2076.5 246.5 2076.6 262 2 087.5 261.9 2112.2 260.9 2147.2 259.8 2189.5 258.7 2213 258.8 2 235.7 258 2257 263.2 2281.4 264 2302 270.9

Manning's n Values num= 9 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 572.1 .03 602 .013 904.4 .03 1 032.9 .013 1899.8 .05 1932.7 .03 2076.5 .013 2189.5 .03 2257 .07

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1932.7 2076.5 42 50 56 .3 .5Ineffective Flow num= 2 Sta L Sta R Elev Permanent 572.1 1842.8 261.9 F 2076.6 2302 262 F

26

CROSS SECTION


INPUTDescription: Station Elevation Data num= 43 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 284 270 288.4 260.2 328.4 260.7 398.8 260.7 470.2 260.4 550.2 261.1 615.8 261.4 641.7 260.6 732.6 259.1 785.8 256.2 824.6 256.3 845.2 256.6 889.1 257.1 912.3 256.9 953.7 256.9 1032.8 256.9 1099.8 257.4 1157 259.9 1 223.1 260.1 1317.2 261 1413.7 261.3 1732.1 260 1757.1 260.9 1 823.7 260.5 1871.4 260.9 1883.1 260 1903.4 260.1 1907.2 257.6 1 933.1 250 1936.3 248.8 1948.47 243 1977 243 1997.76 243 20 51.17 243 2075.7 247.5 2075.8 260 2144.4 258.4 2215.3 257.5 2248 256.7 2272.7 257.5 2293.3 262 2307.9 264 2330 270.9

Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 284 .05 288.4 .013 328.4 .03 615.8 .013 1883.1 .05 1936.3 .03 2075.8 .013 2272.7 .07

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1936.3 2075.7 42 49 54 .1 .3Ineffective Flow num= 2 Sta L Sta R Elev Permanent 284 1413.7 261.3 F 2075.8 2330 260 F

CROSS SECTION


INPUTDescription: FEMA XS CW (Old Model XS X)Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev*************************************************** ***************************** 317.3 286.8 329.8 260.6 359.8 260 424.2 260.9 445.2 260.9 673.8 260.4 748.1 260 798.1 257.8 848.3 256.7 905.6 256.6 971.1 256.6 1022.3 256.9 1099.6 258.2 1 189.1 258.6 1257.9 259.3 1302.4 260.4 1358.1 261 1404.6 261.7 1 694.4 260.9 1769.4 260 1882.2 260.4 1903.5 260.1 1924 250.1 1 943.2 248.8 1947.27 246.8 1955 243 1980 243 2045 243 2 049.7 246.8 2078.6 251 2078.7 259 2106.5 259 2150.7 258.9 2 168.3 258.8 2202.9 257.8 2258.2 256.9 2301.4 256.3 2330 256.6 2 350.8 256.6 2380.1 265.8 2399.5 270

Manning's n Values num= 11 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 317.3 .05 329.8 .013 359.8 .03 445.2 .013 1903.5 .05 1947.27 .03 2049.7 .05 2078.6 .013 2 168.3 .03 2258.2 .013 2330 .07

Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1947.27 2049.7 0 0 0 .1 .3Ineffective Flow num= 2 Sta L Sta R Elev Permanent 317.3 1404.6 261.7 F 2078.7 2399.5 259 F

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

SUMMARY OF MANNING'S N VALUES

River:Naugatuck River *************************************************** *************************************************** **************************************************************** Reach * River Sta. * n1 * n2 * n3 * n4 * n5 * n6 * n7 * n8 * n9 * n10 * n11 * n12 * n13 **************************************************** *************************************************** ****************************************************************I-84 Waterbury * 114032 * .07* .03* .07* * * * * * * * * * **I-84 Waterbury * 113032 * .07* .03* .07* * * * * * * * * * **I-84 Waterbury * 111692 * .07* .03* .07* * * * * * * * * * **I-84 Waterbury * 111632 * .07* .03* .07* * * * * * * * * * **I-84 Waterbury * 111492 * .07* .03* .07* * * * * * * * * * **I-84 Waterbury * 110942 * .07* .03* .07* * * * * * * * * * **I-84 Waterbury * 110332 * .05* . 013* .07* .03* .07* * * * * * * * **I-84 Waterbury * 110232 * .05* .07* .03* .07* * * * * * * * * **I-84 Waterbury * 110222 *Bridge * * * * * * * * * * * * **I-84 Waterbury * 110212 * .07* .03* .07* * * * * * * * * * **I-84 Waterbury * 110112 * .07* . 025* .07* * * * * * * * * * **I-84 Waterbury * 109037 * .05* . 013* .05* .07* .03* .07* .0 13* .03* .013* * * * **I-84 Waterbury * 107837 * .05* . 013* .05* .07* .03* .05* .0 13* * * * * * **I-84 Waterbury * 106737 * .05* . 013* .07* .03* .05* * * * * * * * **I-84 Waterbury * 105717 * .05* . 013* .07* .03* .07* .013* . 05* * * * *

27

* **I-84 Waterbury * 105657 * .05* . 013* .07* .03* .07* .013* . 05* * * * * * **I-84 Waterbury * 105627 *Bridge * * * * * * * * * * * * **I-84 Waterbury * 105597 * .05* . 013* .03* .013* .03* .07* . 03* .07* .013* .05* * * **I-84 Waterbury * 105497 * .05* . 013* .07* .03* .07* .013* * * * * * * **I-84 Waterbury * 104137 * .05* . 013* .07* .03* .07* .013* . 05* .013* * * * * **I-84 Waterbury * 104102 * .05* . 013* .07* .03* .07* .013* . 05* .013* * * * * **I-84 Waterbury * 104077 * .05* . 013* .03* .07* .03* .07* .0 13* .05* .013* * * * **I-84 Waterbury * 104042 * .05* . 013* .07* .03* .07* .013* . 05* * * * * * **I-84 Waterbury * 104021 *Bridge * * * * * * * * * * * * **I-84 Waterbury * 103970 * .05* . 013* .07* .03* .07* .013* . 05* * * * * * **I-84 Waterbury * 103900 * .05* . 013* .07* .03* .07* .03* .0 13* * * * * * **I-84 Waterbury * 103475 * .07* . 013* .035* .013* .035* .013* . 03* .07* .03* .07* .03* .013* **I-84 Waterbury * 103425 * .07* . 013* .035* .013* .035* .013* . 03* .07* .03* .07* .03* .013* **I-84 Waterbury * 103230 *Bridge * * * * * * * * * * * * **I-84 Waterbury * 103035 * .07* . 013* .05* .013* .035* .07* . 03* .07* .03* .013* .05* * **I-84 Waterbury * 102984 * .07* . 013* .035* .07* .03* .07* . 03* .013* * * * * **I-84 Waterbury * 102945 * .07* . 013* .035* .07* .03* .07* .0 13* * * * * * **I-84 Waterbury * 102870 *Bridge * * * * * * * * * * * * **I-84 Waterbury * 102795 * .07* . 013* .035* .07* .03* .07* .0 13* .035* * * * * **I-84 Waterbury * 102767 * .07* . 013* .035* .07* .03* .07* .0 13* .035* * * * * **I-84 Waterbury * 102667 *Bridge * * * * * * * * * * * * **I-84 Waterbury * 102448 * .07* . 035* .07* .013* .07* .03* .0 13* .07* .03* .07* .013* .03* .07**I-84 Waterbury * 102398 * .07* . 035* .07* .013* .07* .03* .0 13* .07* .03* .07* .013* .03* .07**I-84 Waterbury * 102135 * .05* . 013* .05* .03* .013* .05* . 07* .03* .07* .013* .03* * **I-84 Waterbury * 101354 * .035* .05* .013* .035* .03* .013* .0 35* .07* .03* .07* .03* .013* .07**I-84 Waterbury * 101304 * .035* .05* .013* .035* .03* .013* . 07* .03* .07* .03* .013* .07* **I-84 Waterbury * 101095 * .035* . 013* .07* .03* .07* .03* .0 13* .03* * * * * **I-84 Waterbury * 101045 * .035* . 013* .07* .03* .07* .03* .0 13* .03* * * * * **I-84 Waterbury * 100910 *Bridge * * * * * * * * * * * * **I-84 Waterbury * 100836 * .035* .07* .03* .013* .03* .07* . 03* .035* .07* * * * **I-84 Waterbury * 100805 * .07* .03* .013* .03* .05* .03* . 05* .035* * * * * **I-84 Waterbury * 100786 * .03* . 013* .03* .013* .03* .013* . 03* .013* .03* .07* * * **I-84 Waterbury * 100705 *Bridge * * * * * * * * * * * * **I-84 Waterbury * 100639 * .03* . 013* .03* .013* .05* .03* .0 13* .03* .07* * * * **I-84 Waterbury * 100589 * .05* . 013* .03* .013* .05* .03* .0 13* .07* * * * * **I-84 Waterbury * 100540 * .05* . 013* .03* .013* .05* .03* . 05* .013* .03* .013* .07* * **************************************************** *************************************************** ***************************************************************

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

SUMMARY OF REACH LENGTHS

River: Naugatuck River *************************************************** *************** Reach * River Sta. * Left * Chann el * Right **************************************************** ***************I-84 Waterbury * 114032 * 940* 1 000* 1010**I-84 Waterbury * 113032 * 1340* 1 340* 1340**I-84 Waterbury * 111692 * 60* 60* 60**I-84 Waterbury * 111632 * 140* 140* 140**I-84 Waterbury * 111492 * 550* 550* 550**I-84 Waterbury * 110942 * 585* 610* 620**I-84 Waterbury * 110332 * 80* 100* 110**I-84 Waterbury * 110232 * 20* 20* 20**I-84 Waterbury * 110222 *Bridge * * **I-84 Waterbury * 110212 * 130* 100* 95**I-84 Waterbury * 110112 * 1150* 1 075* 1020**I-84 Waterbury * 109037 * 1230* 1 200* 1180**I-84 Waterbury * 107837 * 1120* 1 100* 1080**I-84 Waterbury * 106737 * 1020* 1 020* 1020**I-84 Waterbury * 105717 * 60* 60* 60**I-84 Waterbury * 105657 * 60* 60* 60**I-84 Waterbury * 105627 *Bridge * * **I-84 Waterbury * 105597 * 100* 100* 100**I-84 Waterbury * 105497 * 1300* 1 360* 1400**I-84 Waterbury * 104137 * 35* 35* 35**I-84 Waterbury * 104102 * 25* 25* 25**I-84 Waterbury * 104077 * 35* 35* 35**I-84 Waterbury * 104042 * 72* 72* 72**I-84 Waterbury * 104021 *Bridge * * **I-84 Waterbury * 103970 * 70* 70* 70**I-84 Waterbury * 103900 * 442* 425* 410*

28

*I-84 Waterbury * 103475 * 50* 50* 50**I-84 Waterbury * 103425 * 406* 390* 376**I-84 Waterbury * 103230 *Bridge * * **I-84 Waterbury * 103035 * 51* 51* 51**I-84 Waterbury * 102984 * 39* 39* 39**I-84 Waterbury * 102945 * 150* 150* 150**I-84 Waterbury * 102870 *Bridge * * **I-84 Waterbury * 102795 * 28* 28* 28**I-84 Waterbury * 102767 * 310* 319* 325**I-84 Waterbury * 102667 *Bridge * * **I-84 Waterbury * 102448 * 20* 50* 20**I-84 Waterbury * 102398 * 260* 263* 265**I-84 Waterbury * 102135 * 770* 781* 790**I-84 Waterbury * 101354 * 50* 50* 50**I-84 Waterbury * 101304 * 209* 209* 209**I-84 Waterbury * 101095 * 5* 50* 50**I-84 Waterbury * 101045 * 277* 209* 160**I-84 Waterbury * 100910 *Bridge * * **I-84 Waterbury * 100836 * 23* 31* 50**I-84 Waterbury * 100805 * 24* 19* 14**I-84 Waterbury * 100786 * 156* 147* 136**I-84 Waterbury * 100705 *Bridge * * **I-84 Waterbury * 100639 * 42* 50* 56**I-84 Waterbury * 100589 * 42* 49* 54**I-84 Waterbury * 100540 * 0* 0* 0**************************************************** **************

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

SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTSRiver: Naugatuck River

*************************************************** ***** Reach * River Sta. * Contr. * Expan . **************************************************** *****I-84 Waterbury * 114032 * .1* .3**I-84 Waterbury * 113032 * .1* .3**I-84 Waterbury * 111692 * .1* .3**I-84 Waterbury * 111632 * .1* .3**I-84 Waterbury * 111492 * .1* .3**I-84 Waterbury * 110942 * .1* .3**I-84 Waterbury * 110332 * .1* .3**I-84 Waterbury * 110232 * .3* .5**I-84 Waterbury * 110222 *Bridge * **I-84 Waterbury * 110212 * .3* .5**I-84 Waterbury * 110112 * .1* .3**I-84 Waterbury * 109037 * .1* .3**I-84 Waterbury * 107837 * .1* .3**I-84 Waterbury * 106737 * .1* .3**I-84 Waterbury * 105717 * .1* .3**I-84 Waterbury * 105657 * .3* .5**I-84 Waterbury * 105627 *Bridge * **I-84 Waterbury * 105597 * .3* .5**I-84 Waterbury * 105497 * .1* .3**I-84 Waterbury * 104137 * .1* .3**I-84 Waterbury * 104102 * .1* .3**I-84 Waterbury * 104077 * .1* .3**I-84 Waterbury * 104042 * .3* .5**I-84 Waterbury * 104021 *Bridge * **I-84 Waterbury * 103970 * .3* .5**I-84 Waterbury * 103900 * .1* .3**I-84 Waterbury * 103475 * .1* .3**I-84 Waterbury * 103425 * .3* .5**I-84 Waterbury * 103230 *Bridge * **I-84 Waterbury * 103035 * .3* .5**I-84 Waterbury * 102984 * .1* .3**I-84 Waterbury * 102945 * .3* .5**I-84 Waterbury * 102870 *Bridge * **I-84 Waterbury * 102795 * .3* .5**I-84 Waterbury * 102767 * .3* .5**I-84 Waterbury * 102667 *Bridge * **I-84 Waterbury * 102448 * .3* .5**I-84 Waterbury * 102398 * .1* .3**I-84 Waterbury * 102135 * .1* .3**I-84 Waterbury * 101354 * .1* .3**I-84 Waterbury * 101304 * .1* .3**I-84 Waterbury * 101095 * .1* .3**I-84 Waterbury * 101045 * .3* .5**I-84 Waterbury * 100910 *Bridge * **I-84 Waterbury * 100836 * .3* .5**I-84 Waterbury * 100805 * .1* .3**I-84 Waterbury * 100786 * .3* .5**I-84 Waterbury * 100705 *Bridge * **I-84 Waterbury * 100639 * .3* .5**I-84 Waterbury * 100589 * .1* .3**I-84 Waterbury * 100540 * .1* .3**************************************************** ****

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ERRORS WARNINGS AND NOTESErrors Warnings and Notes for Plan : Temporary

River: Naugatuck River Reach: I-84 Waterbury R S: 114032 Profile: 50-Year Warning:The energy loss was greater than 1.0 f t (0.3 m). between the current and previous cross s ection. This may indicate the need for additional cross sections .River: Naugatuck River Reach: I-84 Waterbury R S: 114032 Profile: 100-Year Warning:The energy loss was greater than 1.0 f t (0.3 m). between the current and previous cross s ection. This may indicate the need for additional cross sections .River: Naugatuck River Reach: I-84 Waterbury R S: 113032 Profile: 50-Year Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Warning:The energy loss was greater than 1.0 f t (0.3 m). between the current and previous cross s ection. This may indicate the need for additional cross sections .River: Naugatuck River Reach: I-84 Waterbury R S: 113032 Profile: 100-Year Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Warning:The energy loss was greater than 1.0 f t (0.3 m). between the current and previous cross s ection. This may indicate the need for additional cross sections .River: Naugatuck River Reach: I-84 Waterbury R S: 111692 Profile: 50-Year

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Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections.River: Naugatuck River Reach: I-84 Waterbury R S: 111692 Profile: 100-Year Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections.River: Naugatuck River Reach: I-84 Waterbury R S: 111492 Profile: 50-Year Warning:Divided flow computed for this cross-s ection.River: Naugatuck River Reach: I-84 Waterbury R S: 111492 Profile: 100-Year Warning:Divided flow computed for this cross-s ection.River: Naugatuck River Reach: I-84 Waterbury R S: 110942 Profile: 50-Year Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections.River: Naugatuck River Reach: I-84 Waterbury R S: 110942 Profile: 100-Year Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections. Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections.River: Naugatuck River Reach: I-84 Waterbury R S: 110332 Profile: 50-Year Warning:Divided flow computed for this cross-s ection.River: Naugatuck River Reach: I-84 Waterbury R S: 110332 Profile: 100-Year Warning:Divided flow computed for this cross-s ection.River: Naugatuck River Reach: I-84 Waterbury R S: 110232 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 110232 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 110222 Profile: 50-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 110222 Profile: 50-Year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 110222 Profile: 100-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 110222 Profile: 100-Year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 110212 Profile: 50-Year Warning:Divided flow computed for this cross-s ection. Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 110212 Profile: 100-Year Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 110112 Profile: 50-Year Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections. Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections.River: Naugatuck River Reach: I-84 Waterbury R S: 110112 Profile: 100-Year Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections.River: Naugatuck River Reach: I-84 Waterbury R S: 109037 Profile: 50-Year Warning:The energy loss was greater than 1.0 f t (0.3 m). between the current and previous cross s ection. This may indicate the need for additional cross sections .River: Naugatuck River Reach: I-84 Waterbury R S: 109037 Profile: 100-Year Warning:The energy loss was greater than 1.0 f t (0.3 m). between the current and previous cross s ection. This may indicate the need for additional cross sections .River: Naugatuck River Reach: I-84 Waterbury R S: 107837 Profile: 50-Year Warning:The energy loss was greater than 1.0 f t (0.3 m). between the current and previous cross s ection. This may indicate the need for additional cross sections .River: Naugatuck River Reach: I-84 Waterbury R S: 105627 Profile: 100-Year Note: Yarnell answer is not valid if the wat er surface is above the low chord or if there is we ir flow. The Yarnell answer has been disregarded. Note: The downstream water surface is below the minimum elevation for pressure flow. The sluic e gate equations were used for pressure flow.River: Naugatuck River Reach: I-84 Waterbury R S: 104137 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 104137 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 104102 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 104102 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 104077 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 104077 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 104042 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 104042 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 104021 Profile: 50-Year Warning:The Yarnell method gave an invalid ans wer. The upstream energy was less than the downstr eam energy. The program defaulted to the next valid (user sele cted) method. If the Yarnell method was the only o ne selected, the program will default to an energy based soluti on. Warning:For the final momentum answer at the b ridge, the upstream energy was computed lower than the downstream energy. This is not physically possible, the moment um answer has been disregarded. Note: Yarnell answer is not valid if the wat er surface is above the low chord or if there is we ir flow. The Yarnell answer has been disregarded. Note: Momentum answer is not valid if the wa ter surface is above the low chord or if there is w eir flow. The momentum answer has been disregarded.River: Naugatuck River Reach: I-84 Waterbury R S: 104021 Profile: 50-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 104021 Profile: 50-Year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 104021 Profile: 100-Year Warning:The Yarnell method gave an invalid ans wer. The upstream energy was less than the downstr eam energy. The program defaulted to the next valid (user sele cted) method. If the Yarnell method was the only o ne selected, the program will default to an energy based soluti on. Warning:The sluice gate calculations did not c onverge during the pressure flow only calculation. Warning:For the final momentum answer at the b ridge, the upstream energy was computed lower than the downstream energy. This is not physically possible, the moment um answer has been disregarded.

30

Note: Yarnell answer is not valid if the wat er surface is above the low chord or if there is we ir flow. The Yarnell answer has been disregarded. Note: Momentum answer is not valid if the wa ter surface is above the low chord or if there is w eir flow. The momentum answer has been disregarded. Note: The downstream water surface is below the minimum elevation for pressure flow. The sluic e gate equations were used for pressure flow.River: Naugatuck River Reach: I-84 Waterbury R S: 104021 Profile: 100-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 104021 Profile: 100-Year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103970 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103970 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103900 Profile: 50-Year Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103900 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103475 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103475 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103425 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103425 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103230 Profile: 50-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103230 Profile: 50-Year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103230 Profile: 100-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103230 Profile: 100-Year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103035 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 103035 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102984 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102984 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102945 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102945 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102870 Profile: 50-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102870 Profile: 50-Year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102870 Profile: 100-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102870 Profile: 100-Year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102795 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102795 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102767 Profile: 50-Year Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102767 Profile: 100-Year Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102667 Profile: 50-Year Warning:The Yarnell method gave an invalid ans wer. The upstream energy was less than the downstr eam energy. The program defaulted to the next valid (user sele cted) method. If the Yarnell method was the only o ne selected, the program will default to an energy based soluti on. Warning:For the final momentum answer at the b ridge, the upstream energy was computed lower than the downstream energy. This is not physically possible, the moment um answer has been disregarded. Note: Yarnell answer is not valid if the wat er surface is above the low chord or if there is we ir flow. The Yarnell answer has been disregarded. Note: Momentum answer is not valid if the wa ter surface is above the low chord or if there is w eir flow. The momentum answer has been disregarded.River: Naugatuck River Reach: I-84 Waterbury R S: 102667 Profile: 50-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102667 Profile: 50-Year Downstream Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102667 Profile: 100-Year Warning:The Yarnell method gave an invalid ans wer. The upstream energy was less than the downstr eam energy. The program

31

defaulted to the next valid (user sele cted) method. If the Yarnell method was the only o ne selected, the program will default to an energy based soluti on. Note: Yarnell answer is not valid if the wat er surface is above the low chord or if there is we ir flow. The Yarnell answer has been disregarded. Note: Momentum answer is not valid if the wa ter surface is above the low chord or if there is w eir flow. The momentum answer has been disregarded.River: Naugatuck River Reach: I-84 Waterbury R S: 102667 Profile: 100-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102667 Profile: 100-Year Downstream Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102448 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102448 Profile: 100-Year Warning:Divided flow computed for this cross-s ection. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102398 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102398 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102135 Profile: 50-Year Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections. Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 102135 Profile: 100-Year Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections. Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 101354 Profile: 50-Year Warning:Divided flow computed for this cross-s ection. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 101354 Profile: 100-Year Warning:Divided flow computed for this cross-s ection. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 101304 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 101304 Profile: 100-Year Warning:Divided flow computed for this cross-s ection. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 101095 Profile: 50-Year Warning:Divided flow computed for this cross-s ection. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 101095 Profile: 100-Year Warning:Divided flow computed for this cross-s ection. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 101045 Profile: 50-Year Warning:Divided flow computed for this cross-s ection. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections. Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 101045 Profile: 100-Year Warning:Divided flow computed for this cross-s ection. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections. Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100910 Profile: 50-Year Upstream Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections. Warning:The energy loss was greater than 1.0 f t (0.3 m). between the current and previous cross s ection. This may indicate the need for additional cross sections . Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100910 Profile: 50-Year Downstream Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections. Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100910 Profile: 100-Year Upstream Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections. Warning:The energy loss was greater than 1.0 f t (0.3 m). between the current and previous cross s ection. This may indicate the need for additional cross sections . Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100910 Profile: 100-Year Downstream Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need f or additional cross sections. Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100836 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100836 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100805 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100805 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100786 Profile: 50-Year Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100786 Profile: 100-Year Warning:Divided flow computed for this cross-s ection. Warning:The conveyance ratio (upstream conveya nce divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additio nal cross sections.

32

Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100705 Profile: 50-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100705 Profile: 50-Year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100705 Profile: 100-Year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100705 Profile: 100-Year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100639 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100639 Profile: 100-Year Warning:Divided flow computed for this cross-s ection. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, water surface was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100589 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100589 Profile: 100-Year Warning:Divided flow computed for this cross-s ection. Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100540 Profile: 50-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.River: Naugatuck River Reach: I-84 Waterbury R S: 100540 Profile: 100-Year Note: Multiple critical depths were found at this location. The critical depth with the lowest , valid, energy was used.

33

APPENDIX C Supporting Calculations for Scour Analyses

Plotted Date: 7/16/2015Route 8 Bypass USGS Location Map.dgnFilenam e: Model: 3D Design

CONNECTICU

T

DE

PA

RT

ME

NT

O F TRANS

PO

RT

ATI

ON


DEPARTM ENT OF TRANSPORTATIONOVER THE NAUGATUCK RIVER

OF ROUTE 8 & I-84 BRIDGES

REHABILITATION

Project Title:Town:

Drawing Title:

W ATERBURY

LOCATION M AP

USGS

83

CO

OR

DIN

AT

E G

RID

AD

CO

NN

EC

TIC

UT

SCALE 1" = 2,000'

2,000 1,000 0 2,000

PROJECT LOCATION

SOURCE: USGS W ATERBURY, CT QUADRANGLE, DATED 2015

Made by Date Job No.Checked by Date Sheet No. 1 of 13

For Backchecked by Date

2. Total Scour is the greater of the sum of Abutment Scour and Contraction Scour or Abutment Scour

and Pressure Scour.

Streambed

Material

Storm

Event

CTDOT

Amended

Abutment

Scour (ft)

Abutment

Location

Notes:1. The Abutments are located above the water surface elevations. Therefore, the abutments are not impacted by

contraction scour.

RightLeft 0.00 0.00 0.00 0.00

Abutment Scour

0.00Right 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.000.000.000.000.00

Left0.00

100-Year

50-Year

D50 = 0.5mm

D50 = 0.5mm

Total

Scour

(ft)

Summary of Scour Analysis Results - Temporary Bridge 001

Contraction

Scour (ft)1

Pressure

Scour (ft)

NCHRP

Total

Scour

(ft)

151-326 Route 8 NB Bypass

58681SCF 11/21/16DNM 12/06/16

W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx



Step 1: Determine if Pressure Flow Exists.

Storm Event100-Year50-Year

EquationLive-BedLive-Bed

Clear-Water Step 3: Calculation of Average Depth in Contracted Section (Y2)Storm

Event

W

(ft)

Dm

(ft)

D50

(ft)

Pressure Flow Scour Analysis - Temporary Bridge 001

100-Year50-Year

Storm EventFlow at or Above

Low Chord?NoNo

Step 2: Determine if Clear-Water or Live-Bed(See Contraction Scour Calculations from HEC-RAS)

58681


SCF 11/21/16DNM 12/06/16

100-Year50-Year

0.00770.0077

KuQ

(cfs)N/AN/A

Y2

(ft)

D50

(mm)87.987.9

0.500.50

0.00160.0016

0.00210.0021

N/AN/A

Live-Bed Step 3A: Adjust Upstream Discharge for Overtopping Flows

100-Year50-Year

N/AN/A

WSEL at

U/S Face

(ft)

Q1

(cfs)

Storm

Event

259.83257.32

Overtopping

Elevation

(ft)

270.1270.1

Low Chord

Elevation

(ft)

268.4268.4

hb

(ft)

T

(ft)

hue

(ft)

Que

(ft)

N/AN/A

Live-Bed Step 3B: Average Depth in the Contracted Section (Y2)

Storm

Event

Q1 or

Que

(cfs)

100-Year N/A

hu

(ft)

27.3427.34

1.70 N/A 15.6113.06N/A1.70

ω

(m/s)

0.065

S1

(ft/ft)

0.00083

0.00 0.00

50-Year N/A

Q2

(cfs)

N/AN/A

W1

(ft)

W2

(ft)

Y1

(ft)

86.786.7

87.9 15.6187.9 13.06

Storm

Event

100-Year50-Year

-16.13

Y2

(ft)

N/AN/A

Ys

(ft)

0.065

ω

(ft/s)

0.21330.2133

Live-Bed Step 3B: Average Depth in the Contracted Section (Y2) (Continued)

V*

(ft/s)V*/ω k1

Y2

(ft)

N/A N/A 0.69 N/AN/A N/A 0.69 N/A

0.00084

hw

(ft)

Clear-Water:Y2 = (KuQ2/Dm

2/3W2)3/7

Equations:

Live-Bed: Que = Q1 (hue/hu)8/7

, Y2 = Y1 ((Q2/Que)6/7

(W1/W2)k1

)

Ys = Y2 + t - hb, t = hb (0.5(hbht/hu2)0.2

(1 - hw/ht)-0.1)

0.00100-Year50-Year

Step 4: Pressure Scour Calculation

27.34

hb

(ft)

Storm

Event

27.34

hu

(ft)

15.6113.06

ht

(ft)

-11.73-14.28

T

(ft)

1.701.70 0.00

t

(ft)

-14.44




Y2

Q1

Q2

Depth in contracted section after contraction scour (ft)

Flow in upstream channel transporting sediment (ft3/s)

Flow through the bridge (See Page 6.25 HEC-18 5th

Ed.) (ft3/s)

Live Bed Pressure Scour LegendDepth in upstream main channel (ft)Y1

58681

151-326 Route 8 NB Bypass12/06/16

SCF


11/21/16DNM

hw

Q1

Que

tTY2

Bottom width of the upstream main channel that is transporting bed material.

Approximated as the top width of the channel.Bottom width of the main channel in the contracted section.

Approximated as the top width of the channel.W2

W1

(gy1S1)1/2

, shear velocity in the upstream section (ft/s)

Acceleration of gravity (32.2 ft/s2)

Fall velocity of bed material based on the D50, (ft/s)

Slope of energy grade line of main channel (ft/ft)

Y2

Que

k1

V*ωg

Dm

WKu

Depth in contracted section after contraction scour (ft)Discharge through the culvert (cfs)Diameter of smallest nontransportable particle of bed material (1.25 D50)

Bottom width of the contracted section (ft)0.0077 (English Units)

Effective channel discharge for live-bed conditions and bridge overtopping flow (ft3/s)

Exponent determined by V*/ω

S1

Ys

Pressure Scour LegendVertical Size of the Bridge Opening Prior to ScourDistance from the Water Surface to the Low ChordUpstream Channel Flow DepthEffective Upstream Channel Flow Depth for Live-Bed Conditions and Bridge OvertoppingWeir Flow HeightUpstream Channel DischargeEffective Channel Discharge for Live-Bed Conditions and Bridge Overtopping FlowMaximum Thickness of the Flow Separation ZoneHeight of the Obstruction Including Girders, Deck, and ParapetAverage Depth in the Contracted SectionDepth of Pressure Scour

Clear Water Legend

hb

ht

hu

hue

Q



For Backchecked by Date151-326 Route 8 NB Bypass

CTDOT Amended Abutment Scour Analysis - Temporary Bridge 001

Abutment

Location

L

(ft)

Y1

(ft)L/Y1 K1

SCF 11/21/16 58681DNM 12/06/16

Left

(East)Right

(West)

Ys

(ft)

Abutment

Station

Floodplain

Limit Station1905.10 1835.45

Right

Length of Abutment (L) Depth of Flow at Abutments (Y1)

AbutmentAbutment

Station

Floodplain

Limit StationL

2069.70 2063.60

L

69.65-6.10

theta

(deg)K2

L'

(ft)

Ae

(ft2)

1.02 28.2 261.58 3.44 388.6769.65 0.00 N/A 0.82 103.0

theta

(deg)K2

L'

(ft)

Ae

(ft2)

Ya

(ft)

Qe

(cfs)

Ve

(ft/s)Fr

-6.10 0.00 N/A 0.82 103.0 1.02 12.0 2.88 0.91

-13.90 0.00 N/A 0.82

Ys

(ft)

Left

(East)45.61 0.00 N/A 0.82 103.0 1.02 19.6 114.6 2.71 131.3 1.15 0.123 0.00

Abutment

Location

L

(ft)

Y1

(ft)L/Y1 K1

Design Event:

Check Event:

LeftRight

Abutment

Length of Abutment (L)Check Event: 100-Year

Depth of Flow at Abutments (Y1)

Abutment WSELStreambed

Elevation

0.0 0.00 0.000 0.00

50-Year

103.0 1.02

257.14 268.00 0.00

Right

(West)

Y1

Left 257.14 260.00 0.00

0.0 0.00 0.00

1.49 0.141 0.00

1.45 0.50 0.093 0.00

Ya

(ft)

Qe

(cfs)

Ve

(ft/s)Fr

255.46 268.00 0.00

100-Year

Right 2069.70 2055.80 -13.90 Right


ElevationY1

Left 1905.10 1859.49 45.61 Left 255.46 260.00 0.00

Design Event: 50-Year




Effective Area Blocked by Abutment

at the Approach Section (Ae)

100-Year



SCF 11/21/16 58681DNM 12/06/16

Check Event:

0.66 100.00% 0.6624.57 100.00% 24.57

100.00% 0.00100.00% 0.00

5.36 53.81% 2.88100.00% 0.00

Left Abutment Right Abutment

Area (ft2) % Effective Ae (ft)

100.00% 0.00100.00% 0.00

% Effective Ae (ft)Area (ft2)

100.00% 0.00100.00% 0.00

100.00% 0.00100.00% 0.00

Flow Blocked by Abutment

at the Approach Section (Qe)

100.00% 0.002.88Total Ae =

100.00% 0.00100.00% 0.00

131.04 61.62% 80.74261.58Total Ae =

60.06 100.00% 60.0695.55 100.00% 95.55

Note: Ineffective Areas of the Section have been omitted from the tables.

100.00% 0.00 100.00% 0.00

100.00% 0.00 2.70 53.81% 1.45100.00% 0.00100.00% 0.00 100.00% 0.00

100.00% 0.00

Ya (ft)

Average Flow Depth in

Approach Floodplain (Ya)

Left

Abutment

Right

Abutment

252.18 61.62% 155.39 100.00% 0.00148.97 100.00% 148.97 100.00% 0.00

0.11 100.00% 0.11 100.00% 0.00

0.91

1.343.285.22

0.19

7.163.44


Flow (cfs) % Effective Qe (cfs) Flow (cfs) % Effective Qe (cfs)

Left Abutment

Effective Length of Abutment (L')

Calculated Using HEC-18 Unit Discharges Based on

Abutment Flow Tube

100.00% 0.0068.71 100.00% 68.71 100.00% 0.00

Total Qe = 388.67 Total Qe = 1.45

15.49 100.00% 15.49

252.1818.2913.79388.6728.19

QFlow Tube (cfs)WidthFlow Tube (ft)

qFlow Tube (cfs)Qe (cfs)

L'

Qe (cfs) 1.45L' 12.00

Right AbutmentQFlow Tube (cfs) 2.7

WidthFlow Tube (ft) 22.3qFlow Tube (cfs) 0.12

Ya (ft)

0.91




Left

Abutment





SCF 11/21/16

Left Abutment

58681DNM 12/06/16




Ya (ft)

100.00% 0.00 0.00 0.00% 0.00 0.00

Area (ft2) % Effective Ae (ft) Area (ft

2) % Effective

0.00

Right

AbutmentAe (ft) Ya (ft)

Right Abutment

100.00% 0.00 100.00% 0.00100.00% 0.00 100.00%

0.00100.00% 0.00 100.00% 0.00100.00% 0.00 100.00%

0.0013.67 100.00% 13.67 100.00% 0.00 0.85

100.00% 0.00 100.00%

0.00 2.6784.38 61.62% 51.99 100.00% 0.00 4.6148.89 100.00% 48.89 100.00%

0.00





Total Ae = 114.55 Total Ae = 0.00 2.71

0.00100.00% 0.00 100.00% 0.00100.00% 0.00 0.00 0.00%

0.00100.00% 0.00 100.00% 0.00100.00% 0.00 100.00%

0.00100.00% 0.00 100.00% 0.00100.00% 0.00 100.00%

0.0049.35 100.00% 49.35 100.00% 0.006.44 100.00% 6.44 100.00%

0

0.00Total Qe = 131.29 Total Qe = 0.00

122.53 61.62% 75.50 100.00%



Abutment Flow TubeLeft Abutment Right Abutment

QFlow Tube (cfs) 122.53 QFlow Tube (cfs)

Qe (cfs) 131.29 Qe (cfs) 0.00L' 19.60 L' 0.00

WidthFlow Tube (ft) 18.29 WidthFlow Tube (ft) 0qFlow Tube (cfs) 6.70 qFlow Tube (cfs) 0.00




yc = (q2f/KuD501/3

)6/7

yc = y1 (q2c/q1)6/7

Legend

ymax = αb yc

ys = ymax - y0

ymax = αa yc

Live-Bed

Equations:

Clear-Water

Flow depth prior to scour, ftUpstream channel flow depth, ftFlow depth including live-bed or clear-water contraction scour, ftMax. flow depth resulting from abutment scour, ftAbutment scour depth, ft

11.17 English unitsEmbankment Length, ft

Upstream channel unit discharge, ft2/s

Unit discharge in the constricted opening accounting for non-uniform flow distribution, ft2/s


Amplification factor for live-bed conditionsAmplification factor for clear-water conditions

Bridge Open Area, ft2

Floodplain width, ftParticle size with 50 percent finer, ft

q1

q2c

q2f

QBridge

qf

αA

αB

ABridge

Bf

D50

Ku

L

y0

y1

yc

ymax

ys

Discharge though the bridge from HEC-RAS tables, cfs

Unit discharge in the floodplain upstream of the bridge, ft2/s


QBridge

(cfs)

ABridge

(ft2)

q2f

(cfs/ft)

qf

(cfs/ft)

D50

(mm)

yc

(ft)

Clear-Water Scour

Velocity

Calculation

Method

1835.45 1905.10 69.65 1948.70 113.25 61.5% Clear-Water

DNM 12/06/16SCF 11/21/16 58681

Left

(East)

0.00 0.00 Q/A of Bridge

National Cooperative Highway Research Program (NCHRP) 24-20 Abutment Scour Analysis - Temporary Bridge 001

Check Event: 100-Year

Right

(West)

Abutment

Location

Abutment

Station

L

(ft)

Channel

Bank

Station

Bf

(ft)

L/Bf

(%)

Floodplain

Limit

Station

Contraction

Scour

Type

Set-Back

Length

(ft)

Set-Back

Ratio

43.60

y0

(ft)

0.00 0.00 Q/A of Bridge

2063.60 2069.70 6.1 2035.40 28.20 21.6% Clear-Water 34.30

ymax

(ft)

13,350 -0.15 N/A 87.9 N/A

Right

(West)

Abutment

Location

Left

(East)

QBridge

(cfs)

ABridge

(ft2)

VBridge

(ft/s)

VApproach

(ft/s)

y1

(ft)

Abutment

Location

Left

(East)Right

(West)

Abutment

Location

Left

(East)

q1

(cfs/ft)

Bridge

Opening

Width (ft)

q2c

(cfs/ft)

WSEL

at

Bridge

257.14

Live-Bed Scour

Streambed

Elevation at

Abutment

87.9 N/A N/A N/A 1.7 N/A13,350 955.84 13.97 8.71 -8.15 N/A

N/A N/A 1.7 N/A955.84 13.97 8.71

q2c/q1

yc

(ft)αA

257.14

Low

Chord

Elevation

268.40 0

0

Upstream

Floodplain

Depth (ft)

5.9

4.86

13,350

13,350

955.84

955.84

VBridge

(ft/s)

13.97

13.97

260.00

268.00

Depth of

Flow at

Abutment (ft)

0.00

0.00268.40

Ku

11.17

11.17

82.4

67.88

q2f/qf

0.00

0.00

0.00

0.00

αB

1.7

1.2

ymax

(ft)

0.00

0.00

0.50

0.50

D50

(ft)

0.0016

0.0016

Total Scour

y0

(ft)

0.00

0.00

ys

(ft)

0.00

0.00

Low

Chord

Elevation

268.40

268.40

Streambed

Elevation at

Abutment

260.00

268.00

ymax

(ft)

0.00

0.00

WSEL

at

Bridge

257.14

257.14Right

(West)




yc = (q2f/KuD501/3

)6/7

Clear-Water ymax Max. flow depth resulting from abutment scour, ftymax = αb yc ys Abutment scour depth, ft

ymax = αa yc y0 Flow depth prior to scour, ft

yc = y1 (q2c/q1)6/7 y1 Upstream channel flow depth, ft

yc Flow depth including live-bed or clear-water contraction scour, ft

ys = ymax - y0 QBridge Discharge though the bridge from HEC-RAS tables, cfsLive-Bed qf Unit discharge in the floodplain upstream of the bridge, ft

2/s

q2c Unit discharge in the constricted opening accounting for non-uniform flow distribution, ft2/s

Equations: q2f Unit discharge in the constricted opening accounting for non-uniform flow distribution, ft2/s

0.00 0.00L Embankment Length, ftq1 Upstream channel unit discharge, ft

2/s

Right

(West)0.00 257.32 268.40 268.00

0.00 0.00D50 Particle size with 50 percent finer, ftKu 11.17 English units

Left

(East)0.00 257.32 268.40 260.00

y0

(ft)

ys

(ft)

αA Amplification factor for live-bed conditionsαB Amplification factor for clear-water conditions

ABridge Bridge Open Area, ft2

Bf Floodplain width, ft

Abutment

Location

ymax

(ft)

WSEL

at

Bridge

Low

Chord

Elevation

Streambed

Elevation at

Abutment

0.00 1.2 0.00

Total Scour Legend

43.7 0.00 11.17 0.50 0.00169,600 812.75 11.81 0 3.70Right

(West)257.32 268.40 268.00 0.00

0.50 0.0016 0.00 1.5 0.00

yc

(ft)αB

ymax

(ft)

4.59 54.22 0.00 11.17Left

(East)257.32 268.40 260.00 0.00 9,600 812.75 11.81 0

Clear-Water Scour

Abutment

Location

WSEL

at

Bridge

Low

Chord

Elevation

Streambed

Elevation at

Abutment

Depth of

Flow at

Abutment (ft)

QBridge

(cfs)

ABridge

(ft2)

VBridge

(ft/s)

q2f

(cfs/ft)

Upstream

Floodplain

Depth (ft)

qf

(cfs/ft)q2f/qf Ku

D50

(mm)

D50

(ft)

N/A N/A 1.5 N/A

-2.70 N/A 87.9 N/A N/A

Right

(West)9,600 812.75 11.81 7.77 -10.70 N/A 87.9 N/A

11.81 7.77

Live-Bed Scour

Abutment

Location

QBridge

(cfs)

ABridge

(ft2)

VBridge

(ft/s)

VApproach

(ft/s)

y1

(ft)

q1

(cfs/ft)

Bridge

Opening

Width (ft)

q2c

(cfs/ft)q2c/q1

yc

(ft)αA

ymax

(ft)

N/A 1.5 N/ALeft

(East)9,600 812.75

0.00 Q/A of Bridge

Right

(West)2069.70 2069.70 0 2035.40 34.30 0.0% Clear-Water 34.30 0.00 0.00 Q/A of Bridge

89.21 51.1% Clear-Water 43.60 0.00Left

(East)1859.49 1905.10 45.61 1948.70

Contraction

Scour

Type

Set-Back

Length

(ft)

y0

(ft)

Set-Back

Ratio

Velocity

Calculation

Method

Abutment

Station

L

(ft)

Channel

Bank

Station

Bf

(ft)

L/Bf

(%)

SCF 11/21/16 58681DNM 12/06/16




Abutment

Location

Floodplain

Limit

Station




For Date

Plan: Temporary Naugatuck River I-84 Waterbury RS: 101095 Profile: 100-Year Approach

E.G. Elev (ft) 260.89 Element Left OB Channel Right OB

Vel Head (ft) 1.05 Wt. n-Val. 0.07 0.03 0.07

W.S. Elev (ft) 259.85 Reach Len. (ft) 5 50 50

Crit W.S. (ft) 253.41 Flow Area (sq ft) 667.83 1353.81 136.93

S1 = E.G. Slope (ft/ft) 0.00083 Area (sq ft) 903.98 1353.81 197.46

Q Total (cfs) 13350 Flow (cfs) 1328.56 11790.44 231 = Q1

Top Width (ft) 389.49 Top Width (ft) 208.55 86.7 94.25 = W1

Vel Total (ft/s) 6.18 Avg. Vel. (ft/s) 1.99 8.71 1.69 = V1

Max Chl Dpth (ft) 16.85 Hydr. Depth (ft) 5.900 15.610 4.860 = Y1

Conv. Total (cfs) 463462.7 Conv. (cfs) 46122.800 409320.300 8019.500

Length Wtd. (ft) 47.76 Wetted Per. (ft) 113.8 89.77 29.88

Min Ch El (ft) 243 Shear (lb/sq ft) 0.3 0.78 0.24

Alpha 1.76 Stream Power (lb/ft s) 2427.6 0 0

Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 0.84 18.06 0.69

C & E Loss (ft) 0.01 Cum SA (acres) 0.55 1.47 0.19

Plan: Temporary Naugatuck River I-84 Waterbury RS: 101045 Profile: 100-Year U/S Face





E.G. Slope (ft/ft) 0.00076 Area (sq ft) 239.09 1632.44 166.4

Q Total (cfs) 13350 Flow (cfs) 0.04 13249.81 100.15

Top Width (ft) 317.36 Top Width (ft) 95.76 110.5 111.1

Vel Total (ft/s) 7.71 Avg. Vel. (ft/s) 0.08 8.12 1.01

Max Chl Dpth (ft) 16.93 Hydr. Depth (ft) 5.17 14.77 2.34


Length Wtd. (ft) 2 Wetted Per. (ft) 10.33 112.67 44.26

Min Ch El (ft) 242.9 Shear (lb/sq ft) 0 0.69 0.11


Frctn Loss (ft) 0 Cum Volume (acre-ft) 0.77 16.34 0.48


Plan: Temporary Naugatuck River I-84 Waterbury RS: 100910 BR U Profile: 100-Year



W.S. Elev (ft) 257.14 Reach Len. (ft) 163.3 163.3 163.3


E.G. Slope (ft/ft) 0.007323 Area (sq ft) 17 940.88 14.68







Min Ch El (ft) 242.9 Shear (lb/sq ft) 0.02 2.78 1.71




Plan: Temporary Naugatuck River I-84 Waterbury RS: 100910 Profile: 100-Year

E.G. US. (ft) 260.85 Element Inside BR US Inside BR DS

W.S. US. (ft) 259.83 E.G. Elev (ft) 260.22 258.81

Q Total (cfs) 13350 W.S. Elev (ft) 257.14 256.63

Q Bridge (cfs) 13350 Crit W.S. (ft) 255.05 253.97

Q Weir (cfs) Max Chl Dpth (ft) 14.24 13.73

Weir Sta Lft (ft) Vel Total (ft/s) 13.97 11.32

Weir Sta Rgt (ft) Flow Area (sq ft) 955.84 1179.04

Weir Submerg Froude # Chl 0.66 0.64

Weir Max Depth (ft) Specif Force (cu ft) 11586.5 11235.04

Min El Weir Flow (ft) 274.01 Hydr Depth (ft) 11.18 9.39

Min El Prs (ft) 269 W.P. Total (ft) 166.29 202.19

Delta EG (ft) 2.63 Conv. Total (cfs) 156009.6 192104.8

Delta WS (ft) 2.79 Top Width (ft) 145.34 125.6

BR Open Area (sq ft) 2403.29 Frctn Loss (ft) 0.96 0.09

BR Open Vel (ft/s) 13.97 C & E Loss (ft) 0.45 0.5

Coef of Q Shear Total (lb/sq ft) 2.63 1.76

Br Sel Method Energy only Power Total (lb/ft s) 1128.7 1128.7

Made by 58681

Checked by





For Date







Q Total (cfs) 9600 Flow (cfs) 693.07 8800.58 106.35 = Q1

Top Width (ft) 265.11 Top Width (ft) 158 86.7 20.4 = W1



Conv. Total (cfs) 331676 Conv. (cfs) 23945.300 304056.300 3674.300


Min Ch El (ft) 243 Shear (lb/sq ft) 0.24 0.66 0.18
















Min Ch El (ft) 242.9 Shear (lb/sq ft) 0 0.55 0.11


Frctn Loss (ft) 0 Cum Volume (acre-ft) 0.35 14.03 0.36




















W.S. US. (ft) 257.32 E.G. Elev (ft) 257.66 256.57









Min El Prs (ft) 269 W.P. Total (ft) 154.49 184.48







Made by

Backchecked by

Checked by


58681




For Date


Pos Left Sta Right Sta Flow Area W.P. Percent Hydr Velocity Shear Power

(ft) (ft) (cfs) (sq ft) (ft) Conv Depth(ft) (ft/s) (lb/sq ft) (lb/ft s)

1 LOB 1644.28 1664.25 0 8.92 6 0 3.22 0 0.08 0

2 LOB 1664.25 1684.23 0 62.59 19.98 0 3.13 0 0.16 0

3 LOB 1684.23 1704.2 0 59.06 19.98 0 2.96 0 0.15 0

4 LOB 1704.2 1724.18 0 55.53 19.98 0 2.78 0 0.14 0

5 LOB 1724.18 1744.15 0 42.36 20.04 0 2.12 0 0.11 0

6 LOB 1744.15 1764.13 0 7.68 12.68 0 0.61 0 0.03 0

7 LOB 1764.13 1784.1 0 0.000

8 LOB 1784.1 1802.39 0.000 0.000

9 LOB 1802.39 1820.68 0 0

10 LOB 1820.68 1838.97 0.11 0.66 3.54 0 0.19 0.17 0.01 0

11 LOB 1838.97 1857.26 15.49 24.57 18.39 0.12 1.34 0.63 0.07 0.04

12 LOB 1857.26 1875.54 68.71 60.06 18.39 0.51 3.28 1.14 0.17 0.19

13 LOB 1875.54 1893.83 148.97 95.55 18.39 1.12 5.22 1.56 0.27 0.42

14 LOB 1893.83 1912.12 252.18 131.04 18.39 1.89 7.16 1.92 0.37 0.71 Labut = 1905.1

15 LOB 1912.12 1930.41 382.22 168.2 18.4 2.86 9.2 2.27 0.47 1.08

16 LOB 1930.41 1948.7 460.88 187.77 18.3 3.45 10.27 2.45 0.53 1.3

17 Chan 1948.7 1956.58 722.09 101.18 8.88 5.41 12.84 7.14 0.59 4.21

18 Chan 1956.58 1964.46 958.87 115.12 8.01 7.18 14.61 8.33 0.74 6.2

19 Chan 1964.46 1972.35 1122.7 126.55 8.01 8.41 16.06 8.87 0.82 7.26

20 Chan 1972.35 1980.23 1229.1 132.77 7.89 9.21 16.84 9.26 0.87 8.07

21 Chan 1980.23 1988.11 1229.9 132.78 7.88 9.21 16.85 9.26 0.87 8.08

22 Chan 1988.11 1995.99 1229.9 132.78 7.88 9.21 16.85 9.26 0.87 8.08

23 Chan 1995.99 2003.87 1229.9 132.78 7.88 9.21 16.85 9.26 0.87 8.08

24 Chan 2003.87 2011.76 1228.1 132.73 7.89 9.2 16.84 9.25 0.87 8.06

25 Chan 2011.76 2019.64 1138.5 127.3 7.96 8.53 16.15 8.94 0.83 7.4

26 Chan 2019.64 2027.52 1007.4 118.29 7.96 7.55 15.01 8.52 0.77 6.55

27 Chan 2027.52 2035.4 694.05 101.53 9.5 5.2 12.88 6.84 0.55 3.78

28 ROB 2035.4 2057.7 228.3 131.57 23.7 1.71 5.9 1.74 0.29 0.5

29 ROB 2057.7 2080 2.7 5.36 6.17 0.02 0.91 0.5 0.04 0.02 Rabut = 2069.7

30 ROB 2080 2102.3 0 0

31 ROB 2102.3 2124.6 0 0

32 ROB 2124.6 2146.9 0 0

33 ROB 2146.9 2169.2 0 0

34 ROB 2169.2 2191.5 0 0

35 ROB 2191.5 2215.11 0 3.88 7.41 0 0.53 0 0.03 0

36 ROB 2215.11 2238.72 0 27.64 23.62 0 1.17 0 0.06 0

37 ROB 2238.72 2262.33 0 24.01 23.61 0 1.02 0 0.05 0

38 ROB 2262.33 2285.94 0 4.99 11.53 0 0.43 0 0.02 0

Made by 58681

Checked by





For Date




1 LOB 1635.5 1670.95 0 108.86 38.58 0 3.08 0 0.13 0

2 LOB 1670.95 1706.4 0 98.31 35.46 0 2.77 0 0.13 0

3 LOB 1706.4 1750.64 0 31.41 24.97 0 1.26 0 0.06 0

4 LOB 1750.64 1794.88 0 0

5 LOB 1794.88 1839.12 0 0

6 LOB 1839.12 1883.36 0.00 0.00

7 LOB 1883.36 1927.6 0.00 0.00

8 LOB 1927.6 1928.7 0.04 0.51 10.33 0 5.17 0.08 0 0

9 Chan 1928.7 1938.75 721.95 109.7 10.11 5.41 10.92 6.58 0.51 3.39

10 Chan 1938.75 1948.79 856.49 121.54 10.11 6.42 12.1 7.05 0.57 4.02

11 Chan 1948.79 1958.84 1034.79 136.81 10.24 7.75 13.62 7.56 0.63 4.8

12 Chan 1958.84 1968.88 1306.2 157.43 10.25 9.78 15.67 8.3 0.73 6.05

13 Chan 1968.88 1978.93 1502.05 169.95 10.07 11.25 16.92 8.84 0.80 7.08

14 Chan 1978.93 1988.97 1506.24 170.08 10.05 11.28 16.93 8.86 0.8 7.1

15 Chan 1988.97 1999.02 1506.26 170.08 10.05 11.28 16.93 8.86 0.8 7.1

16 Chan 1999.02 2009.06 1506.24 170.08 10.05 11.28 16.93 8.86 0.8 7.12

17 Chan 2009.06 2019.11 1402.42 163.64 10.15 10.51 16.29 8.57 0.76 6.6

18 Chan 2019.11 2029.16 1186.26 148.07 10.17 8.89 14.74 8.01 0.69 5.54

19 Chan 2029.16 2039.2 720.9 115.07 11.42 5.4 11.45 6.26 0.48 3

20 ROB 2039.2 2064.88 96.85 89.88 27.36 0.73 3.5 1.08 0.16 0.17

21 ROB 2064.88 2090.56 3.29 9.75 16.9 0.02 0.58 0.34 0.03 0.01

22 ROB 2090.56 2116.24 0 0

23 ROB 2116.24 2141.92 0 0

24 ROB 2141.92 2167.6 0.00 0.00

25 ROB 2167.6 2191.73 0.00 0.00

26 ROB 2191.73 2215.86 0.0 0.0

27 ROB 2215.86 2239.99 0 15.94 17.28 0 0.93 0 0.04 0

28 ROB 2239.99 2264.12 0 26.9 24.13 0 1.11 0 0.1 0.0

29 ROB 2264.12 2288.25 0 23.15 24.16 0 0.96 0 0.05 0

30 ROB 2288.25 2312.38 0 0.78 3.15 0 0.25 0 0.01 0.0

Made by 58681

Checked by





For Date




1 LOB 1644.28 1664.25 0 1.88 3.45 0 0.68 0 0.03 0

2 LOB 1664.25 1684.23 0 11.64 19.98 0 0.58 0 0.03 0

3 LOB 1684.23 1704.2 0 8.11 19.98 0 0.41 0 0.02 0

4 LOB 1704.2 1724.18 0 4.58 19.98 0 0.23 0 0.01 0

5 LOB 1724.18 1744.15 0 0.65 6.12 0 0.11 0 0.01 0

6 LOB 1744.15 1764.13 0 0

7 LOB 1764.13 1784.1 0 0.000

8 LOB 1784.1 1802.39 0.000 0.000

9 LOB 1802.39 1820.68 0 0

10 LOB 1820.68 1838.97 0 0

11 LOB 1838.97 1857.26 0 0

12 LOB 1857.26 1875.54 6.44 13.67 16.14 0.07 0.85 0.47 0.04 0.02

13 LOB 1875.54 1893.83 49.35 48.89 18.39 0.51 2.67 1.01 0.14 0.14

14 LOB 1893.83 1912.12 122.53 84.38 18.39 1.28 4.61 1.45 0.24 0.35 Labut = 1905.1

15 LOB 1912.12 1930.41 225.05 121.54 18.4 2.34 6.65 1.85 0.35 0.64

16 LOB 1930.41 1948.7 289.7 141.11 18.3 3.02 7.72 2.05 0.4 0.83

17 Chan 1948.7 1956.58 499.98 81.07 8.88 5.21 10.29 6.17 0.48 2.94

18 Chan 1956.58 1964.46 697.51 95.02 8.01 7.27 12.06 7.34 0.62 4.55

19 Chan 1964.46 1972.35 842.87 106.45 8.01 8.78 13.51 7.92 0.69 5.5

20 Chan 1972.35 1980.23 936.36 112.66 7.89 9.75 14.29 8.31 0.75 6.21

21 Chan 1980.23 1988.11 936.99 112.67 7.88 9.76 14.3 8.32 0.75 6.22

22 Chan 1988.11 1995.99 936.98 112.67 7.88 9.76 14.3 8.32 0.75 6.22

23 Chan 1995.99 2003.87 936.99 112.67 7.88 9.76 14.3 8.32 0.75 6.22

24 Chan 2003.87 2011.76 935.55 112.62 7.89 9.75 14.29 8.31 0.75 6.2

25 Chan 2011.76 2019.64 856.31 107.19 7.96 8.92 13.6 7.99 0.7 5.62

26 Chan 2019.64 2027.52 739.77 98.19 7.96 7.71 12.46 7.53 0.64 4.86

27 Chan 2027.52 2035.4 481.26 81.42 9.5 5.01 10.33 5.91 0.45 2.65

28 ROB 2035.4 2057.7 106.35 75.39 21.67 1.11 3.7 1.41 0.18 0.26

Rabut = 2069.7




1 LOB 1635.5 1670.95 0 20.16 36.07 0 0.57 0 0.03 0

2 LOB 1670.95 1706.4 0 9.39 35.46 0 0.26 0 0.01 0

3 LOB 1706.4 1750.64 0 0 0.2 0 0.01 0 0 0

4 LOB 1750.64 1794.88 0 0

5 LOB 1794.88 1839.12 0 0

6 LOB 1839.12 1883.36 0.00 0.00

7 LOB 1883.36 1927.6 0.00 0.00

8 LOB 1927.6 1928.7 0.02 0.29 7.82 0 3.91 0.06 0 0

9 Chan 1928.7 1938.75 456.98 84.5 10.11 4.76 8.41 5.41 0.38 2.08

10 Chan 1938.75 1948.79 568.66 96.35 10.11 5.92 9.59 5.9 0.44 2.58

11 Chan 1948.79 1958.84 720.77 111.61 10.24 7.51 11.11 6.46 0.5 3.24

12 Chan 1958.84 1968.88 955.1 132.23 10.25 9.95 13.16 7.22 0.59 4.28

13 Chan 1968.88 1978.93 1124.13 144.75 10.07 11.71 14.41 7.77 0.66 5.13

14 Chan 1978.93 1988.97 1127.51 144.88 10.05 11.74 14.42 7.78 0.66 5.16

15 Chan 1988.97 1999.02 1127.52 144.88 10.05 11.75 14.42 7.78 0.66 5.16

16 Chan 1999.02 2009.06 1127.51 144.88 10.05 11.74 14.42 7.78 0.66 5.16

17 Chan 2009.06 2019.11 1037.86 138.45 10.15 10.81 13.78 7.5 0.63 4.7

18 Chan 2019.11 2029.16 850.07 122.88 10.17 8.85 12.23 6.92 0.56 3.84

19 Chan 2029.16 2039.2 466.96 89.87 11.42 4.86 8.95 5.2 0.36 1.88

20 ROB 2039.2 2064.88 36.92 36.34 15.52 0.38 2.59 1.02 0.11 0.11

Made by 58681

Checked by



1700 1800 1900 2000 2100

220

230

240

250

260

270

Bridge Scour RS = 100910

Station (ft)

Ele

vation (

ft)

Legend

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

Contr Scour

Total Scour

TB001 - 50-Year Scour

Existing RailroadBridge Pier. Notincluded in ScourAnalyses

Contraction Scour

Left Channel Right

Input Data

Average Depth (ft): 4.59 13.06 3.70

Approach Velocity (ft/s): 1.69 7.77 1.41

Br Average Depth (ft): 2.98 9.82 3.06

BR Opening Flow (cfs): 0.03 9572.23 27.74

BR Top WD (ft): 0.06 81.74 3.10

Grain Size D50 (mm): 0.50 0.50 0.50

Approach Flow (cfs): 693.07 8800.58 106.35

Approach Top WD (ft): 89.21 86.70 20.40

K1 Coefficient: 0.640 0.690 0.640

Results

Scour Depth Ys (ft): 0.00 4.80 1.71

Critical Velocity (ft/s): 1.70 2.03 1.64

Equation: Clear Live Clear

Pier Scour

Pier: #1 (CL = 1688.3)

Input Data

Pier Shape: Round nose

Pier Width (ft): 3.00

Grain Size D50 (mm):

Depth Upstream (ft): 0.27

Velocity Upstream (ft/s): 0.00

K1 Nose Shape: 1.00

Pier Angle:

Pier Length (ft): 163.30

K2 Angle Coef:

K3 Bed Cond Coef: 1.10


K4 Armouring Coef: 1.00

Set K1 value to 1.0 because angle > 5 degrees

Results

Scour Depth Ys (ft):

Froude #:

Equation: CSU equation

Pier: #2 (CL = 1950.3)

Input Data



Grain Size D50 (mm): 0.50000



K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef: 1.00





Results

Scour Depth Ys (ft): 8.27

Froude #: 0.35


Pier: #3 (CL = 1979.2)

Input Data







K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef:





Results


Froude #:


Pier: #4 (CL = 2020.4)

Input Data

Pier Shape: Group of Cylinders





K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef: 1.00





Results


Froude #: 0.34


Combined Scour Depths

Pier : #1 (CL = 1688.3) (Contr + Pier) (ft):

Pier : #2 (CL = 1950.3) (Contr + Pier) (ft): 13.07




1700 1800 1900 2000 2100

220

230

240

250

260

270


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

Ineff Flow Area

Bridge Deck

Pier

Ground

Ineff

Bank Sta

Contr Scour

Total Scour


Existing RailroadBridge Pier. Notincluded in ScourAnalyses

Contraction Scour

Left Channel Right

Input Data





BR Top WD (ft): 0.07 82.30 3.10

Grain Size D50 (mm): 0.50 0.50 0.50



K1 Coefficient: 0.640 0.690 0.640

Results



Equation: Live Live Clear

Pier Scour

Pier: #1 (CL = 1688.3)

Input Data

Pier Shape: Square nose





K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef:





Results


Froude #:


Pier: #2 (CL = 1950.3)

Input Data

Pier Shape: Group of Cylinders





K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef: 1.00





Results


Froude #: 0.37


Pier: #3 (CL = 1979.2)

Input Data







K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef:





Results


Froude #:


Pier: #4 (CL = 2020.4)

Input Data






K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef: 1.00





Results


Froude #: 0.36










1. Total Scour is the greater of the sum of Abutment Scour and Contraction Scour or Abutment Scour

and Pressure Scour.

Notes:

RightLeft 0.48 0.00 0.00 0.48

100-Year

50-Year

D50 = 0.5mm

D50 = 0.5mm

Total

Scour

(ft)

Streambed

Material

Storm

Event

CTDOT

Amended

Abutment

Scour (ft)

Abutment

Location

Abutment Scour

1.32Right 0.86 0.00 0.00 0.86 1.66

5.30 0.00 3.32 8.62 6.016.296.533.32

Left3.21

Summary of Scour Analysis Results - Temporary Bridge 002

Contraction

Scour (ft)

Pressure

Scour (ft)

NCHRP

Total

Scour

(ft)

1.33


58681SCF 11/22/16DNM 12/06/16




Step 1: Determine if Pressure Flow Exists.

Clear-Water:Y2 = (KuQ2/Dm

2/3W2)3/7

Equations:

Live-Bed: Que = Q1 (hue/hu)8/7

, Y2 = Y1 ((Q2/Que)6/7

(W1/W2)k1

)

Ys = Y2 + t - hb, t = hb (0.5(hbht/hu2)0.2

(1 - hw/ht)-0.1)

0.00100-Year50-Year

Step 4: Pressure Scour Calculation

13.15

hb

(ft)

Storm

Event

13.15

hu

(ft)

15.3712.62

ht

(ft)

2.22-0.53

T

(ft)

6.006.00 0.00

t

(ft)

4.33-3.52

Y2

(ft)

12.14N/A

Ys

(ft)

0.065

ω

(ft/s)

0.21330.2133

Live-Bed Step 3B: Average Depth in the Contracted Section (Y2) (Continued)

V*

(ft/s)V*/ω k1

Y2

(ft)

0.38 1.80 0.64 12.14N/A N/A 0.69 N/A

0.00031

hw

(ft)

0.00 3.32

50-Year N/A

Q2

(cfs)

13,350N/A

W1

(ft)

W2

(ft)

Y1

(ft)

158.9158.9

172.39 15.37172.39 12.62

Storm

Event

100-Year50-Year

Live-Bed Step 3B: Average Depth in the Contracted Section (Y2)

Storm

Event

Q1 or

Que

(cfs)

100-Year 16,536

hu

(ft)

13.1513.15

6.00 19.2 15.3712.62N/A6.00

ω

(m/s)

0.065

S1

(ft/ft)

0.00030

Live-Bed Step 3A: Adjust Upstream Discharge for Overtopping Flows

100-Year50-Year

12,859N/A

WSEL at

U/S Face

(ft)

Q1

(cfs)

Storm

Event

262.05259.29

Overtopping

Elevation

(ft)

267.0267.0

Low Chord

Elevation

(ft)

261.0261.0

hb

(ft)

T

(ft)

hue

(ft)

Que

(ft)

16,536N/A

100-Year50-Year

0.00770.0077

KuQ

(cfs)N/AN/A

Y2

(ft)

D50

(mm)172.39172.39

0.500.50

0.00160.0016

0.00210.0021

N/AN/A

58681


SCF 11/22/16DNM 12/06/16


100-Year50-Year

Storm EventFlow at or Above

Low Chord?YesNo

Step 2: Determine if Clear-Water or Live-Bed(See Contraction Scour Calculations from HEC-RAS)

Storm

Event

W

(ft)

Dm

(ft)

D50

(ft)

Storm Event100-Year50-Year

EquationLive-BedLive-Bed

Clear-Water Step 3: Calculation of Average Depth in Contracted Section (Y2)




Q

Que

Depth in contracted section after contraction scour (ft)Discharge through the culvert (cfs)Diameter of smallest nontransportable particle of bed material (1.25 D50)

Bottom width of the contracted section (ft)0.0077 (English Units)

Ys

Pressure Scour LegendVertical Size of the Bridge Opening Prior to ScourDistance from the Water Surface to the Low ChordUpstream Channel Flow DepthEffective Upstream Channel Flow Depth for Live-Bed Conditions and Bridge OvertoppingWeir Flow HeightUpstream Channel DischargeEffective Channel Discharge for Live-Bed Conditions and Bridge Overtopping FlowMaximum Thickness of the Flow Separation ZoneHeight of the Obstruction Including Girders, Deck, and ParapetAverage Depth in the Contracted SectionDepth of Pressure Scour

Clear Water Legend

hb

ht

hu

hue

Exponent determined by V*/ω

S1

hw

Q1

Que

tTY2

Bottom width of the upstream main channel that is transporting bed material.

Approximated as the top width of the channel.Bottom width of the main channel in the contracted section.

Approximated as the top width of the channel.W2

W1

(gy1S1)1/2

, shear velocity in the upstream section (ft/s)

Acceleration of gravity (32.2 ft/s2)

Fall velocity of bed material based on the D50, (ft/s)

Slope of energy grade line of main channel (ft/ft)

Y2

k1

V*ωg

Dm

WKu

SCF


11/22/16DNM

58681

151-326 Route 8 NB Bypass12/06/16

Live Bed Pressure Scour LegendDepth in upstream main channel (ft)Y1

Effective channel discharge for live-bed conditions and bridge overtopping flow (ft3/s)

Y2

Q1

Q2

Depth in contracted section after contraction scour (ft)

Flow in upstream channel transporting sediment (ft3/s)

Flow through the bridge (See Page 6.25 HEC-18 5th Ed.) (ft

3/s)




259.1 258.80 0.30

100-Year

Right 2083.10 2096.10 13.00 Right


ElevationY1

Left 1892.70 1880.86 11.84 Left 259.1 258.92 0.18


Y1

Left 261.8 258.92 2.88

12.1 53.16 2.31

1.19 0.085 5.30

102.39 1.06 0.089 3.21

Ya

(ft)

Qe

(cfs)

Ve

(ft/s)Fr

Design Event:

Check Event:

LeftRight

Abutment

Length of Abutment (L)Check Event: 100-Year

Depth of Flow at Abutments (Y1)


Elevation

47.9 0.90 0.105 0.86

50-Year

103.0 1.02

261.8 258.80 3.00

Right

(West)

Abutment

Location

L

(ft)

Y1

(ft)L/Y1 K1 K2

L'

(ft)

Ae

(ft2)

Ya

(ft)

Left

(East)11.84 0.18 65.78 0.82 103.0 1.02 28.6 90.2

Qe

(cfs)

Ve

(ft/s)Fr

18.14 3.00 6.05 0.82 103.0 1.02 12.6 96.55 4.38

Length of Abutment (L) Depth of Flow at Abutments (Y1)

AbutmentAbutment

Station

Floodplain

Limit StationL

2083.10 2101.24

L

20.6218.14

1872.08Right

28.6 151.70 6.11 180.79

Ys

(ft)

4.55 89.3 0.99 0.082 0.48

Abutment

Station

Floodplain

Limit Station1892.70

Abutment

Location

L

(ft)

Y1

(ft)L/Y1 K1

theta

(deg)

theta

(deg)

13.00 0.30 43.33 0.82

Right

(West)

20.62 2.88 7.16

Ys

(ft)

11/22/16 58681DNM 12/06/16SCF

0.82 103.0

L'

(ft)

Ae

(ft2)

1.02



Left

(East)

K2




Ya (ft)

7.161.59

102.39L' 12.58

Right AbutmentQFlow Tube (cfs) 138.8

WidthFlow Tube (ft) 17.05qFlow Tube (cfs) 8.14

100.00% 0.00

348.355.16.32

180.7928.60

QFlow Tube (cfs)WidthFlow Tube (ft)

qFlow Tube (cfs)Qe (cfs)

L'

Qe (cfs)



Left Abutment



Abutment Flow Tube

100.00% 0.00100.00% 0.00 100.00% 0.00

Total Qe = 180.79 Total Qe = 102.39

4.386.116.11

Ya (ft)



Left

Abutment

Right

Abutment

348.3 51.91% 180.79 100.00% 0.00100.00% 0.00 100.00% 0.00

100.00% 0.00 100.00% 0.00100.00% 0.00 100.00% 0.00

100.00% 0.00 138.80 70.67% 98.10100.00% 0.00100.00% 0.00 100.00% 0.00

4.29 100.00% 4.29



100.00% 0.0096.55Total Ae =

100.00% 0.00100.00% 0.00

292.27 51.91% 151.70151.70Total Ae =

100.00% 0.00100.00% 0.00

0.00100.00% 0.00

100.00% 0.00100.00% 0.00

86.2410.31 100.00% 10.31


Area (ft2) % Effective Ae (ft)

100.00% 0.00100.00% 0.00

% Effective Ae (ft)Area (ft2)

0.00

100.00% 0.00100.00% 0.00

122.02 70.67%

100.00%

Check Event:


SCF 11/22/16 58681DNM 12/06/16

100.00% 0.00100.00%



100-Year





Qe (cfs) 89.29 Qe (cfs) 47.87L' 28.60 L' 12.06

WidthFlow Tube (ft) 55.1 WidthFlow Tube (ft) 17.05qFlow Tube (cfs) 3.12 qFlow Tube (cfs) 3.97



Abutment Flow TubeLeft Abutment Right Abutment

QFlow Tube (cfs) 172.03 QFlow Tube (cfs) 67.71

0.00Total Qe = 89.29 Total Qe = 47.87

172.03 51.91% 89.29 100.00%

0.00100.00% 0.00 100.00% 0.00100.00% 0.00 100.00%

0.00100.00% 0.00 100.00% 0.00100.00% 0.00 100.00%

0.00100.00% 0.00 100.00% 0.00100.00% 0.00 100.00%

47.85100.00% 0.00 0.02 100.00% 0.02100.00% 0.00 67.71 70.67%

2.31





Total Ae = 90.16 Total Ae = 53.16 4.55

0.00173.7 51.91% 90.16 100.00% 0.00 4.55

100.00% 0.00 100.00%

0.00100.00% 0.00 100.00% 0.00100.00% 0.00 100.00%

0.00100.00% 0.00 100.00% 0.00100.00% 0.00 100.00%100.00% 0.00 100.00% 0.00100.00% 0.00 0.18 100.00%

Ya (ft)

100.00% 0.00 74.97 70.67% 52.98 4.40

Area (ft2) % Effective Ae (ft) Area (ft

2) % Effective

0.18 0.21

Right

AbutmentAe (ft) Ya (ft)

Right Abutment

58681DNM 12/06/16








SCF 11/22/16

Left Abutment Left

Abutment




Total Scour

y0

(ft)

2.08

2.20

ys

(ft)

6.01

6.29

Low

Chord

Elevation

261.00

261.00

Streambed

Elevation at

Abutment

258.92

258.80

ymax

(ft)

8.09

8.49

WSEL

at

Bridge

261.8

261.8Right

(West)

αB

1.2

1.2

ymax

(ft)

8.09

8.49

0.50

0.50

D50

(ft)

0.0016

0.0016

Ku

11.17

11.17

35.86

33.04

q2f/qf

0.34

0.39

6.74

7.07261.8

Low

Chord

Elevation

261.00 12.21

12.91

Upstream

Floodplain

Depth (ft)

6.11

5.63

13,350

13,350

2,274.51

2,274.51

VBridge

(ft/s)

5.87

5.87

258.92

258.80

Depth of

Flow at

Abutment (ft)

2.08

2.20261.00

Live-Bed Scour

Streambed

Elevation at

Abutment

172.39 N/A N/A N/A 1.4 N/A13,350 2,274.51 5.87 5.26 3.32 N/A

N/A N/A 1.4 N/A2,274.51 5.87 5.26

q2c/q1

yc

(ft)αA

ymax

(ft)

13,350 3.2 N/A 172.39 N/A

Right

(West)

Abutment

Location

Left

(East)

QBridge

(cfs)

ABridge

(ft2)

VBridge

(ft/s)

VApproach

(ft/s)

y1

(ft)

Abutment

Location

Left

(East)Right

(West)

Abutment

Location

Left

(East)

q1

(cfs/ft)

Bridge

Opening

Width (ft)

q2c

(cfs/ft)

WSEL

at

Bridge

261.8

27.00

y0

(ft)

2.08 12.98QA of

Overbank

2101.62 2083.10 18.52 2063.30 38.32 48.3% Clear-Water 19.80

DNM 12/06/16SCF 11/22/16 58681

Left

(East)

2.20 9.00QA of

Overbank


Check Event: 100-Year

Right

(West)

Abutment

Location

Abutment

Station

L

(ft)

Channel

Bank

Station

Bf

(ft)

L/Bf

(%)

Floodplain

Limit

Station

Contraction

Scour

Type

Set-Back

Length

(ft)

Set-Back

Ratio

y1

yc

ymax

ys

Discharge though the bridge from HEC-RAS tables, cfs

Unit discharge in the floodplain upstream of the bridge, ft2/s


QBridge

(cfs)

ABridge

(ft2)

q2f

(cfs/ft)

qf

(cfs/ft)

D50

(mm)

yc

(ft)

Clear-Water Scour

Velocity

Calculation

Method

1871.38 1892.70 21.32 1919.70 48.32 44.1% Clear-Water

qf

αA

αB

ABridge

Bf

D50

Ku

L

y0

Amplification factor for live-bed conditionsAmplification factor for clear-water conditions

Bridge Open Area, ft2

Floodplain width, ftParticle size with 50 percent finer, ft

q1

q2c

q2f

QBridge

Upstream channel flow depth, ftFlow depth including live-bed or clear-water contraction scour, ftMax. flow depth resulting from abutment scour, ftAbutment scour depth, ft

11.17 English unitsEmbankment Length, ft

Upstream channel unit discharge, ft2/s



yc = (q2f/KuD501/3

)6/7

yc = y1 (q2c/q1)6/7

Legend

ymax = αb yc

ys = ymax - y0

ymax = αa yc

Live-Bed

Equations:

Clear-Water

Flow depth prior to scour, ft




SCF 11/22/16 58681DNM 12/06/16




Abutment

Location

Floodplain

Limit

Station

Contraction

Scour

Type

Set-Back

Length

(ft)

y0

(ft)

Set-Back

Ratio

Velocity

Calculation

Method

Abutment

Station

L

(ft)

Channel

Bank

Station

Bf

(ft)

L/Bf

(%)

72.97QA of

OverbankRight

(West)2096.01 2083.10 12.91 2063.30 32.71 39.5% Clear-Water 19.80 0.49 40.41

QA of

Overbank

38.70 30.2% Clear-Water 27.00 0.37Left

(East)1881.00 1892.70 11.7 1919.70

5.32 4.67

Live-Bed Scour

Abutment

Location

QBridge

(cfs)

ABridge

(ft2)

VBridge

(ft/s)

VApproach

(ft/s)

y1

(ft)

q1

(cfs/ft)

Bridge

Opening

Width (ft)

q2c

(cfs/ft)q2c/q1

yc

(ft)αA

ymax

(ft)

N/A 1.4 N/ALeft

(East)9,600 1,804.32

Right

(West)9,600 1,804.32 5.32 4.67 0.56 N/A 172.39 N/A N/A N/A 1.4 N/A

0.44 N/A 172.39 N/A N/A

Clear-Water Scour

Abutment

Location

WSEL

at

Bridge

Low

Chord

Elevation

Streambed

Elevation at

Abutment

Depth of

Flow at

Abutment (ft)

QBridge

(cfs)

ABridge

(ft2)

VBridge

(ft/s)

q2f

(cfs/ft)

Upstream

Floodplain

Depth (ft)

qf

(cfs/ft)q2f/qf Ku

D50

(mm)

D50

(ft)

Left

(East)259.29 261.00 258.92 0.37 9,600 1,804.32 5.32 1.969

0.49

0.50 0.0016 1.41 1.2 1.69

yc

(ft)αB

ymax

(ft)

4.55 24.21 0.08 11.17

Abutment

Location

ymax

(ft)

WSEL

at

Bridge

Low

Chord

Elevation

Streambed

Elevation at

Abutment

1.80 1.2 2.15

Total Scour Legend

22.35 0.12 11.17 0.50 0.00169,600 1,804.32 5.32 2.607 4.2Right

(West)259.29 261.00 258.80

y0

(ft)

ys

(ft)

αA Amplification factor for live-bed conditionsαB Amplification factor for clear-water conditions

ABridge Bridge Open Area, ft2

Bf Floodplain width, ft

0.37 1.32D50 Particle size with 50 percent finer, ftKu 11.17 English units

Left

(East)1.69 259.29 261.00 258.92

0.49 1.66L Embankment Length, ftq1 Upstream channel unit discharge, ft

2/s

Right

(West)2.15 259.29 261.00 258.80

ys = ymax - y0 QBridge Discharge though the bridge from HEC-RAS tables, cfsLive-Bed qf Unit discharge in the floodplain upstream of the bridge, ft

2/s

q2c Unit discharge in the constricted opening accounting for non-uniform flow distribution, ft2/s

Equations: q2f Unit discharge in the constricted opening accounting for non-uniform flow distribution, ft2/s

yc = (q2f/KuD501/3

)6/7

Clear-Water ymax Max. flow depth resulting from abutment scour, ftymax = αb yc ys Abutment scour depth, ft

ymax = αa yc y0 Flow depth prior to scour, ft

yc = y1 (q2c/q1)6/7 y1 Upstream channel flow depth, ft

yc Flow depth including live-bed or clear-water contraction scour, ft




For Date








































Top Width (ft) 116.83 Top Width (ft) 97.03 19.8


Max Chl Dpth (ft) 16.31 Hydr. Depth (ft) 20.42 6.9









W.S. US. (ft) 262.05 E.G. Elev (ft) 262.43 262.32









Min El Prs (ft) 263.2 W.P. Total (ft) 340.16 313.77







Made by 58681

Checked by





For Date



















































W.S. US. (ft) 259.29 E.G. Elev (ft) 259.6 259.51









Min El Prs (ft) 263.2 W.P. Total (ft) 253.7 243.28







Made by

Backchecked by

Checked by


58681




For Date




1 LOB 1864.1 1919.2 348.3 292.27 49.78 2.61 6.11 1.19 0.11 0.13 Labut = 1892.70

2 Chan 1919.2 1933.65 891.72 190.83 14.83 6.68 13.21 4.67 0.24 1.12

3 Chan 1933.65 1948.09 1169.07 222.55 14.51 8.76 15.41 5.25 0.28 1.5

4 Chan 1948.09 1962.54 1277.52 234.38 14.45 9.57 16.22 5.45 0.3 1.64

5 Chan 1962.54 1976.98 1291.81 235.88 14.45 9.68 16.33 5.48 0.3 1.66

6 Chan 1976.98 1991.43 1302.57 237.06 14.45 9.76 16.41 5.49 0.3 1.67

7 Chan 1991.43 2005.87 1312.89 238.19 14.45 9.830 16.490 5.510 0.31 1.690

8 Chan 2005.87 2020.32 1279.37 234.57 14.45 9.580 16.240 5.450 0.300 1.640

9 Chan 2020.32 2034.76 1218.28 227.78 14.45 9.13 15.77 5.35 0.29 1.57

10 Chan 2034.76 2049.21 1158.4 221 14.45 8.68 15.3 5.24 0.28 1.49

11 Chan 2049.21 2063.66 1082.05 212.25 14.47 8.11 14.69 5.1 0.27 1.39

12 Chan 2063.66 2078.1 874.93 188.57 14.81 6.55 13.05 4.64 0.24 1.1

13 ROB 2078.1 2095.15 138.8 122.02 18.86 1.04 7.16 1.14 0.12 0.14 Rabut = 2083.10

14 ROB 2095.15 2112.19 4.29 10.31 7.22 0.03 1.59 0.42 0.03 0.01




1 LOB 1815.18 1867.44 0.05 0.32 1.4 0 0.25 0.15 0 0

2 LOB 1867.44 1919.7 545.05 382.33 54 4.08 7.32 1.43 0.15 0.22

3 Chan 1919.7 1932.76 843.07 170.11 13.44 6.32 13.03 4.96 0.27 1.34

4 Chan 1932.76 1945.81 1108.55 198.54 13.12 8.3 15.21 5.58 0.32 1.81

5 Chan 1945.81 1958.86 1216.72 209.63 13.07 9.11 16.06 5.8 0.34 1.99

6 Chan 1958.86 1971.92 1238.49 211.77 13.05 9.28 16.22 5.85 0.35 2.03

7 Chan 1971.92 1984.97 1247.79 212.72 13.05 9.35 16.30 5.87 0.35 2.04

8 Chan 1984.97 1998.03 1257.14 213.68 13.05 9.42 16.37 5.88 0.35 2.06

9 Chan 1998.03 2011.08 1260.48 214.04 13.06 9.44 16.4 5.89 0.35 2.06

10 Chan 2011.08 2024.14 1218.02 209.7 13.06 9.12 16.06 5.81 0.34 1.99

11 Chan 2024.14 2037.19 1166.8 204.37 13.06 8.74 15.65 5.71 0.33 1.91

12 Chan 2037.19 2050.25 1116.47 199.03 13.06 8.36 15.25 5.61 0.33 1.83

13 Chan 2050.25 2063.3 875.22 175.76 13.79 6.56 13.46 4.98 0.27 1.36

14 ROB 2063.3 2080.62 210.08 146.25 18.03 1.57 8.45 1.44 0.2 0.3

15 ROB 2080.62 2097.94 46.08 59.2 18.3 0.35 3.44 0.78 0.1 0.1

Made by 58681

Checked by





For Date




1 LOB 1864.1 1919.2 172.03 173.7 39.77 1.79 4.55 0.99 0.08 0.08 Labut = 1892.70

2 Chan 1919.2 1933.65 609.72 150.96 14.83 6.35 10.45 4.04 0.19 0.78

3 Chan 1933.65 1948.09 850.14 182.68 14.51 8.86 12.65 4.65 0.24 1.12

4 Chan 1948.09 1962.54 946.12 194.51 14.45 9.86 13.47 4.86 0.26 1.25

5 Chan 1962.54 1976.98 958.79 196.02 14.45 9.99 13.57 4.89 0.26 1.26

6 Chan 1976.98 1991.43 968.41 197.2 14.45 10.09 13.65 4.91 0.26 1.28

7 Chan 1991.43 2005.87 977.64 198.33 14.45 10.180 13.730 4.930 0.26 1.290

8 Chan 2005.87 2020.32 947.75 194.7 14.45 9.870 13.480 4.870 0.260 1.250

9 Chan 2020.32 2034.76 893.34 187.91 14.45 9.31 13.01 4.75 0.25 1.18

10 Chan 2034.76 2049.21 840.23 181.13 14.45 8.75 12.54 4.64 0.24 1.11

11 Chan 2049.21 2063.66 773.03 172.39 14.47 8.05 11.93 4.48 0.23 1.02

12 Chan 2063.66 2078.1 595.09 148.7 14.81 6.2 10.29 4 0.19 0.76

13 ROB 2078.1 2095.15 67.71 74.97 18.86 0.71 4.4 0.9 0.08 0.07 Rabut = 2083.10

14 ROB 2095.15 2112.19 0.02 0.18 0.96 0 0.21 0.12 0 0




1 LOB 1867.44 1919.7 291.28 245.26 47.72 3.03 5.29 1.19 0.11 0.13

2 Chan 1919.7 1932.76 575.45 134.17 13.44 5.99 10.28 4.29 0.22 0.94

3 Chan 1932.76 1945.81 805.64 162.6 13.12 8.39 12.46 4.95 0.27 1.35

4 Chan 1945.81 1958.86 901.55 173.69 13.07 9.39 13.31 5.19 0.29 1.52

5 Chan 1958.86 1971.92 920.89 175.84 13.05 9.59 13.47 5.24 0.3 1.55

6 Chan 1971.92 1984.97 929.22 176.79 13.05 9.68 13.54 5.26 0.30 1.57

7 Chan 1984.97 1998.03 937.6 177.75 13.05 9.77 13.62 5.27 0.30 1.58

8 Chan 1998.03 2011.08 940.62 178.1 13.06 9.8 13.64 5.28 0.3 1.59

9 Chan 2011.08 2024.14 902.62 173.77 13.06 9.4 13.31 5.19 0.29 1.52

10 Chan 2024.14 2037.19 856.9 168.43 13.06 8.93 12.9 5.09 0.28 1.45

11 Chan 2037.19 2050.25 812.13 163.1 13.06 8.46 12.49 4.98 0.28 1.37

12 Chan 2050.25 2063.3 605.99 139.82 13.79 6.31 10.71 4.33 0.22 0.97

13 ROB 2063.3 2080.62 109.44 98.58 18.03 1.14 5.69 1.11 0.12 0.13

14 ROB 2080.62 2097.94 10.69 20.4 11.51 0.11 1.86 0.52 0.0 0.0

Made by 58681

Checked by



1850 1900 1950 2000 2050 2100

240

250

260

270


Station (ft)

Ele

vation (

ft)

Legend

WS 50-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

Contr Scour

Total Scour


Contraction Scour

Left Channel Right

Input Data





BR Top WD (ft): 28.25 134.60 19.80

Grain Size D50 (mm): 0.50 0.50 0.50



K1 Coefficient: 0.640 0.640 0.640

Results



Equation: Clear Live Clear

Pier Scour

Pier: #1 (CL = 1943.5)

Input Data






K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef: 1.00





Results


Froude #: 0.24


Pier: #2 (CL = 2002.5)

Input Data






K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef: 1.00





Results


Froude #: 0.25


Pier: #3 (CL = 2039.5)

Input Data







K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef: 1.00





Results


Froude #: 0.25







1850 1900 1950 2000 2050 2100

240

250

260

270


Station (ft)

Ele

vation (

ft)

Legend

WS 100-Year

Bridge Deck

Pier

Ground

Ineff

Bank Sta

Contr Scour

Total Scour


Contraction Scour

Left Channel Right

Input Data



Br Average Depth (ft): 20.42 6.90


BR Top WD (ft): 97.03 19.80

Grain Size D50 (mm): 0.50 0.50 0.50



K1 Coefficient: 0.640 0.640 0.640

Results

Scour Depth Ys (ft): 0.59 1.33

Critical Velocity (ft/s): 2.08 1.76

Equation: Live Clear

Pier Scour

Pier: #1 (CL = 1943.5)

Input Data






K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef: 1.00





Results


Froude #: 0.26


Pier: #2 (CL = 2002.5)

Input Data






K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef: 1.00





Results


Froude #: 0.26


Pier: #3 (CL = 2039.5)

Input Data







K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef: 1.00





Results


Froude #: 0.26







APPENDIX D Site Photographs

- D 1 -

Photo 1 – Upstream Channel of Naugatuck River at Freight Street Bridge

Photo 2 – Western Approach to Freight Street Bridge

- D 2 -

Photo 3 – Eastern Approach to Freight Street Bridge

Photo 4 – Downstream Channel of Naugatuck River at Eastern Span of Freight Street Bridge

- D 3 -

Photo 5 – Downstream Channel of Naugatuck River at Western Span of Freight Street Bridge

Photo 6 – Downstream Channel of Naugatuck River at Freight Street Bridge

- D 4 -

Photo 7 – Upstream Face of I-84 Bridge (Note I-84 Ramps in Background)

Photo 8 – I-84 Bridge Piers Looking East

- D 5 -

Photo 9 – I-84 Ramps Piers Looking East

Photo 10 – Downstream Face of I-84 Ramps

- D 6 -

Photo 11 – Eastern Bank of Naugatuck River near RS 1026+00

Photo 12 – Downstream Channel of Naugatuck River near RS 1026+00

- D 7 -

Photo 13 – Western Bank of Naugatuck River near RS 1025+50

Photo 14 – Western Bank of Naugatuck River near RS 1023+50

- D 8 -

Photo 15 – Eastern Bank of Naugatuck River near RS 1021+00

Photo 16 – Downstream Channel of Naugatuck River near RS 1021+00

- D 9 -

Photo 17 – Upstream Channel of Naugatuck River near RS 1021+00

Photo 18 – Downstream Face of Bank Street Bridge

- D 10 -

Photo 19 – Downstream Channel of Naugatuck River at Bank Street Bridge

Photo 20 – Upstream Channel of Naugatuck River at Bank Street Bridge and Downstream Face of Railroad Bridge

- D 11 -

Photo 21 – Upstream Face of Bank Street Bridge

Photo 22 – Eastern Approach to Railroad Bridge

- D 12 -

Photo 23 – Western Approach to Railroad Bridge

SCOUR DESIGN REPORT - biznet.ct.gov · Scour Design Report for Rehabilitation of Rte. 8/I-84...

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Transcript of SCOUR DESIGN REPORT - biznet.ct.gov · Scour Design Report for Rehabilitation of Rte. 8/I-84...