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Prepared By: __________________________ Date: ________
Steven C. Flormann, P.E.
Checked By: __________________________ Date: ________
David N. Murray
__________________________
Steven C. Flormann, P.E.
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
Scour Design Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
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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
Scour Design Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
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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.
Scour Design Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
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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
Scour Design Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
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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
Scour Design Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
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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
Scour Design Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
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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.
Scour Design Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
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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
Temporary Bridge 002
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
Left Abutment 0.00 0.00 0.00 260.00 Left Pier 8.27 4.80 13.07 229.83
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
Elevation (ft NAVD88)
100-Year
Left Abutment 5.30 3.32 8.62 250.69 Left Pier 11.42 3.32 14.74 230.73
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
Left Abutment 0.48 0.00 0.48 258.83 Left Pier 10.27 1.94 12.21 233.26
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
Scour Design Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
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Table 5: NCHRP 24-20 Calculated Scour Depths at Temporary Bridge 001, feet
Flood Event
Location Total Scour
Scour Bottom
Elevation (ft NAVD88)
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
Left Abutment 0.00 260.00 Left Pier2 13.07 229.83
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
Elevation (ft NAVD88)
100-Year
Left Abutment 6.01 253.30 Left Pier2 14.74 230.73
Center Pier2 15.05 230.42 Right Pier2 14.68 230.79
Right Abutment 6.29 252.51
50-Year
Left Abutment 1.32 257.99 Left Pier2 12.21 233.26
Center Pier2 12.88 232.59
Right Pier2 12.16 233.31
Right Abutment 1.66 257.14
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.
Scour Design Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
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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.
Prepared By: ________________________ Date: ________
Steven C. Flormann, P.E.
Checked By: ________________________ Date: ________
David N. Murray
__________________________
Steven C. Flormann, P.E.
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
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
12/21/15
12/21/15
--HYDROLOGY REPORT--
--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
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
Hydrology Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
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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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Hydrology Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
- 2 -
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
Return PeriodReturn PeriodReturn PeriodReturn Period (Years)(Years)(Years)(Years)
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.
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Hydrology Report for Rehabilitation of Rte. 8/I-84 Bridges over the Naugatuck River Temporary Bypass
- 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
Return PeriodReturn PeriodReturn PeriodReturn Period (Years)(Years)(Years)(Years)
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
Return PeriodReturn PeriodReturn PeriodReturn Period (Years)(Years)(Years)(Years)
FEMA FISFEMA FISFEMA FISFEMA FIS Peak DischargesPeak DischargesPeak DischargesPeak Discharges
(cfs)(cfs)(cfs)(cfs)
StreamStatsStreamStatsStreamStatsStreamStats Peak DischargesPeak DischargesPeak DischargesPeak Discharges
(cfs)(cfs)(cfs)(cfs)
% 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
Return PeriodReturn PeriodReturn PeriodReturn Period (Years)(Years)(Years)(Years)
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
(cfs)(cfs)(cfs)(cfs)
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
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APPENDIX AAPPENDIX AAPPENDIX AAPPENDIX A Hydrology for Temporary Facilities Form
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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
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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
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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)
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Recurrence Interval (% Probability)D
ischarge at Freight Street B
ridge (cfs)
0,000
0,000
,000
500-Year Outlier
2-Year Flow = 1,900 cfs
25-Year Flow = 7,900 cfs
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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
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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.
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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.
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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
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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.
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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
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APPENDIX CAPPENDIX CAPPENDIX CAPPENDIX C StreamStats Output
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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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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
I24H25Y 6.164 inches Maximum 24‐hour precipitation that occurs on average once in25 years
I24H50Y 7.241 inches Maximum 24‐hour precipitation that occurs on average once in50 years
I24H100Y 8.502 inches Maximum 24‐hour precipitation that occurs on average once in100 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
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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
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
SCF Date 11/03/15 Job No.
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
151-326 Route 8 NB Bypass Backchecked 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
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\Hydrology Report\Beacon Falls Gage Log Pearson Type III Calc.xlsx
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
SCF Date 11/03/15 Job No.
DNM Date 11/04/15 Sheet No. 3 of 3
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
151-326 Route 8 NB Bypass Backchecked 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
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\Hydrology Report\Beacon Falls Gage Log Pearson Type III Calc.xlsx
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
USGS Home
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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
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
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)
USGS Surface Water for USA: Peak Streamflow http://nwis.waterdata.usgs.gov/nwis/peak?site_no=01208500&agency_...
2 of 5 11/3/2015 3:58 PM
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
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)
USGS Surface Water for USA: Peak Streamflow http://nwis.waterdata.usgs.gov/nwis/peak?site_no=01208500&agency_...
3 of 5 11/3/2015 3:58 PM
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--HYDROLOGY REPORT--
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)
USGS Surface Water for USA: Peak Streamflow http://nwis.waterdata.usgs.gov/nwis/peak?site_no=01208500&agency_...
4 of 5 11/3/2015 3:58 PM
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
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?
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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
USGS Surface Water for USA: Peak Streamflow http://nwis.waterdata.usgs.gov/nwis/peak?site_no=01208500&agency_...
5 of 5 11/3/2015 3:58 PM
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
1
Steven Flormann
Subject: FW: 0151-0312/0151-0313/0151-0326 Waterbury Interchange Permit
Importance: High
From: Brown, Robert P [mailto:Robert.Brown@ct.gov]
Sent: Friday, November 17, 2017 9:25 AM
To: David Schweitzer <DSchweitzer@HNTB.com>
Cc: Jamalipour, Alireza <Alireza.Jamalipour@ct.gov>; William Edberg <wedberg@HNTB.com>; Chow, Chong L
<Chong.Chow@ct.gov>
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
2800 Berlin Turnpike
Newington, CT 06131-7546
Tel: 860-594-3237
Fax: 860-594-3374
From: William Edberg [mailto:wedberg@HNTB.com]
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
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C-6
+
254
254
254
254
254
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254
254
254
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NE 3-4
+
255
255
255
255
255
255
255
255
255
255
C-4
+
256
256
256
256
256
256
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256NE 3-5
+
NE 3-3
+
257
257
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257
257
257
257
257
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257
257
C-2
+
C-1
+
258
258
258
258
258
258
258
258
258
258
258
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258
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C-3
+
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+
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+
259
259
259
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259
259
259
259
259
259
259
259
259
259
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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
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+
262
262
262
262
262
262
262
262
262
262
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262
262
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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
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264
264
264
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264
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265
265
265
265
265
265
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C-14
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266
266
266
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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
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
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)
PILE DRIVEN TO BEDROCK
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:
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
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
STRUCTURE LAYOUT FOR DESIGN
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
+edg rivElev 248.55 3167
+edg rivElev 248.91 3162
249
249
249
+edg rivElev 249.08 3175
+
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 pier Elev 260.35 3967
+cor pier Elev 260.42 3965
+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
+cor pier Elev 262.45 3971
+
263
263
263
263
263
263
263
263
263
263
263
263
263
263
263
263
263
263
+cor pier Elev 263.68 3968
+
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 pier Elev 264.34 3972
+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
+cor pier Elev 264.93 3973
+
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
+cor pier Elev 265.57 3970
+tccElev 265.60 4026
+cor pier Elev 265.64 3969
+bccElev 265.67 4023
+tccElev 265.68 4005
+pavElev 265.81 4004
+pavElev 265.86 4050
+tccElev 265.87 4082
+pavElev 265.88 4140
+cor pier Elev 265.90 3990
+lpolElev 265.90 4052
+cor pier Elev 265.95 3992
+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
+cor pier Elev 266.18 3991
+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
+
+cor pier Elev 266.66 3995
+bccElev 266.70 3242
+pavElev 266.73 4003
+
+cor pier Elev 266.76 3993
+pavElev 266.82 3518
+bccElev 266.82 4000
+cor pier Elev 266.85 3994
+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
+mbr end Elev 268.04 3512
+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
+mbr end Elev 268.94 3280
+
+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
WATERBURYCONNECTICUT
STRUCTURE LAYOUT FOR DESIGN
LIST 22-25 REHABILITATION OF BRIDGE 03190A
0151-0326
TEMPORARY BRIDGE 002
MH
SA
N
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
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
PILE DRIVEN TO BEDROCK
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"
PILE DRIVEN TO BEDROCK
WELDED TOGETHER
3-W36 CAP BEAM (TYP)
APPROXIMATE WATER LINE
EL. 259.0
100 YEAR FLOOD
{ BEARING { BEARING
WATERBURYCONNECTICUT
STRUCTURE LAYOUT FOR DESIGN
LIST 22-25 REHABILITATION OF BRIDGE 03190A
0151-0326
TEMPORARY BRIDGE 002
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
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 105627 Bridge
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 104021 Bridge
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
I-84 Waterbury 103230 Bridge
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 102870 Bridge
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 102667 Bridge
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 100910 Bridge
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 100705 Bridge
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 113032
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 111692
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 111632
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 111492
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 105717
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 103475
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 102984
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 102398
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 101354
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 101304
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 101095
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
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100589
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 111692
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 111632
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
Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val************************************************ 1845.3 .07 1949.3 .03 2067.9 .07
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1949.3 2067.9 140 140 140 .1 .3
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 111492
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
Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val************************************************ 1820.3 .07 1933.1 .03 2086.6 .07
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 110942
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
Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val************************************************ 1830.8 .07 1938.1 .03 2086.8 .07
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1938.1 2086.8 585 610 620 .1 .3
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 110332
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1941.8 2035.7 80 100 110 .1 .3
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 110232
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 110222
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
Pier DataPier Station Upstream= 2077.2 Downstream= 2077.2Upstream num= 2 Width Elev Width Elev******************************** 6 240 6 275Downstream num= 2 Width Elev Width Elev******************************** 6 240 6 275
Pier DataPier Station Upstream= 2100.6 Downstream= 2100.6Upstream num= 2 Width Elev Width Elev******************************** 4 260 4 274Downstream num= 2 Width Elev Width Elev******************************** 4 260 4 274
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
Pier DataPier Station Upstream= 2147.4 Downstream= 2147.4Upstream num= 2 Width Elev Width Elev******************************** 4 260 4 274Downstream num= 2 Width Elev Width Elev******************************** 4 260 4 274
Pier DataPier Station Upstream= 2170.8 Downstream= 2170.8Upstream num= 2 Width Elev Width Elev******************************** 4 260 4 274Downstream num= 2 Width Elev Width Elev******************************** 4 260 4 274
Pier DataPier Station Upstream= 2194.2 Downstream= 2194.2Upstream num= 2 Width Elev Width Elev******************************** 4 260 4 274Downstream num= 2 Width Elev Width Elev******************************** 4 260 4 274
Pier DataPier Station Upstream= 2217.6 Downstream= 2217.6Upstream num= 2 Width Elev Width Elev******************************** 4 260 4 274Downstream num= 2 Width Elev Width Elev******************************** 4 260 4 274
Pier DataPier Station Upstream= 2241 Downstream= 2241Upstream num= 2 Width Elev Width Elev******************************** 4 260 4 274Downstream num= 2 Width Elev Width Elev******************************** 4 260 4 274
Pier DataPier Station Upstream= 2264.4 Downstream= 2264.4Upstream 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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 110212
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 110112
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
Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val************************************************ 1756.4 .07 1924.5 .025 2056.9 .07
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1924.5 2056.9 1150 1075 1020 .1 .3
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 109037
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1915.4 2061.5 1230 1200 1180 .1 .3
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 107837
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1907.4 2064.6 1120 1100 1080 .1 .3
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 106737
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
Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 851.1 .05 937.4 .013 1895.8 .07 1 926.5 .03 2073.5 .05
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1926.5 2073.5 1020 1020 1020 .1 .3
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 105717
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 105657
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1920 2095 60 60 60 .3 .5
BRIDGE
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 105627
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
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 = 2
Pier DataPier Station Upstream= 1978 Downstream= 1978Upstream num= 2 Width Elev Width Elev******************************** 6 240 6 269Downstream num= 2 Width Elev Width Elev******************************** 6 240 6 269
Pier DataPier Station Upstream= 2039 Downstream= 2039Upstream num= 2 Width Elev Width Elev******************************** 6 240 6 269Downstream num= 2 Width Elev Width Elev******************************** 6 240 6 269
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 105597
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1920 2095 100 100 100 .3 .5
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 105497
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1914.09 2084.13 1300 1360 1400 .1 .3
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 104137
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 104102
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
Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 369.2 .05 390.4 .013 1890.4 .07 19 27.15 .03 2073.98 .07 2126.7 .013 2154.5 .05 2170.6 .013
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1927.15 2073.98 25 25 25 .1 .3Ineffective Flow num= 1 Sta L Sta R Elev Permanent 369.2 1858.8 273.4 F
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 104077
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 104042
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 104021
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
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 = 1
Pier DataPier Station Upstream= 2000 Downstream= 2000Upstream num= 2 Width Elev Width Elev******************************** 12 239 12 266Downstream num= 2 Width Elev Width Elev******************************** 12 239 12 266
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 103970
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 103900
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
Manning's n Values num= 7 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** ***************************** 459.6 .05 529.5 .013 1878.3 .07 1 919.5 .03 2079.99 .07
11
2141.5 .03 2184.8 .013
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1919.5 2079.99 442 425 410 .1 .3Ineffective Flow num= 1 Sta L Sta R Elev Permanent 459.6 1854.5 272.5 F
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 103475
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 103425
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 103230
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
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 = 28
Pier DataPier Station Upstream= 708.7 Downstream= 832.6Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 818.3 Downstream= 943.8Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 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= 935 Downstream= 1067.6Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 990.6 Downstream= 1124.1Upstream 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= 1273.4 Downstream= 1344.9Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1351 Downstream= 1412.7Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1416.4 Downstream= 1470.5Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1446 Downstream= 1501.5Upstream 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
Pier DataPier Station Upstream= 1502.2 Downstream= 1560.5Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1526.3 Downstream= 1586.2Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1556.3 Downstream= 1618.1Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1587.8 Downstream= 1651.2Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1612.4 Downstream= 1676.8
14
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= 1633.4 Downstream= 1698Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1661.1 Downstream= 1725.9Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1681.7 Downstream= 1747.3Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1711.5 Downstream= 1775.1Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1734.2 Downstream= 1797.4Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1761.8 Downstream= 1818.4Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 1833.6 Downstream= 1868.2Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
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
Pier DataPier Station Upstream= 2125.6 Downstream= 2086.5
15
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= 2186.8 Downstream= 2154.9Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 2248 Downstream= 2216.1Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data Energy Momentum Cd = 1.6 Yarnell KVal = 1.05Selected 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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 103035
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 102984
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
Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** *****************************
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1915.9 2078.3 39 39 39 .1 .3Ineffective Flow num= 1 Sta L Sta R Elev Permanent 901.5 1708.2 283.6 F
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 102945
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 102870
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
Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** *****************************
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
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 = 8
Pier DataPier Station Upstream= 1784.1 Downstream= 1774.2Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
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= 1951.2 Downstream= 1953.3Upstream num= 2 Width Elev Width Elev******************************** 7 240 7 310Downstream num= 2 Width Elev Width Elev******************************** 7 240 7 310
Pier DataPier Station Upstream= 2050.3 Downstream= 2042Upstream num= 2 Width Elev Width Elev******************************** 7 240 7 310Downstream num= 2 Width Elev Width Elev******************************** 7 240 7 310
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
Pier DataPier Station Upstream= 2155.7 Downstream= 2155.3Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 2219.9 Downstream= 2214.9Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Pier DataPier Station Upstream= 2279.9 Downstream= 2275.8Upstream num= 2 Width Elev Width Elev******************************** 6 260 6 310Downstream num= 2 Width Elev Width Elev******************************** 6 260 6 310
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data
18
Energy Momentum Cd = 1.6 Yarnell KVal = 1.05Selected 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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 102795
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1919.2 2078.1 28 28 28 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 962.1 1698.8 281.9 F
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 102767
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1919.7 2063.3 310 319 325 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1046.4 1658.4 282.3 F
BRIDGE
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 102667
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
Bank Sta: Left Right Coeff Contr. Expan. 1919.7 2063.3 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1046.4 1658.4 282.3 F
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
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 = 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
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data Energy Momentum Cd = 1.2 Yarnell KVal = 1.05Selected 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
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 102448
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 102398
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1947.6 2061.8 260 263 265 .1 .3Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1352.2 1849.5 266.5 F
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 102135
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1930.5 2059.1 770 781 790 .1 .3Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1473.8 1822.8 266.8 F
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 101354
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1946.9 2034.3 50 50 50 .1 .3Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1544.1 1884.5 268.5 F 2083.8 2240.1 258.5 F
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 101304
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 101095
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1948.7 2035.4 5 50 50 .1 .3Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1624.3 1784.1 260.6 F 2191.5 2427.6 262.2 F
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 101045
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 100910
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
Manning's n Values num= 8 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 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
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 = 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
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data Energy Momentum Cd = 1.2 Yarnell KVal = 1.05Selected 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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 100836
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 100805
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1926.6 2052.5 24 19 14 .1 .3Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1319.5 1878.3 262.5 F
CROSS SECTION
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 100786
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
Bank Sta: Left Right Lengths: Left Channel R ight Coeff Contr. Expan. 1925.3 2060.4 156 147 136 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 581.4 1925.2 262.4 F
BRIDGE
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 100705
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
Bank Sta: Left Right Coeff Contr. Expan. 1925.3 2060.4 .3 .5Ineffective Flow num= 1 Sta L Sta R Elev Permanent 581.4 1925.2 262.4 F
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
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 = 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
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data Energy Yarnell KVal = 1.05Selected 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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 100639
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 100589
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
RIVER: Naugatuck River REACH: I-84 Waterbury RS: 100540
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**************************************************** ****
*************************************************** *****************************
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
29
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
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
STATE OF CONNECTICUT
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
Made by Date Job No.Checked by Date Sheet No. 2 of 13
For Backchecked by Date
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
151-326 Route 8 NB Bypass
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
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 3 of 13
For Backchecked by Date
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
Pressure Flow Scour Analysis - Temporary Bridge 001
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
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 4 of 13
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
Abutment WSELStreambed
ElevationY1
Left 1905.10 1859.49 45.61 Left 255.46 260.00 0.00
Design Event: 50-Year
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 5 of 13
For Backchecked by Date
Effective Area Blocked by Abutment
at the Approach Section (Ae)
100-Year
151-326 Route 8 NB Bypass
CTDOT Amended Abutment Scour Analysis - Temporary Bridge 001
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
Left Abutment Right Abutment
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
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 6 of 13
For Backchecked by Date
Left
Abutment
Effective Area Blocked by Abutment
at the Approach Section (Ae)
Average Flow Depth in
Approach Floodplain (Ya)
SCF 11/21/16
Left Abutment
58681DNM 12/06/16
151-326 Route 8 NB Bypass
CTDOT Amended Abutment Scour Analysis - Temporary Bridge 001
Design Event: 50-Year
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
Flow Blocked by Abutment
at the Approach Section (Qe)
Left Abutment Right Abutment
Flow (cfs) % Effective Qe (cfs) Flow (cfs) % Effective Qe (cfs)
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%
Effective Length of Abutment (L')
Calculated Using HEC-18 Unit Discharges Based on
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
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 7 of 13
For Backchecked by Date
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
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
151-326 Route 8 NB Bypass
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)
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 8 of 13
For Backchecked by Date
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
151-326 Route 8 NB Bypass
National Cooperative Highway Research Program (NCHRP) 24-20 Abutment Scour Analysis - Temporary Bridge 001
Design Event: 50-Year
Abutment
Location
Floodplain
Limit
Station
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
SCF Date 11/21/16 Job No.
DNM Date 12/06/16 Sheet No. 9 of 13
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. Elev (ft) 260.85 Element Left OB Channel Right OB
Vel Head (ft) 1.02 Wt. n-Val. 0.07 0.03 0.07
W.S. Elev (ft) 259.83 Reach Len. (ft) 2 2 2
Crit W.S. (ft) 252.75 Flow Area (sq ft) 0.51 1632.44 99.63
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
Conv. Total (cfs) 484177.8 Conv. (cfs) 1.4 480544.2 3632.2
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
Alpha 1.1 Stream Power (lb/ft s) 2448.1 0 0
Frctn Loss (ft) 0 Cum Volume (acre-ft) 0.77 16.34 0.48
C & E Loss (ft) 0.62 Cum SA (acres) 0.53 1.36 0.07
Plan: Temporary Naugatuck River I-84 Waterbury RS: 100910 BR U Profile: 100-Year
E.G. Elev (ft) 260.22 Element Left OB Channel Right OB
Vel Head (ft) 3.08 Wt. n-Val. 0.07 0.03 0.07
W.S. Elev (ft) 257.14 Reach Len. (ft) 163.3 163.3 163.3
Crit W.S. (ft) 255.05 Flow Area (sq ft) 0.28 940.88 14.68
E.G. Slope (ft/ft) 0.007323 Area (sq ft) 17 940.88 14.68
Q Total (cfs) 13350 Flow (cfs) 0.06 13285.73 64.21
Top Width (ft) 145.34 Top Width (ft) 59.93 82.3 3.1
Vel Total (ft/s) 13.97 Avg. Vel. (ft/s) 0.2 14.12 4.37
Max Chl Dpth (ft) 14.24 Hydr. Depth (ft) 3.82 11.43 4.73
Conv. Total (cfs) 156009.6 Conv. (cfs) 0.6 155258.6 750.4
Length Wtd. (ft) 163.3 Wetted Per. (ft) 7.64 154.73 3.93
Min Ch El (ft) 242.9 Shear (lb/sq ft) 0.02 2.78 1.71
Alpha 1.02 Stream Power (lb/ft s) 2448.1 0 0
Frctn Loss (ft) 0.96 Cum Volume (acre-ft) 0.77 16.29 0.48
C & E Loss (ft) 0.45 Cum SA (acres) 0.53 1.35 0.07
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
151-326 Route 8 NB Bypass Backchecked by
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
SCF Date 11/21/16 Job No.
DNM Date 12/06/16 Sheet No. 10 of 13
For Date
Plan: Temporary Naugatuck River I-84 Waterbury RS: 101095 Profile: 50-Year Approach
E.G. Elev (ft) 258.16 Element Left OB Channel Right OB
Vel Head (ft) 0.86 Wt. n-Val. 0.07 0.03 0.07
W.S. Elev (ft) 257.3 Reach Len. (ft) 5 50 50
Crit W.S. (ft) 251.63 Flow Area (sq ft) 409.6 1132.64 75.39
S1 = E.G. Slope (ft/ft) 0.000838 Area (sq ft) 436.46 1132.64 75.39
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
Vel Total (ft/s) 5.93 Avg. Vel. (ft/s) 1.69 7.77 1.41 = V1
Max Chl Dpth (ft) 14.3 Hydr. Depth (ft) 4.590 13.060 3.700 = Y1
Conv. Total (cfs) 331676 Conv. (cfs) 23945.300 304056.300 3674.300
Length Wtd. (ft) 48.38 Wetted Per. (ft) 89.62 89.77 21.67
Min Ch El (ft) 243 Shear (lb/sq ft) 0.24 0.66 0.18
Alpha 1.58 Stream Power (lb/ft s) 2427.6 0 0
Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 0.38 15.46 0.43
C & E Loss (ft) 0.03 Cum SA (acres) 0.14 1.46 0.09
Plan: Temporary Naugatuck River I-84 Waterbury RS: 101045 Profile: 50-Year U/S Face
E.G. Elev (ft) 258.09 Element Left OB Channel Right OB
Vel Head (ft) 0.77 Wt. n-Val. 0.07 0.03 0.07
W.S. Elev (ft) 257.32 Reach Len. (ft) 2 2 2
Crit W.S. (ft) 251.21 Flow Area (sq ft) 0.29 1355.27 36.34
E.G. Slope (ft/ft) 0.000736 Area (sq ft) 29.84 1355.27 36.34
Q Total (cfs) 9600 Flow (cfs) 0.02 9563.06 36.92
Top Width (ft) 195.59 Top Width (ft) 71.08 110.5 14.01
Vel Total (ft/s) 6.9 Avg. Vel. (ft/s) 0.06 7.06 1.02
Max Chl Dpth (ft) 14.42 Hydr. Depth (ft) 3.91 12.26 2.59
Conv. Total (cfs) 353771.8 Conv. (cfs) 0.7 352410.7 1360.4
Length Wtd. (ft) 2 Wetted Per. (ft) 7.82 112.67 15.52
Min Ch El (ft) 242.9 Shear (lb/sq ft) 0 0.55 0.11
Alpha 1.04 Stream Power (lb/ft s) 2448.1 0 0
Frctn Loss (ft) 0 Cum Volume (acre-ft) 0.35 14.03 0.36
C & E Loss (ft) 0.43 Cum SA (acres) 0.12 1.35 0.07
Plan: Temporary Naugatuck River I-84 Waterbury RS: 100910 BR U Profile: 50-Year
E.G. Elev (ft) 257.66 Element Left OB Channel Right OB
Vel Head (ft) 2.2 Wt. n-Val. 0.07 0.03 0.07
W.S. Elev (ft) 255.46 Reach Len. (ft) 163.3 163.3 163.3
Crit W.S. (ft) 253.13 Flow Area (sq ft) 0.17 803.11 9.47
E.G. Slope (ft/ft) 0.005887 Area (sq ft) 0.17 803.11 9.47
Q Total (cfs) 9600 Flow (cfs) 0.03 9572.23 27.74
Top Width (ft) 84.9 Top Width (ft) 0.06 81.74 3.1
Vel Total (ft/s) 11.81 Avg. Vel. (ft/s) 0.15 11.92 2.93
Max Chl Dpth (ft) 12.56 Hydr. Depth (ft) 2.98 9.82 3.06
Conv. Total (cfs) 125114.6 Conv. (cfs) 0.3 124752.7 361.6
Length Wtd. (ft) 163.3 Wetted Per. (ft) 5.96 144.6 3.93
Min Ch El (ft) 242.9 Shear (lb/sq ft) 0.01 2.04 0.89
Alpha 1.02 Stream Power (lb/ft s) 2448.1 0 0
Frctn Loss (ft) 0.79 Cum Volume (acre-ft) 0.35 13.98 0.36
C & E Loss (ft) 0.29 Cum SA (acres) 0.12 1.34 0.07
Plan: Temporary Naugatuck River I-84 Waterbury RS: 100910 Profile: 50-Year
E.G. US. (ft) 258.09 Element Inside BR US Inside BR DS
W.S. US. (ft) 257.32 E.G. Elev (ft) 257.66 256.57
Q Total (cfs) 9600 W.S. Elev (ft) 255.46 254.96
Q Bridge (cfs) 9600 Crit W.S. (ft) 253.13 252.31
Q Weir (cfs) Max Chl Dpth (ft) 12.56 12.06
Weir Sta Lft (ft) Vel Total (ft/s) 11.81 9.85
Weir Sta Rgt (ft) Flow Area (sq ft) 812.75 974.64
Weir Submerg Froude # Chl 0.59 0.59
Weir Max Depth (ft) Specif Force (cu ft) 7812.19 7581.05
Min El Weir Flow (ft) 274.01 Hydr Depth (ft) 9.57 8.17
Min El Prs (ft) 269 W.P. Total (ft) 154.49 184.48
Delta EG (ft) 1.98 Conv. Total (cfs) 125114.6 150432.5
Delta WS (ft) 2.07 Top Width (ft) 84.9 119.28
BR Open Area (sq ft) 2403.29 Frctn Loss (ft) 0.79 0.08
BR Open Vel (ft/s) 11.81 C & E Loss (ft) 0.29 0.38
Coef of Q Shear Total (lb/sq ft) 1.93 1.34
Br Sel Method Energy only Power Total (lb/ft s) 1128.7 1128.7
Made by
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Checked by
151-326 Route 8 NB Bypass
58681
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
SCF Date 11/21/16 Job No.
DNM Date 12/06/16 Sheet No. 11 of 13
For Date
Plan: Temporary Naugatuck River I-84 Waterbury RS: 101095 Profile: 100-Year Approach
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
151-326 Route 8 NB Bypass Backchecked by
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
SCF Date 11/21/16 Job No.
DNM Date 12/06/16 Sheet No. 12 of 13
For Date
Plan: Temporary Naugatuck River I-84 Waterbury RS: 101045 Profile: 100-Year U/S Face
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 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
151-326 Route 8 NB Bypass Backchecked by
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
SCF Date 11/21/16 Job No.
DNM Date 12/06/16 Sheet No. 13 of 13
For Date
Plan: Temporary Naugatuck River I-84 Waterbury RS: 101095 Profile: 50-Year Approach
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 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
Plan: Temporary Naugatuck River I-84 Waterbury RS: 101045 Profile: 50-Year U/S Face
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 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
151-326 Route 8 NB Bypass Backchecked by
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 001 - CTDOT Scour Analysis.xlsx
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
Grain Size D90 (mm):
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
Pier Shape: Round nose
Pier Width (ft): 4.33
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 10.38
Velocity Upstream (ft/s): 6.46
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 163.30
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 1.00000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 8.27
Froude #: 0.35
Equation: CSU equation
Pier: #3 (CL = 1979.2)
Input Data
Pier Shape: Round nose
Pier Width (ft): 13.50
TB001 - 50-Year Scour
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 14.42
Velocity Upstream (ft/s): 7.78
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 163.30
K2 Angle Coef:
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm):
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: #4 (CL = 2020.4)
Input Data
Pier Shape: Group of Cylinders
Pier Width (ft): 14.58
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 12.81
Velocity Upstream (ft/s): 6.92
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 163.30
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 1.00000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 19.29
Froude #: 0.34
Equation: CSU equation
Combined Scour Depths
Pier : #1 (CL = 1688.3) (Contr + Pier) (ft):
Pier : #2 (CL = 1950.3) (Contr + Pier) (ft): 13.07
Pier : #3 (CL = 1979.2) (Contr + Pier) (ft):
Pier : #4 (CL = 2020.4) (Contr + Pier) (ft): 24.09
TB001 - 50-Year Scour
1700 1800 1900 2000 2100
220
230
240
250
260
270
Bridge Scour RS = 100910
Station (ft)
Ele
vation (
ft)
Legend
WS 100-Year
Ineff Flow Area
Bridge Deck
Pier
Ground
Ineff
Bank Sta
Contr Scour
Total Scour
TB001 - 100-Year Scour
Existing RailroadBridge Pier. Notincluded in ScourAnalyses
Contraction Scour
Left Channel Right
Input Data
Average Depth (ft): 5.90 15.61 4.86
Approach Velocity (ft/s): 1.99 8.71 1.69
Br Average Depth (ft): 3.82 11.43 4.73
BR Opening Flow (cfs): 0.06 13285.73 64.21
BR Top WD (ft): 0.07 82.30 3.10
Grain Size D50 (mm): 0.50 0.50 0.50
Approach Flow (cfs): 1328.56 11790.44 231.00
Approach Top WD (ft): 113.25 86.70 28.20
K1 Coefficient: 0.640 0.690 0.640
Results
Scour Depth Ys (ft): 0.00 6.49 5.08
Critical Velocity (ft/s): 1.78 2.09 1.72
Equation: Live Live Clear
Pier Scour
Pier: #1 (CL = 1688.3)
Input Data
Pier Shape: Square nose
Pier Width (ft): 3.00
Grain Size D50 (mm):
Depth Upstream (ft): 2.78
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
Grain Size D90 (mm):
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
Pier Shape: Group of Cylinders
Pier Width (ft): 4.33
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 12.89
Velocity Upstream (ft/s): 7.56
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 163.30
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 1.00000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 9.11
Froude #: 0.37
Equation: CSU equation
Pier: #3 (CL = 1979.2)
Input Data
Pier Shape: Round nose
Pier Width (ft): 13.50
TB001 - 100-Year Scour
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 16.93
Velocity Upstream (ft/s): 8.86
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 163.30
K2 Angle Coef:
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm):
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: #4 (CL = 2020.4)
Input Data
Pier Shape: Round nose
Pier Width (ft): 14.58
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 15.32
Velocity Upstream (ft/s): 8.01
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 163.30
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 1.00000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 21.05
Froude #: 0.36
Equation: CSU equation
Combined Scour Depths
Pier : #1 (CL = 1688.3) (Contr + Pier) (ft):
Pier : #2 (CL = 1950.3) (Contr + Pier) (ft): 15.61
Pier : #3 (CL = 1979.2) (Contr + Pier) (ft):
Pier : #4 (CL = 2020.4) (Contr + Pier) (ft): 27.54
TB001 - 100-Year Scour
Made by Date Job No.Checked by Date Sheet No. 1 of 12
For Backchecked by Date
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
151-326 Route 8 NB Bypass
58681SCF 11/22/16DNM 12/06/16
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 2 of 12
For Backchecked by Date
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
151-326 Route 8 NB Bypass
SCF 11/22/16DNM 12/06/16
Pressure Flow Scour Analysis - Temporary Bridge 002
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)
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 3 of 12
For Backchecked by Date
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
Pressure Flow Scour Analysis - Temporary Bridge 002
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)
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 4 of 12
For Backchecked by Date
259.1 258.80 0.30
100-Year
Right 2083.10 2096.10 13.00 Right
Abutment WSELStreambed
ElevationY1
Left 1892.70 1880.86 11.84 Left 259.1 258.92 0.18
Design Event: 50-Year
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)
Abutment WSELStreambed
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
151-326 Route 8 NB Bypass
CTDOT Amended Abutment Scour Analysis - Temporary Bridge 002
Left
(East)
K2
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 5 of 12
For Backchecked by Date
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 Right Abutment
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% 0.00100.00% 0.00 100.00% 0.00
Total Qe = 180.79 Total Qe = 102.39
4.386.116.11
Ya (ft)
Average Flow Depth in
Approach Floodplain (Ya)
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
Flow Blocked by Abutment
at the Approach Section (Qe)
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
Left Abutment Right Abutment
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:
CTDOT Amended Abutment Scour Analysis - Temporary Bridge 002
SCF 11/22/16 58681DNM 12/06/16
100.00% 0.00100.00%
Effective Area Blocked by Abutment
at the Approach Section (Ae)
100-Year
151-326 Route 8 NB Bypass
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 6 of 12
For Backchecked by Date
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
Effective Length of Abutment (L')
Calculated Using HEC-18 Unit Discharges Based on
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
Flow Blocked by Abutment
at the Approach Section (Qe)
Left Abutment Right Abutment
Flow (cfs) % Effective Qe (cfs) Flow (cfs) % Effective Qe (cfs)
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
151-326 Route 8 NB Bypass
CTDOT Amended Abutment Scour Analysis - Temporary Bridge 002
Design Event: 50-Year
Effective Area Blocked by Abutment
at the Approach Section (Ae)
Average Flow Depth in
Approach Floodplain (Ya)
SCF 11/22/16
Left Abutment Left
Abutment
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 7 of 12
For Backchecked by Date
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
National Cooperative Highway Research Program (NCHRP) 24-20 Abutment Scour Analysis - Temporary Bridge 002
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
151-326 Route 8 NB Bypass
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
Unit discharge in the constricted opening accounting for non-uniform flow distribution, ft2/s
Unit discharge in the constricted opening accounting for non-uniform flow distribution, 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
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
Made by Date Job No.Checked by Date Sheet No. 8 of 12
For Backchecked by Date
SCF 11/22/16 58681DNM 12/06/16
151-326 Route 8 NB Bypass
National Cooperative Highway Research Program (NCHRP) 24-20 Abutment Scour Analysis - Temporary Bridge 002
Design Event: 50-Year
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
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
SCF Date 11/22/16 Job No.
DNM Date 12/06/16 Sheet No. 9 of 12
For Date
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102795 Profile: 100-Year Approach
E.G. Elev (ft) 262.54 Element Left OB Channel Right OB
Vel Head (ft) 0.42 Wt. n-Val. 0.07 0.03 0.07
W.S. Elev (ft) 262.12 Reach Len. (ft) 28 28 28
Crit W.S. (ft) 252.79 Flow Area (sq ft) 292.27 2443.06 132.33
S1 = E.G. Slope (ft/ft) 0.000298 Area (sq ft) 292.27 2443.06 132.33
Q Total (cfs) 13350 Flow (cfs) 348.3 12858.61 143.09 = Q1
Top Width (ft) 230.24 Top Width (ft) 47.82 158.9 23.52 = W1
Vel Total (ft/s) 4.66 Avg. Vel. (ft/s) 1.19 5.26 1.08 = V1
Max Chl Dpth (ft) 16.52 Hydr. Depth (ft) 6.110 15.370 5.630 = Y1
Conv. Total (cfs) 773972 Conv. (cfs) 20193.000 745483.300 8295.700
Length Wtd. (ft) 28 Wetted Per. (ft) 49.78 159.77 26.07
Min Ch El (ft) 245.6 Shear (lb/sq ft) 0.11 0.28 0.09
Alpha 1.23 Stream Power (lb/ft s) 2367.9 0 0
Frctn Loss (ft) 0.01 Cum Volume (acre-ft) 11.47 84.75 11.33
C & E Loss (ft) 0.02 Cum SA (acres) 2.43 5.74 4.57
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102767 Profile: 100-Year U/S Face
E.G. Elev (ft) 262.51 Element Left OB Channel Right OB
Vel Head (ft) 0.47 Wt. n-Val. 0.07 0.03 0.07
W.S. Elev (ft) 262.05 Reach Len. (ft) 70.6 70.6 70.6
Crit W.S. (ft) 253.08 Flow Area (sq ft) 382.65 2219.34 205.46
E.G. Slope (ft/ft) 0.000342 Area (sq ft) 382.65 2219.34 205.46
Q Total (cfs) 13350 Flow (cfs) 545.09 12548.75 256.16
Top Width (ft) 231.69 Top Width (ft) 53.57 143.6 34.51
Vel Total (ft/s) 4.76 Avg. Vel. (ft/s) 1.42 5.65 1.25
Max Chl Dpth (ft) 16.45 Hydr. Depth (ft) 7.14 15.46 5.95
Conv. Total (cfs) 721494 Conv. (cfs) 29459.2 678190.6 13844.3
Length Wtd. (ft) 70.6 Wetted Per. (ft) 55.4 144.82 36.33
Min Ch El (ft) 245.6 Shear (lb/sq ft) 0.15 0.33 0.12
Alpha 1.33 Stream Power (lb/ft s) 2357.7 0 0
Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 11.25 83.25 11.22
C & E Loss (ft) 0.05 Cum SA (acres) 2.4 5.64 4.56
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102667 BR U Profile: 100-Year
E.G. Elev (ft) 262.43 Element Left OB Channel Right OB
Vel Head (ft) 0.63 Wt. n-Val. 0.07 0.03 0.07
W.S. Elev (ft) 261.8 Reach Len. (ft) 52.5 52.5 52.5
Crit W.S. (ft) 253.65 Flow Area (sq ft) 156.82 1981.14 136.56
E.G. Slope (ft/ft) 0.001115 Area (sq ft) 156.82 1981.14 136.56
Q Total (cfs) 13350 Flow (cfs) 204.83 12811.06 334.11
Top Width (ft) 116.83 Top Width (ft) 97.03 19.8
Vel Total (ft/s) 5.87 Avg. Vel. (ft/s) 1.31 6.47 2.45
Max Chl Dpth (ft) 16.31 Hydr. Depth (ft) 20.42 6.9
Conv. Total (cfs) 399865.3 Conv. (cfs) 6135.1 383722.8 10007.5
Length Wtd. (ft) 52.5 Wetted Per. (ft) 62.67 256.19 21.29
Min Ch El (ft) 245.49 Shear (lb/sq ft) 0.17 0.54 0.45
Alpha 1.17 Stream Power (lb/ft s) 2357.7 0 0
Frctn Loss (ft) 0.06 Cum Volume (acre-ft) 10.81 79.85 10.94
C & E Loss (ft) 0.05 Cum SA (acres) 2.36 5.44 4.51
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102667 Profile: 100-Year
E.G. US. (ft) 262.51 Element Inside BR US Inside BR DS
W.S. US. (ft) 262.05 E.G. Elev (ft) 262.43 262.32
Q Total (cfs) 13350 W.S. Elev (ft) 261.8 261.54
Q Bridge (cfs) 13350 Crit W.S. (ft) 253.65 254.43
Q Weir (cfs) Max Chl Dpth (ft) 16.31 16.17
Weir Sta Lft (ft) Vel Total (ft/s) 5.87 6.2
Weir Sta Rgt (ft) Flow Area (sq ft) 2274.51 2152.51
Weir Submerg Froude # Chl 0.28 0.31
Weir Max Depth (ft) Specif Force (cu ft) 18788.81 17494.06
Min El Weir Flow (ft) 264.69 Hydr Depth (ft) 19.47 15.74
Min El Prs (ft) 263.2 W.P. Total (ft) 340.16 313.77
Delta EG (ft) 0.42 Conv. Total (cfs) 399865.3 377595.6
Delta WS (ft) 0.57 Top Width (ft) 116.83 136.72
BR Open Area (sq ft) 2267.58 Frctn Loss (ft) 0.06 0.14
BR Open Vel (ft/s) 6.2 C & E Loss (ft) 0.05 0.08
Coef of Q Shear Total (lb/sq ft) 0.47 0.54
Br Sel Method Energy only Power Total (lb/ft s) 1046.4 1269.1
Made by 58681
Checked by
151-326 Route 8 NB Bypass Backchecked by
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
SCF Date 11/22/16 Job No.
DNM Date 12/06/16 Sheet No. 10 of 12
For Date
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102795 Profile: 50-Year Approach
E.G. Elev (ft) 259.69 Element Left OB Channel Right OB
Vel Head (ft) 0.33 Wt. n-Val. 0.07 0.03 0.07
W.S. Elev (ft) 259.36 Reach Len. (ft) 28 28 28
Crit W.S. (ft) 251.59 Flow Area (sq ft) 173.7 2004.53 75.16
S1 = E.G. Slope (ft/ft) 0.000305 Area (sq ft) 173.7 2004.53 75.16
Q Total (cfs) 9600 Flow (cfs) 172.03 9360.25 67.73 = Q1
Top Width (ft) 215.01 Top Width (ft) 38.2 158.9 17.91 = W1
Vel Total (ft/s) 4.26 Avg. Vel. (ft/s) 0.99 4.67 0.9 = V1
Max Chl Dpth (ft) 13.76 Hydr. Depth (ft) 4.550 12.620 4.200 = Y1
Conv. Total (cfs) 549817.3 Conv. (cfs) 9852.300 536086.000 3879.000
Length Wtd. (ft) 28 Wetted Per. (ft) 39.77 159.77 19.82
Min Ch El (ft) 245.6 Shear (lb/sq ft) 0.08 0.24 0.07
Alpha 1.17 Stream Power (lb/ft s) 2367.9 0 0
Frctn Loss (ft) 0.01 Cum Volume (acre-ft) 6.55 70.59 3.45
C & E Loss (ft) 0.01 Cum SA (acres) 1.55 5.78 1.15
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102767 Profile: 50-Year U/S Face
E.G. Elev (ft) 259.67 Element Left OB Channel Right OB
Vel Head (ft) 0.38 Wt. n-Val. 0.07 0.03 0.07
W.S. Elev (ft) 259.29 Reach Len. (ft) 70.6 70.6 70.6
Crit W.S. (ft) 251.79 Flow Area (sq ft) 245.26 1824.07 118.99
E.G. Slope (ft/ft) 0.000353 Area (sq ft) 245.26 1824.07 118.99
Q Total (cfs) 9600 Flow (cfs) 291.28 9188.6 120.12
Top Width (ft) 218.32 Top Width (ft) 46.4 143.6 28.31
Vel Total (ft/s) 4.39 Avg. Vel. (ft/s) 1.19 5.04 1.01
Max Chl Dpth (ft) 13.69 Hydr. Depth (ft) 5.29 12.70 4.20
Conv. Total (cfs) 510980.1 Conv. (cfs) 15504.2 489082.2 6393.8
Length Wtd. (ft) 70.6 Wetted Per. (ft) 47.72 144.82 29.54
Min Ch El (ft) 245.6 Shear (lb/sq ft) 0.11 0.28 0.09
Alpha 1.26 Stream Power (lb/ft s) 2357.7 0 0
Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 6.41 69.36 3.39
C & E Loss (ft) 0.04 Cum SA (acres) 1.53 5.69 1.13
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102667 BR U Profile: 50-Year
E.G. Elev (ft) 259.6 Element Left OB Channel Right OB
Vel Head (ft) 0.5 Wt. n-Val. 0.07 0.03 0.07
W.S. Elev (ft) 259.1 Reach Len. (ft) 52.5 52.5 52.5
Crit W.S. (ft) 252.24 Flow Area (sq ft) 95.24 1626.05 83.03
E.G. Slope (ft/ft) 0.000839 Area (sq ft) 95.24 1626.05 83.03
Q Total (cfs) 9600 Flow (cfs) 127.58 9345.93 126.49
Top Width (ft) 182.65 Top Width (ft) 28.25 134.6 19.8
Vel Total (ft/s) 5.32 Avg. Vel. (ft/s) 1.34 5.75 1.52
Max Chl Dpth (ft) 13.61 Hydr. Depth (ft) 3.37 12.08 4.19
Conv. Total (cfs) 331423.5 Conv. (cfs) 4404.4 322652.2 4366.9
Length Wtd. (ft) 52.5 Wetted Per. (ft) 29.62 202.79 21.29
Min Ch El (ft) 245.49 Shear (lb/sq ft) 0.17 0.42 0.2
Alpha 1.14 Stream Power (lb/ft s) 2357.7 0 0
Frctn Loss (ft) 0.05 Cum Volume (acre-ft) 6.13 66.57 3.22
C & E Loss (ft) 0.03 Cum SA (acres) 1.46 5.46 1.1
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102667 Profile: 50-Year
E.G. US. (ft) 259.67 Element Inside BR US Inside BR DS
W.S. US. (ft) 259.29 E.G. Elev (ft) 259.6 259.51
Q Total (cfs) 9600 W.S. Elev (ft) 259.1 258.9
Q Bridge (cfs) 9600 Crit W.S. (ft) 252.24 252.75
Q Weir (cfs) Max Chl Dpth (ft) 13.61 13.53
Weir Sta Lft (ft) Vel Total (ft/s) 5.32 5.69
Weir Sta Rgt (ft) Flow Area (sq ft) 1804.32 1685.99
Weir Submerg Froude # Chl 0.27 0.33
Weir Max Depth (ft) Specif Force (cu ft) 12318.76 11384.68
Min El Weir Flow (ft) 264.69 Hydr Depth (ft) 9.88 9.53
Min El Prs (ft) 263.2 W.P. Total (ft) 253.7 243.28
Delta EG (ft) 0.35 Conv. Total (cfs) 331423.5 285843.1
Delta WS (ft) 0.48 Top Width (ft) 182.65 176.92
BR Open Area (sq ft) 2267.58 Frctn Loss (ft) 0.05 0.14
BR Open Vel (ft/s) 5.69 C & E Loss (ft) 0.03 0.05
Coef of Q Shear Total (lb/sq ft) 0.37 0.49
Br Sel Method Energy only Power Total (lb/ft s) 1046.4 1269.1
Made by
Backchecked by
Checked by
151-326 Route 8 NB Bypass
58681
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
SCF Date 11/22/16 Job No.
DNM Date 12/06/16 Sheet No. 11 of 12
For Date
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102795 Profile: 100-Year Approach
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 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
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102767 Profile: 100-Year U/S Face
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 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
151-326 Route 8 NB Bypass Backchecked by
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
SCF Date 11/22/16 Job No.
DNM Date 12/06/16 Sheet No. 12 of 12
For Date
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102795 Profile: 50-Year Approach
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 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
Plan: Temporary Naugatuck River I-84 Waterbury RS: 102767 Profile: 50-Year U/S Face
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 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
151-326 Route 8 NB Bypass Backchecked by
W:\Jobs\58681_CONNDOT_List 22-25 Bridges\Highway\Design\Working Files\Drainage\02 Final Design\Scour Report\TB 002 - CTDOT Scour Analysis.xlsx
1850 1900 1950 2000 2050 2100
240
250
260
270
Bridge Scour RS = 102667
Station (ft)
Ele
vation (
ft)
Legend
WS 50-Year
Bridge Deck
Pier
Ground
Ineff
Bank Sta
Contr Scour
Total Scour
TB002 - 50-Year Scour
Contraction Scour
Left Channel Right
Input Data
Average Depth (ft): 4.55 12.62 4.20
Approach Velocity (ft/s): 0.99 4.67 0.90
Br Average Depth (ft): 3.37 12.08 4.19
BR Opening Flow (cfs): 127.58 9345.93 126.49
BR Top WD (ft): 28.25 134.60 19.80
Grain Size D50 (mm): 0.50 0.50 0.50
Approach Flow (cfs): 172.03 9360.25 67.73
Approach Top WD (ft): 38.20 158.90 17.91
K1 Coefficient: 0.640 0.640 0.640
Results
Scour Depth Ys (ft): 0.00 1.94 0.00
Critical Velocity (ft/s): 1.70 2.02 1.68
Equation: Clear Live Clear
Pier Scour
Pier: #1 (CL = 1943.5)
Input Data
Pier Shape: Round nose
Pier Width (ft): 6.88
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 12.93
Velocity Upstream (ft/s): 4.95
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 52.50
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 1.00000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 10.27
Froude #: 0.24
Equation: CSU equation
Pier: #2 (CL = 2002.5)
Input Data
Pier Shape: Round nose
Pier Width (ft): 7.17
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 13.81
Velocity Upstream (ft/s): 5.28
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 52.50
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 1.00000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 10.94
Froude #: 0.25
Equation: CSU equation
Pier: #3 (CL = 2039.5)
Input Data
Pier Shape: Round nose
Pier Width (ft): 6.82
TB002 - 50-Year Scour
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 12.76
Velocity Upstream (ft/s): 4.98
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 52.50
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 1.00000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 10.22
Froude #: 0.25
Equation: CSU equation
Combined Scour Depths
Pier : #1 (CL = 1943.5) (Contr + Pier) (ft): 12.20
Pier : #2 (CL = 2002.5) (Contr + Pier) (ft): 12.88
Pier : #3 (CL = 2039.5) (Contr + Pier) (ft): 12.15
TB002 - 50-Year Scour
1850 1900 1950 2000 2050 2100
240
250
260
270
Bridge Scour RS = 102667
Station (ft)
Ele
vation (
ft)
Legend
WS 100-Year
Bridge Deck
Pier
Ground
Ineff
Bank Sta
Contr Scour
Total Scour
TB002 - 100-Year Scour
Contraction Scour
Left Channel Right
Input Data
Average Depth (ft): 6.11 15.37 5.63
Approach Velocity (ft/s): 1.19 5.26 1.08
Br Average Depth (ft): 20.42 6.90
BR Opening Flow (cfs): 204.83 12811.06 334.11
BR Top WD (ft): 97.03 19.80
Grain Size D50 (mm): 0.50 0.50 0.50
Approach Flow (cfs): 348.30 12858.61 143.09
Approach Top WD (ft): 47.82 158.90 23.52
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
Pier Shape: Round nose
Pier Width (ft): 6.88
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 16.40
Velocity Upstream (ft/s): 5.89
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 52.50
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 1.00000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 11.42
Froude #: 0.26
Equation: CSU equation
Pier: #2 (CL = 2002.5)
Input Data
Pier Shape: Round nose
Pier Width (ft): 7.17
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 16.40
Velocity Upstream (ft/s): 5.89
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 52.50
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 1.00000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 11.73
Froude #: 0.26
Equation: CSU equation
Pier: #3 (CL = 2039.5)
Input Data
Pier Shape: Round nose
Pier Width (ft): 6.82
TB002 - 100-Year Scour
Grain Size D50 (mm): 0.50000
Depth Upstream (ft): 16.40
Velocity Upstream (ft/s): 5.89
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 52.50
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 1.00000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 11.36
Froude #: 0.26
Equation: CSU equation
Combined Scour Depths
Pier : #1 (CL = 1943.5) (Contr + Pier) (ft): 12.01
Pier : #2 (CL = 2002.5) (Contr + Pier) (ft): 12.32
Pier : #3 (CL = 2039.5) (Contr + Pier) (ft): 11.95
TB002 - 100-Year Scour
- 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 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
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