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
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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.
(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
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.
At an average slope of approximately 0.18%, the main channel of the Naugatuck River, within the study reach, is relatively flat. Therefore, the hydraulic analysis was limited to the subcritical flow regime. Water surface profile computations were started at river station (RS) 1005+40 (FEMA cross section CW), which is located approximately 450 feet downstream of Temporary Bridge 001. As summarized in the Hydraulic Report, each profile was started using a known water surface elevation either interpolated or taken directly from the FEMA profile for the study reach.
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2.2 Hydraulic Analysis Methodology
The U.S. Army Corps of Engineers’ HEC-RAS 4.1.0 computer program was used to construct a hydraulic model of the Naugatuck River in the vicinity of the Interchange. HEC-RAS is capable of implementing a one-dimensional flow analysis to compute steady-state water surface profiles. The program uses a graphical user interface to organize model characteristics and employs separate hydraulic analysis components, data storage and management capabilities, and graphics and reporting facilities.
To compute water surface elevations along a study reach, HEC-RAS uses a standard step computation method, which incorporates a simplified version of the energy equation to account for friction losses as well as expansion/contraction losses between cross sections of a stream. The program is also capable of computing water surface elevations through hydraulic control structures such as bridges, culverts, weirs, etc. During low flow conditions, computations through a structure can be performed using the energy equation, momentum equation, or the Yarnell equation. During high flow conditions, the program utilizes either the energy equation or the pressure and/or weir computation method. For this reach within the vicinity of the Interchange, the momentum and energy equations were used for low flow computations at the various bridges and the pressure and/or weir equation was used for high flow computations.
2.3 Temporary Conditions Hydraulic Model
Beginning at RS 1005+40, 43 stream cross sections were used to develop the model. The upstream limits of the model extend approximately 8,375 feet upstream of the W. Main Street Bridge to RS 1140+32 (FEMA cross section DP). Main channel cross section geometry was obtained from the most recently available FEMA hydraulic model and floodplain geometry was measured from Light Detection and Ranging (LiDAR) data generated by the State of Connecticut.
Manning’s roughness coefficients for the floodplains and main channel of the Naugatuck River were obtained from the FEMA model and adjusted by comparing field observations to the tables listed in the HEC-RAS program. A roughness coefficient of 0.030 was used throughout the study reach for the main channel, which consists of a straight and clean channel. The 100-year floodplain throughout the study reach is primarily contained within the main channel of the river. Portions of the floodplains located above the 100-year water surface elevations consist of forested areas, roadways, commercial development, and industrial development. Therefore, roughness coefficients of 0.013, 0.030, 0.035, 0.050, and 0.070 were modeled for paved surfaces, grass, riprap/debris, brush, and forested areas, respectively.
The study reach is relatively uniform with no abrupt changes in main channel geometry. Therefore, expansion/contraction coefficients of 0.1 and 0.3 were used at all cross sections. These values were increased to 0.3 and 0.5 to account for the constrictions occurring at the bridges. The main channel bend slightly upstream of the Freight Street and Bank Street Bridges. As such, reach lengths were adjusted accordingly on the left and right sides of the main channel (looking downstream).
The existing railroad spur bridge consists of a nine-span causeway, and a two-span bridge. The overall length is approximately 340 feet between inside walls of each abutment with varying span lengths throughout the structure. The deck width (measured in the direction of flow) is approximately 20 feet out-to-out. The through-girder design for the two main spans result in solid parapets extending
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
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.
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.
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
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system. Since the discharges in the FIS were calculated in 1977, the hydrologic parameters in the watershed may have changed over time. Therefore, it is suggested to investigate the use of more recent data to calculate the discharges at the project site. The following section describe how the peak discharges were calculated using the USGS StreamStats program
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.
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
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)
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) = __________
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.
APPENDIX APPENDIX APPENDIX APPENDIX BBBB FEMA Data
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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
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
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.
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
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.
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
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
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.
--HYDROLOGY REPORT--
--HYDROLOGY REPORT--
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
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
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
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.
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
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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
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
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)
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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)
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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
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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)
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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
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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)
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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
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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)
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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)
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.05 .013 .07
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58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 103475
58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100836 D/S Face Railroad Bridge
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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)
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.07 .03 .013 .03 .05 .03 .05
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58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100786 U/S Face Bank Street Bridge
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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
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
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)
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.03
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58681-Naugatuck Bypass Plan: Temporary Conditions 11/21/2016 River = Naugatuck River Reach = I-84 Waterbury RS = 100589
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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)
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.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 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.
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
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 **************************************************** *************************************************** **
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*************************************************** *****************************
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
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
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
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
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
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*************************************************** *****************************
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
Manning's n Values num= 12 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** *****************************
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
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
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
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
Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** *****************************
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
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
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
Manning's n Values num= 8 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val*************************************************** *****************************
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
APPENDIX C Supporting Calculations for Scour Analyses
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
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)