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Kennebunk-Arundel, Bartlett, Hydrology & Hydraulics

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Kennebunk-Arundel, Bartlett, Hydrology & Hydraulics Hydrology & Hydraulics Report Bartett Bridge #2041 over Kennebunk River Kennebunk and Arundel, Maine STP-2046(800) WIN 20468.00 Maine Department of Transportation Bridge Program Hydrology Report | 1 HYDROLOGY REPORT Bartlett Bridge (#2041) over the Kennebunk River carries US Route 1 between Kennebunk and Arundel, Maine. The Kennebunk River watershed extends north and west from the bridge location. The basin begins at Kennebunk Pond in Lyman to the north and Carlisle Brook in Lyman to the west. Kennebunk Pond outlets to Lords Brook and the Kennebunk River is formed at the confluence of Carlisle and Lord Brooks in Lyman, 10.9 miles upstream of Bartlett Bridge. The watershed upstream of the bridge is 16% wetlands. Downstream of the bridge, the Kennebunk River continues 6.5 miles before discharging into the Atlantic Ocean between the towns of Kennebunk and Kennebunkport. The drainage basin characteristics for this bridge were provided by the Maine Department of Transportation Environmental Office, Hydrology Section. Peak flows were calculated with techniques described in the United States Geological Survey Water-Resources Investigations Report 99-4008 (Hodgkins, 1999). Despite the close proximity to the coast line, the bridge location does not have tidal influences due to the steep grade of the Kennebunk River downstream of the bridge. The flood of record at Bartlett Bridge occurred in April of 2007 (commonly referred to as the Patriot’s Day Flood). This event combined up to 8.5 inches of rain with snowmelt to produced peak flows greater than the 100 year recurrence interval throughout York County. The USGS report, “Flood of April 2007 in Southern Maine,” calculated the flow rate at the Bartlett Bridge crossing as 5730 CFS. For comparison, the same report provided a peak flow for the 500 year recurrence interval of 3980 CFS (see also the hydrology below provided by the Environmental Office). Unfortunately, the USGS gage on the Kennebunk River upstream from Bartlett Bridge (26.7 sq. mile drainage area) was installed the year after this event. Further discussion of the flow rate during the April 2007 event can be found in the Hydraulic Report. SUMMARY Drainage Area 42.9 mi 2 Q1.1 416 ft 3/s Q10 1,384 ft 3/s Q25 1,717 ft 3/s Q50 1,972 ft 3/s Q100 2,244 ft 3/s Q500 2,894 ft 3/s Reported by: Gustafson, Garrett A Date: June 15, 2016 Hydrology Report | 2 HYDRAULIC REPORT Hydraulic Modeling The existing and proposed bridges were analyzed in HEC-RAS 4.1.0 (Hydrologic Engineering Center’s River Analysis System), a one-dimensional hydraulics software program developed by the United States Army Corps of Engineers. A 450 foot long portion of the Kennebunk River intersecting the Bartlett Bridge crossing was modeled utilizing three cross sections upstream of the bridge and up to 6 cross sections downstream of the bridge. This location, particularly the region immediately downstream of the bridge location, presented modeling challenges due to the complexity of the exposed bedrock and remains of a mill foundation. During low flow conditions, flow is restricted to the left side of the channel and during high discharge events, flow passes over these obstacles. At moderate flows, modeling is further complicated by secondary side channels that pass around and through the obstacles that channelize low flow conditions. To model these conditions, two models were utilized in order to provide cross sections perpendicular to flow at all of the appropriate flood levels. The high flow conditions were modeled using 5 downstream cross sections while the more complex low to intermediate flow conditions were modeled with 6 downstream cross sections. The HEC-RAS models were based on the following assumptions: • Steady flow • Manning’s Roughness Coefficients o Upstream Channel: n = 0.048 o Downstream Channel: n = 0.056 o All overbank areas: n = 0.090 • Default expansion (0.3) and contraction (0.1) values. • Ineffective flow areas o Existing Bridge: Utilized on 3 of 4 corners of the bridge. The upstream, left streambank (Arundel) generally falls in line with the existing Abutment No. 2 breastwall and therefore does not experience significant flow parallel to the cross section. o Proposed Bridge: Utilized on all 4 corners. o Downstream: Utilized in several secondary channels in order to model conveyance from section to section at low flow rates. • Flow Regime: Subcritical • Bridge Modeling Approach: Default settings Hydraulic Report | 3 The reach boundary conditions were calibrated based on the USGS report “Flood of April 2007 in Southern Maine.” This report included observed water surface elevations during the April 2007 event upstream and downstream of Bartlett Bridge and a flow rate “computed with indirect methods.” The USGS also provided a file titled “Kennebunk River at Rte 1 near Kennebunk, ME – Indirect Summary” which included documentation indicating location of those water surface elevation observations relative to the existing bridge. Hydraulic models are typically calibrated by varying the reach boundary conditions to match a documented or assumed water surface elevation or other observed condition at a known discharge rate. This procedure was pursued, however, calibration of the model for both observed water surface elevations proved to be unattainable; the model showed a variance over two feet at one observation point at the flow rate provided. Fortunately, with two observed water surface elevations, the model could be calibrated for two unknowns, discharge rate and reach boundary condition. Normal depth downstream streambed slope was selected as the reach boundary condition. The calibration procedure followed a trial and error process in which discharge rate was modified to adjust water surface elevations up and down at both observation locations and downstream streambed slope was utilized to address error variance between observation points. Model water surface elevations converged with the observed water surface elevations at a discharge rate of 4,100 cubic feet per second and a downstream streambed slope of 0.00012 ft/ft. This flow rate exceeds the 500 year recurrence interval peak flow rate which is fairly consistent with the magnitude of the April 2007 event. Since a field measured discharge rate corresponding to the April 2007 event was not available, the flow rate obtained through model calibration is considered reasonable. An independent model developed by the USGS for the Bartlett Bridge location included a downstream streambed slope of 0.0054 ft/ft. Due to the large difference in streambed slopes between the two models, a sensitivity analysis was conducted to evaluate the impact of streambed slopes from 0.00012 ft/ft to 0.0054 ft/ft. This analysis yielded minimal fluctuation in water surface elevation and discharge velocities. In the interest of conservatism, the controlling results from streambed slopes of either 0.00012 ft/ft or 0.0054 ft/ft are reported. Following model calibration, the site hydraulics were analyzed with both the existing and proposed bridge geometry and the discharge rates presented in the Hydrology Report. The proposed bridge geometry is summarized below: • 78 foot single span • Low chord elevation = 47.51 o Superstructure depth = 47.25” = 36” NEXT F Beam + 8” Concrete Deck + 3.25” Bituminous Wearing Surface with High Performance Membrane. • Exposed footings and seals Hydraulic Report | 4 Water surface elevations and discharge velocities are reported below for the existing and proposed structures: SUMMARY Recommended Existing Structure Structure 2 Span Concrete Single Span T-Beam NEXT Beam Total Area of Waterway Opening ft 2 842 940 Headwater Elevations 1.1 Year Recurrence Interval ft 38.2 37.7 10 Year Recurrence Interval ft 40.8 39.8 25 Year Recurrence Interval ft 41.4 40.2 50 Year Recurrence Interval ft 41.9 40.6 100 Year Recurrence Interval ft 42.3 41.0 500 Year Recurrence Interval ft 43.5 42.4 Flood of Record (April 2007) ft 44.9 43.8 Vertical Clearance (Freeboard) 50 Year Recurrence Interval ft 5.0 6.9 100 Year Recurrence Interval ft 4.6 6.5 Flood of Record (April 2007) ft 2.0 3.7 Discharge Velocity 1.1 Year Recurrence Interval ft/s 6.5 6.1 10 Year Recurrence Interval ft/s 10.0 8.2 25 Year Recurrence Interval ft/s 10.5 8.9 50 Year Recurrence Interval ft/s 10.9 9.4 100 Year Recurrence Interval ft/s 11.3 10.0 500 Year Recurrence Interval ft/s 12.2 11.9 Flood of Record (April 2007) ft/s 13.5 13.4 Note: All elevations based on North American Vertical Datum (NAVD) of 1988. The proposed structure meets all of the applicable opening requirements. The available freeboard exceeds the minimum freeboard depths specified in Bridge Design Guide Section 2.3.10.2.A, Structure Capacity (Riverine). The proposed profile was primarily controlled by maintaining the existing grade at Rollins Lane and Walker Lane while providing a 1% grade across the proposed bridge; the riverine hydraulics had little impact on the proposed profile. Additionally, the proposed bridge span length exceeds 1.2 bankfull width, 65 feet (bankfull width is 54 feet). There is no documented history of flooding problems, ice jams, or debris issues at this location and pier removal will further improve these aspects. Hydraulic Report | 5 Scour Analysis All of the proposed foundations are founded on bedrock and therefore the proposed structure is considered stable and insusceptible to scour. Reported by: Gustafson, Garrett A Date: June 15, 2016 Note: Supporting documentation is provided in Appendix A of this Hydrology and Hydraulics Report. Hydraulic Report | 6 Appendix A Hydraulics Data River, Saco River, Salmon Falls River (floodway data tables [FDT] only), Smith Brook, Spinney Creek, Spruce Creek, Stevens Brook, Webhannet River, and the York river (FIRM only) were revised for backwater elevations.
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