No-Rise Certification for Georgia-Pacific Toledo Llc 15- and 30-Acre Ponds on the Yaquina River Toledo, Oregon

ENGINEERING CERTIFICATION

NO-RISE CERTIFICATION FOR GEORGIA-PACIFIC TOLEDO LLC 15- AND 30-ACRE PONDS ON THE YAQUINA RIVER TOLEDO, OREGON

March 25, 2020

This is to certify that I am a duly qualified registered professional engineer licensed to practice in the State of Oregon. This is further to certify that the attached report supports the finding that the grading inside the 15-acre and 30-acre ponds of the Georgia-Pacific Toledo LLC facility on the south side of the Yaquina River in Toledo, Oregon as shown on plans titled “Stockpile Plan and Profile” (dwg no. 6166-18-0843-C-FIG-21 Revision C dated April 16, 2019), if constructed in substantial accordance with the horizontal and vertical alignments shown on the drawings, copies of which were provided to Wood Environment & Infrastructure Solutions, Inc. (Wood), will not change the 1-percent-annual-chance (100-year) regulatory (base) flood elevations or flood conveyance on the Yaquina River at published or unpublished cross-sections in the vicinity of the proposed ponds. There are no mapped floodway or cross-sections in this reach of the Yaquina River, so no floodway would be affected by this project. The attached report dated March 20, 2020 supports this finding.

This certification was prepared exclusively for Georgia-Pacific Toledo LLC (GP) by Wood Environment & Infrastructure Solutions, Inc. (Wood). The quality of information, conclusions, and estimates contained herein is consistent with the level of effort involved in Wood services and based on:

i) information available at the time of preparation, ii) data supplied by outside sources, and iii) the assumptions, conditions, and qualifications set forth in this report.

This No-Rise Certification is intended to be used by GP for the proposed ground surface grading within the 15-acre and 30-acre ponds and behind the berms for those ponds only, subject to the terms and conditions of Wood’s contract with GP. Any other use of, or reliance on, this report by any third party is at that party’s sole risk.

While this report was prepared in accordance with standard engineering practice by qualified engineering professionals, GP should understand that this report evaluated a specific storm recurrence interval and assumes free-flowing hydraulic conditions on the river-side of the berms. It is reasonable to assume that a storm event of greater magnitude or that changes in water-way conveyance capacity might cause higher stages than estimated for this assignment.

March 25, 2020 Seth Jelen, PE, CFM, CWRE Wood Environment & Infrastructure Solutions, Inc. 15862 SW 72nd Ave Suite 150 Portland, Oregon 97224 Phone: (503) 639-3400

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Wood Environment & Infrastructure Solutions, Inc. 15862 SW 72nd Ave., Suite 150 Portland, Oregon 97224 USA T: 503-639-3400 Memo www.woodplc.com To: Georgia-Pacific Project: 6166180843.4.3 From: Seth Jelen, PE, CFM c: Project File Tel: 503-636-1908

Date: March 25, 2020 Subject: Base Flood Elevation Study for the Yaquina River Toledo, OR Wood performed a Base Flood Elevation (BFE) Study for the Yaquina River near Toledo, Oregon (Figure 1). This study found that the proposed project would have no effect on BFEs or flood storage volumes in the Yaquina River outside the berms. This study was performed to meet requirements of Lincoln County.

Attached to this Memo is a No-Rise Certification.

The river reach studied was from about river mile (RM) 12.9 (downstream of Butler Bridge) to about RM 14.6 which is the upstream extent of the detailed flood insurance study by the Federal Emergency Management Agency (FEMA, 2019). This study compared BFEs for existing ground topography to BFEs expected under grading changes proposed by Georgia-Pacific (GP) in the 15-acre and 30-acre ponds, including BFEs if a berm around the ponds were removed (breached). Figure 1 shows the study area vicinity. Figure 2 shows the location of the two ponds and their berms that are the subject of this study. The 15-acre pond is just northwest of the 30-acre pond. The BFE is the flood elevation for the 1-percent- annual-exceedence (100-year) flood.

The results of this Base Flood Elevation Study for the Yaquina River concluded that no rise in water surface elevation, and no loss of effective floodplain storage, would result in the special flood hazard area (SFHA, or 100-year floodplain) of the Yaquina River from proposed changes of grading of materials stored behind the berms surrounding the 15-acre 30-acre ponds on the south bank of the Yaquina River near Toledo, Oregon. The proposed changes are as shown on the existing and proposed site plans attached as Appendix A.

The following sections describe the background, study approach, and resulting finding of no-rise.

Existing Conditions

Site Description Figure 2 shows the existing conditions in the study area of interest. Two settling ponds are operated on the southwest (left) side of the Yaquina River – the 15-acre pond and the 30-acre pond. The ponds extend from RM 13.2 to 14.0. They are separated from each other and from the river by high berms. West of the 15-acre Pond is the mill’s onsite landfill.

‘Wood’ is a trading name for John Wood Group PLC and its subsidiaries Memo Base Flood Elevation Study for the Yaquina River

The proposed re-grading would excavate sludge material to provide additional storage capacity in the 30- acre pond and move that material to the 15-acre pond and onto the slope of the onsite landfill. All grading would be confined to areas “behind” the berms; no ground changes occur in areas connected to the Yaquina River. Appendix A shows the existing and proposed grading.

The 30-acre pond has a berm on the riverside that separates the pond from the “active” or effective river channel plus a land-side berm that separates the pond from a dead-end flow path. The land-side berm wraps around and connects with high ground to the west so water on the land side of that berm is backwater with elevation the same as water at the upstream end of the 30-acre pond.

Figure 3 is a photo of the riverside berm looking downstream and showing the vegetation on the riverbank and the water that is higher in the pond than in the river. Figure 4 is a photo looking southwest across the Yaquina River toward the 15-acre pond berm. Both photos and other similar photos were used to characterize how the bank ground cover and vegetation might affect river flow.

Flood Insurance Study The study area includes areas mapped by the Federal Emergency Management Agency (FEMA) as within the SFHA, commonly called the 100-year floodplain. The present study was done to confirm that proposed grading behind the pond berms would not affect the SFHA area or volume of water outside the pond berms. Excerpts from the flood insurance study are included in Appendix B.

Figure 5 shows the effective flood insurance rate map (FIRM) developed by FEMA with the floodplain boundary. It is annotated to show study area features. The prior FIRM had ignored the berm contours; this recent mapping does include topography in the 15-acre and 30-acre ponds. The berms are mapped as high ground above (outside of) the floodplain. . Areas behind the berms appear to be mapped at the same elevation as the adjacent river outside the berms. It appears that the new FIRM mapped the same flood elevations, but used current LiDAR data.

Wood did not seek to use or investigate the old base model because it is outdated. Instead, the entire study area of interest to the ponds and berms was surveyed new for this study and was tied to the existing profile. The flood insurance study (FIS) report for Lincoln County (FEMA, 2019) states that the lower Yaquina River was studied by detailed hydraulic modeling in October 1977. However, expected study information is missing – no cross-sections are shown or labeled on the FIRM or the flood profile, no floodway was modeled so there is no table listing BFEs, and the flood profiles appear as straight lines with no visible inflections from varying channel geometry.

Existing Flows The FIS, in Table 10, lists existing flows for the Yaquina River. Figure 6 maps flow locations relevant to this study area. One flow is at the confluence with Mill Creek. This is the upstream end of this study area and is also the upstream end of FEMA’s mapped detailed study. Another flow point is at Coquille Point several miles downstream of the study area. Olalla Creek / Slough enter the study area from the north. Its flow was calculated by Wood as the net increase from the upstream to downstream boundary of this study area. The downstream flow was interpolated by Wood using drainage area following the equation shown in the prior FIS Report (FEMA, 2009) Section 3.1 Hydrologic Analyses.

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The equation is as follows:

n Qa / Qb = ( Aa / Ab )

Q is flow and A is watershed area at points “a” and “b”, and “n” is an exponent that is site-specific. Wood calculated the exponent by matching FIS flows and areas at Coquille Point and Mill Creek; the values used for “n” were 0.94, 0.958, 0.945, and 0.95 for the 10-, 50-, 100-, and 500-year flows, respectively. The flows downstream of Butler Bridge were interpolated using its area.

Appendix L provides additional information where the existing FIS flows are compared to flows calculated from current regression equations published by the US Geological Survey (USGS, 2020). The comparison looked at flows at both the upstream and downstream ends of this study. The existing FIS flows were found to be more conservative (higher).

Table 1 lists the existing flows that were used for this study.

Table 1. Existing Flows from FIS

Location X-Section Area (mi2) Flood Insurance Study (FIS) Flows (cfs) 10-yr 50-yr 100-yr 500-yr

Confluence with Mill Creek (upstream inflow) 8622 186.1 20,000 27,200 30,000 37,500 Downstream of Olalla Creek/Slough (calc by Wood) 2049 197.0 21,100 28,700 31,700 39,600 Net tributary inflow (calc by Wood) 2049 1,100 1,500 1,700 2,100 Downstream of Butler Bridge (calc by Wood) 10 197.0 21,100 28,700 31,700 39,600 Coquille Point n/a 245.0 25,900 35,400 38,900 48,700

Note: "cfs" is cubic feet per second.

Existing Water Surface Elevations The FIS, on Panel 39P, plots the flood profiles for the lower Yaquina River that was studied in detail in 1977 (mile 2.2 to mile 14.8). It includes four profiles for the 10-, 50-, 100-, and 500-year flows plus annotated landmarks, including Butler Bridge. No cross-sections are shown on the profiles or on the FIRM panel, so the study area was related to the profile by measuring the distance of the downstream and upstream boundaries relative to Butler Bridge. In the process, a 0.2-mile difference was found in the location of the upstream extent of the FEMA FIRM detailed study and Mill Creek Confluence. This study connected the profile to the FEMA study using the profile location for Butler Bridge of mile 13.06 and the corresponding mapped extent of the upstream boundary at mile 14.60, and did not use the inconsistent upstream extent of mile 14.80 shown on the FEMA profile.

Figure 7 shows a portion of the FIS profile annotated with the study area extent (mile 12.97 to 14.60) and with values for the downstream and upstream water surface elevations that were read from the profiles. The downstream elevations were used as boundary conditions to force the model to fit the FIS profile. The upstream elevations were used as calibration targets to fit the upstream modeled water surface elevations to the FIS profile. Table 2 lists these existing water surface elevations from the FIS and compares them to the modeled elevations discussed later. Appendix B includes the full panel annotated to show the study area. All elevations used in the FIS and in this memo reference the North American Vertical Datum of 1988 (NAVD 88).

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Memo Base Flood Elevation Study for the Yaquina River

Table 2. Existing Water Surface Elevations from FIS

Location X-Section FIS Water Elevations (ft NAVD 88) 10-yr 50-yr 100-yr 500-yr

Downstream of Butler Bridge 10 14.52 16.03 16.55 18.06 Target - Upstream Study End 8622 14.96 16.59 17.12 18.76 Profile Change over 8,612 feet n/a 0.44 0.56 0.57 0.70

Notes: "NAVD 88" is North American Vertical Datum of 1988. "X-Section" is the HEC-RAS model cross-section name.

Existing Berms The berms around the 15-acre and 30-acre ponds isolate areas behind the berms from flows in the Yaquina River. The pumping system under the river that conveys material into and out of the ponds and a culvert that connects the two ponds together did not factor in this study because they do not affect the berms between the pond and the river. The berm crest is well above the 100- and 500-year water levels and there are no connections between areas behind the berms and the Yaquina River (the culvert shown on the FIRM panel is incorrect). There is no connection between the River and behind the berm unless a berm fails.

Figure 8 graphs the existing freeboard, the height of the berm crest above the flood elevation. The horizontal stationing proceeds clockwise around the 15-acre pond and then the 30-acre pond. The 15-acre pond has over 5.5 feet of freeboard above the BFE. The 30-acre pond has over 3.5 feet of freeboard on the riverside and land-side berms and over 3.0 feet of freeboard on the upstream cross-berm.

Figure 9 illustrates the approach for floodplain analysis and mapping for the existing berms. The berms are not “accredited” by FEMA as providing flood protection during the 100-year flood, so existing flood elevations are determined differently for areas on the river-side and land-side of the berms following the “Natural-Valley Procedure for Unaccredited Levees” (FEMA, 2013). Flood elevations on the river side of the berm are modeled with the berm obstructing or “squeezing” flow into the river cross-section. Elevations behind the berm are modeled with no berm, including flow area behind the berm. Berms are removed one-by-one to model separate areas behind each berm as if obstructions by other berms remain.

Study Approach This study involved creating nine hydraulic models – three ground conditions (existing, proposed, and proposed-with-landfill) and, for each, three berm conditions (all berms present, 15-acre berm removed, and 30-acre riverside berm removed). The resulting water surfaces of each model were compared to confirm that the proposed grade changes in the two ponds behind the berms would not cause any change to the flood elevations outside the berms. Table 3 lists the nine models developed with their “plan” number. For convenience, the geometry and plan numbers are identical.

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Memo Base Flood Elevation Study for the Yaquina River

Table 3. Nine Hydraulic Models

Plan ID Model Name

p01 Existing with Berms p02 Existing but No 15-ac Berm p03 Existing but No 30-ac Berm

p11 Proposed with Berms p12 Proposed but No 15-ac Berm p13 Proposed but No 30-ac Berm

p21 Proposed with Landfill and Berms p22 Proposed with Landfill but No 15-ac Berm p23 Proposed with Landfill but No 30-ac Berm

No HEC-RAS model was involved for removing the land-side berm of the 30-acre pond because this berm wraps around, and eventually ties to, high ground, preventing water from flowing downstream. Water therefore pools outside this berm at a constant elevation matching the upstream end of the pond.

The rest of this section describes the construction of the hydraulic models.

The study involved the following:

• Ground elevation data were acquired. Sources included LiDAR (downloaded from the State of Oregon), existing and proposed ground surfaces from project design data, bathymetry points measured as part of this study at seventeen (17) cross-sections, and survey points at Butler Bridge. • A new base/existing conditions hydraulic model was developed using the Corps of Engineers’ HEC-RAS computer program version 5.0.7 (USACE, 2019) that combined ground elevation data with flows and downstream water levels published with the effective flood insurance study (FIS). • The HEC-RAS model was run for the scenarios listed in Table 3: • The results from the HEC-RAS models were graphed, mapped, and compared.

Model Network Figure 10 maps the layout of model cross-sections with an aerial image in relation to Butler Bridge, the ponds, and the berms. The model includes 24 cross-sections that were built using 17 cross-sections that were surveyed using hydrographic methods (Statewide, 2020). Multiple model cross-sections were developed using one surveyed section to model Butler Bridge and the three cross-berms above, below and between the 15- and 30-acre ponds. Modeling of the bridge required two cross-sections, one upstream and one downstream of the embankment toes. Modeling of the cross-berms required three sections, one each upstream, at the cross-berm crest, and downstream of the cross-berms.

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Memo Base Flood Elevation Study for the Yaquina River

Upstream inflow was added at the upstream boundary cross-section (8622), the flow downstream of tributary Olalla Creek / Slough was added at section 2049, and the downstream water surface elevations were applied at section 10. These boundaries were identical for each of the nine model scenarios.

Figure 11 maps the same information with a shaded relief image that combines the aerial image with a three-dimensional view of the LiDAR ground surface that shows the river channel, floodplain, and high ground areas.

Ground Elevations Cross-Sections Figure 12 maps the location of sources of ground elevation data used to build the existing model cross- sections. Three sources were used in order of preference as follows:

• 1. The hydrographic survey points (shown as small yellow/black points) were used for the river channel and projected onto the cross-section lines (shown as yellow lines); • 2. The existing ground surface from the design drawings was used where available (shown as grey lines); and • 3. The LiDAR ground surface was used to fill remaining cross-sections with no other sources.

Figure 13 maps the location of sources of ground elevation data used to build both the proposed and proposed-with-Landfill model cross-sections. The sources were used in order of preference as follows:

1. The hydrographic survey points (shown as small yellow/black points) were used for the river channel and projected onto the cross-section lines (shown as yellow lines); 2. The proposed landfill surface from the design drawing was used where available for the proposed-with-landfill cross-sections only (not the proposed condition; shown as orange lines); and 3. The proposed ground surfaces from the design drawing were used where available for areas inside the ponds (shown as blue lines for the 15-acre pond and as green lines for the 30-acre pond); and 4. The existing ground surface from the design drawing was used where available (shown as grey lines); and 5. The LiDAR ground surface was used to fill remaining cross-sections with no other sources.

Figure 14 illustrates how the ground elevation data were merged into model cross-sections. Section 2548 is used as an example; it crosses near the upstream end of the 15-acre pond and cuts through the proposed drainage channel and proposed landfill ground surfaces.

The figure also highlights the changes made to cross-sections to remove the berms for the six no-berm models. The ground in the cross-section is “leveled out” at the toe of the berm. The example in the figure would remove the orange hatched area for the existing no-berm model and would remove both the orange and green hatched areas for the proposed and proposed-with-landfill models. The cross-sections are included in Appendix C through Appendix K.

Figure 15 illustrates how the ground elevation data were merged into model cross-sections. Section 2548 is used as an example; it crosses near the upstream end of the 15-acre pond and it crosses through the proposed drainage channel regrading and proposed surface of the landfill. The elevations are vertically shifted 10 feet up just for this illustration to see the changes made to the cross-section.

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Memo Base Flood Elevation Study for the Yaquina River

Butler Bridge The study area begins just downstream of Butler Bridge because it was not reasonable to establish a good downstream boundary for the hydraulic model upstream of the bridge.

Figure 16 is a photo of Butler Bridge looking upstream (southeast) from the left (west) bank towards the bridge. Multiple pier types are seen (a third large pier is hidden behind the building on the right). The positions of these piers were measured from survey data and high-resolution aerial images registered to the surveyed bridge points.

Figure 17 shows how Butler Bridge is treated in the hydraulic model. Features include the sloping embankments, large bridge fill (road approach ramp) on the right, multiple shapes and widths of piers, and inundated ground right (east) of the bridge approach ramp. The model predicted that all four FIS flows would inundate areas beyond the right-bank bridge fill; this is consistent with the FIS FIRM panel.

Model Calibration and Hydraulic Roughness n-values HEC-RAS models hydraulic roughness using Manning’s n-values. The n-values were varied in cross- sections based on the type of land cover and irregularity present; more roughness means more obstruction to flow and is reflected in a higher n-value. Table 4 lists the Manning’s n-values used with a description of their corresponding ground type.

Table 4. Final Hydraulic Model Manning’s n-values

Manning's Description n-value

Main Channel (calibrated to FIS profile) 0.027

Floodplain Outside Channel 0.025 Gravel (industrial area) 0.03 Open water / treatment ponds 0.035 Bare earth (stockpile area) 0.04 Dense grass / bare with some bldgs 0.05 Dense grass and brush 0.06 Landscaped / mixed area 0.07 Rows of brushy crops 0.08 Brush 0.12 Trees

Initially a channel n-value of 0.02 was used reflecting that the channel appeared to be smooth mud. However, that value resulted in water elevations about 0.25 foot below the FIS profile at the upstream end of this study area. The channel n-value was adjusted to 0.027. This value let the model simulate the same elevations for the 100- and 500-year profiles as in the FIS at the upstream end of the study. The model

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Memo Base Flood Elevation Study for the Yaquina River underestimates the upstream elevations (by less than 0.1 foot) for the 10- and 50-year profiles, consistent with expecting higher n-values for lower flows. The calibration fit is compared in Table 5.

Table 5. Final Water Surface Elevation Calibration

Location X-Section FIS Water Elevations (ft NAVD 88) 10-yr 50-yr 100-yr 500-yr

Downstream of Butler Bridge 10 14.52 16.03 16.55 18.06 Target - Upstream Study End 8622 14.96 16.59 17.12 18.76 Profile Change over 8,612 feet n/a 0.44 0.56 0.57 0.70

Modeled upstream (for n = 0.027 in channel) 8622 14.87 16.53 17.12 18.76 Difference (profile minus modeled) 8622 0.09 0.06 0.00 0.00

Notes: "NAVD 88" is North American Vertical Datum of 1988. "X-Section" is the HEC-RAS model cross-section name.

Model Results

Existing Condition Figure 18 shows the flood profiles modeled for the existing condition (plan p01). The profile is annotated to label Butler Bridge (labeled as “Left Levee”) and the 15-acre and 30-acre pond berms. The berms are not plotted at their actual crest elevations, but at arbitrary elevations to be easily seen in cross-section views. The berms are well above the flood elevations.

Figure 19 maps the 100-year floodplain boundary modeled for the existing condition.

Proposed Condition Figure 20 maps the 100-year floodplain boundary modeled for the proposed condition. The visible changes are in the 15-acre and 30-acre ponds behind the berms; no changes occur outside the berms. The proposed floodplain is confined to the drainage channel and pool in the 15-acre pond; it is larger in the 30-acre pond where excavation deepens the pool.

Proposed-with-Landfill Condition Figure 20 also maps the 100-year floodplain boundary modeled for the proposed-with-landfill condition. The floodplain is the same for both the proposed and proposed-with-landfill conditions because the proposed landfill ground surface is entirely above the BFE.

Analysis of No-Rise for Yaquina River Table 6 compares the three, 100-year water surface elevations modeled for the Yaquina River for the existing, proposed, and proposed-with-landfill conditions with the berms included. The table shows that the HEC-RAS models predict the same water surface elevation for each condition. This is expected because there was no change outside (on the river side) of the berms.

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Memo Base Flood Elevation Study for the Yaquina River

Table 6. Modeled 100-Year Flood Elevations with Berms

Existing Proposed Proposed 100-yr with Berms with Landfill and Change (ft) Change (ft) X-Section with Berms (ft) Location Flow (cfs) (ft NAVD 88) Berms (ft) p11-p01 p21-p01 Plan p11 Plan p01 Plan p21

Most Upstream X-Section - End of FIS - 700 Feet below Mill Creek 8622 30000 17.12 17.12 17.12 0 0 7504 30000 17.07 17.07 17.07 0 0 6461 30000 17.04 17.04 17.04 0 0 5663 30000 17.04 17.04 17.04 0 0

Cross-Berm above 30-acre Pond 5271 30000 16.96 16.96 16.96 0 0 Upstream 5229 30000 16.93 16.93 16.93 0 0 Cross-Berm 5183 30000 16.93 16.93 16.93 0 0 Downstream

30-acre Pond and Riverside and Land-side Berms 4875 30000 16.93 16.93 16.93 0 0 4350 30000 16.92 16.92 16.92 0 0 3824 30000 16.89 16.89 16.89 0 0 3260 30000 16.85 16.85 16.85 0 0

Cross-Berm between 30-acre Pond and 15-acre Pond 2886 30000 16.8 16.8 16.8 0 0 Upstream 2822 30000 16.79 16.79 16.79 0 0 Cross-Berm 2759 30000 16.79 16.79 16.79 0 0 Downstream

15-acre Pond and Berm 2548 30000 16.79 16.79 16.79 0 0 2049 31700 16.87 16.87 16.87 0 0 Add Olalla Crk Q 1681 31700 16.86 16.86 16.86 0 0

Cross-Berm at Downstream End of 15-acre Pond 1292 31700 16.81 16.81 16.81 0 0 Upstream 1260 31700 16.81 16.81 16.81 0 0 Cross-Berm 1216 31700 16.81 16.81 16.81 0 0 Downstream 813 31700 16.76 16.76 16.76 0 0

Butler Bridge - Ineffective flow area from bridge 545 31700 16.63 16.63 16.63 0 0 Upstream 497 Bridge 406 31700 16.59 16.59 16.59 0 0 Downstream

Most Downstream (Starting) X-Section 10 31700 16.55 16.55 16.55 0 0

Notes: "X-Section" is hydraulic model cross-section name. "NAVD 88" is North American Vertical Datum of 1988. "p11-p01" is difference of water elevation for p11 minus that for p01.

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Memo Base Flood Elevation Study for the Yaquina River

Analysis of Areas behind the 15-Acre Pond Berm Table 7 compares the three, 100-year water surface elevations for areas behind the 15-acre pond berm with that berm removed for the existing, proposed, and proposed-with-landfill conditions. It also compares these profiles to the existing profile (Plan p01). Only cross-sections within the pond are shown because the analysis of removing a berm is only for the water surface elevation behind the berm.

Table 7. Modeled 100-Year Flood Elevations with No 15-Acre Pond Berm

Existing Existing Proposed Prop'd+Landfill 100-yr with Berms Change (ft) Change (ft) Change (ft) X-Section No 15-ac Berm (ft) No 15-ac Berm (ft) No 15-ac Berm (ft) Location Flow (cfs) (ft NAVD88) p02-p01 p12-p02 p22-p02 Plan p02 Plan p12 Plan p22 Plan p01

Cross-Berm at Upstream End of 15-acre Pond 2822 30000 16.79 16.79 16.79 16.79 0 0 0 Cross-Berm 2759 30000 16.79 16.79 16.79 16.79 0 0 0 Downstream

15-acre Pond with No Berm 2548 30000 16.79 16.79 16.8 16.8 0 0.01 0.01 2049 31700 16.87 16.87 16.87 16.87 0 0 0 Add Olalla Crk Q 1681 31700 16.86 16.86 16.86 16.86 0 0 0

Cross-Berm at Downstream End of 15-acre Pond 1292 31700 16.81 16.81 16.81 16.81 0 0 0 Upstream 1260 31700 16.81 16.81 16.81 16.81 0 0 0 Cross-Berm

Notes: "X-Section" is hydraulic model cross-section name. "NAVD 88" is North American Vertical Datum of 1988. "p11-p01" is difference of water elevation for p11 minus that for p01. The table shows that the HEC-RAS models predict the same water surface elevation for each condition except for a 0.01-foot difference at one section. The change only affects the area behind the berm and entirely within private property owned by GP.

Analysis of Areas behind the 30-Acre Pond Riverside Berm Table 8 compares the three 100-year water surface elevations for areas behind the 30-acre pond riverside berm with that berm removed for the existing, proposed, and proposed-with-landfill conditions. It also compares these profiles to the existing profile (Plan p01). Only cross-sections within the pond are shown because the analysis of removing a berm is only for the water surface elevation behind the berm. The table shows that the HEC-RAS models predict water surface elevations are changed by less than 0.1 foot inside the 30-acre pond for the alternative conditions. The changes only affect the area behind the berm and entirely within private property owned by GP.

Analysis of the 30-Acre Pond Land-Side Berm Table 9 lists the water surface elevations in the 30-acre pond if its land-side berm were removed. Water in the pond would pool to the same elevation as water on the outside of that berm, which is pooled to the same elevation as at cross-section 5271 just upstream of the cross-berm at the upstream end of the 30-acre pond.

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Table 8. Modeled 100-Year Flood Elevations with No 30-Acre Pond Riverside Berm

Existing Existing Proposed Prop'd+Landfill 100-yr with Berms Change (ft) Change (ft) Change (ft) Change (ft) X-Section No 30-ac Berm (ft) No 30-ac Berm (ft) No 30-ac Berm (ft) Location Flow (cfs) (ft NAVD88) p03-p01 p13-p03 p23-p03 p23-p13 Plan p03 Plan p13 Plan p23 Plan p01

Cross-Berm above 30-acre Pond 5229 30000 16.93 16.93 16.92 16.92 0 -0.01 -0.01 0 Cross-Berm 5183 30000 16.93 16.93 16.92 16.92 0 -0.01 -0.01 0 Downstream

30-acre Pond with Land-side Berm but No Riverside Berm 4875 30000 16.93 16.94 16.98 16.98 0.01 0.04 0.04 0 4350 30000 16.92 16.92 16.97 16.97 0 0.05 0.05 0 3824 30000 16.89 16.9 16.98 16.98 0.01 0.08 0.08 0 3260 30000 16.85 16.89 16.96 16.96 0.04 0.07 0.07 0

Cross-Berm at Downstream End of 30-acre Pond 2886 30000 16.8 16.81 16.84 16.84 0.01 0.03 0.03 0 Upstream 2822 30000 16.79 16.79 16.79 16.79 0 0 0 0 Cross-Berm

Notes: "X-Section" is hydraulic model cross-section name. "NAVD 88" is North American Vertical Datum of 1988. "p11-p01" is difference of water elevation for p11 minus that for p01.

Table 9. Modeled 100-Year Flood Elevations in 30-Acre Pond for No Land-side Berm

100-Year Model Name Plan ID Water Elevation Elevations for X-Section 5271 (ft NAVD88)

p01 16.96 Existing with Berms p02 16.96 Existing but No 15-ac Berm p03 16.96 Existing but No 30-ac Berm

p11 16.96 Proposed with Berms p12 16.96 Proposed but No 15-ac Berm p13 16.95 Proposed but No 30-ac Berm

p21 16.96 Proposed with Landfill and Berms p22 16.96 Proposed with Landfill but No 15-ac Berm p23 16.95 Proposed with Landfill but No 30-ac Berm

Notes: "X-Section" is hydraulic model cross-section name. NAVD 88 is North American Vertical Datum of 1988.

Conclusions The results of this Base Flood Elevation Study for the Yaquina River concluded that no rise in water surface elevation, and no loss of effective floodplain storage, would result in the SFHA, or 100-year floodplain, of the Yaquina River from proposed changes of grading of materials stored behind the berms surrounding the 15-acre and 30-acre ponds on the south bank of the Yaquina River near Toledo, Oregon. The studied extent was river mile 12.9 to 14.6 (the upstream end of the detailed FIS as mapped by FEMA).

Attached to this Memo is a No-Rise Certification.

Project # 6166180843.4.3 | 3/25/2020 Page 11 of 14

Memo Base Flood Elevation Study for the Yaquina River

Please contact GP (Scott Austin at 541-336-8318 or [email protected]) to set up a conference call to address any questions you have regarding this interim memorandum.

Respectfully submitted,

Wood Environment & Infrastructure Solutions, Inc. Reviewed by:

Seth Jelen, PE, CFM Philip Marcum, PE (GA) Principal Project Manager

Attachments: Engineering Certification Figures Appendices A through K

Project # 6166180843.4.3 | 3/25/2020 Page 12 of 14

Memo Base Flood Elevation Study for the Yaquina River

References DOGAMI, 2009 Oregon North Coast LiDAR Deliverable 10. December 21, 2009 FEMA, 2009. Flood Insurance Study for Lincoln County, Oregon and Incorporated Areas. Federal Emergency Management Agency. December 18, 2009 (superseded by FMEA, 2019) FEMA, 2013. Analysis and Mapping Procedures for Non-Accredited Levee Systems, New Approach. (Figure 4-9). Federal Emergency Management Agency. July 2013. FEMA, 2019. Flood Insurance Study for Lincoln County, Oregon and Incorporated Areas. Federal Emergency Management Agency. October 18, 2019. Statewide, 2020. River Elevation Transects - Yaquina River, Toledo, OR. by Statewide Land Surveying, Inc. February 5, 2020. USACE, 2019. HEC-RAS Version 5.0.7 Computer Program. US Army Corps of Engineers Hydraulic Engineering Center. March 2019. USGS, 2005. Estimation of Peak Discharges for Rural, Unregulated Streams in Western Oregon: Scientific Investigations Report 2005-5116. U.S. Geological Survey and Cooper, R.M. 2005. USGS, 2020. StreamStats online flow computation for Yaquina River, accessed February 2019. Link: streamstats.usgs.gov/ss/

Project # 6166180843.4.3 | 3/25/2020 Page 13 of 14

Figures

GP Toledo Site

Figure 1. Project Location

Existing 100-yr Floodplain Edge

15-ACRE POND

Existing 100-yr Floodplain Edge

EXISTING LANDFILL

30-ACRE POND

Existing 100-yr Floodplain Edge

Figure 2. Existing Conditions near Study Area Ponds and Berms

Note: The pond areas and berms are labeled along with model cross-sections. River miles are marked every 0.1-mile and labeled every 0.5-mile.

Figure 3. View Looking Northwest along Berm

Figure 4. View Looking Southwest towards 15-acre Pond Berm

BUTLER BRIDGE

BERM

CROSS-BERM

15-AC POND

EXISTING LANDFILL RIVERSIDE BERM CROSS-BERM

NO THROUGH FLOW

30-AC (EAST) POND

LAND-SIDE BERM CROSS-BERM

Figure 5. Annotated Flood Insurance Rate Map (FIRM Panel 531; FEMA; dated October 18, 2019)

Note: This new FIRM panel shows the berms as dry ground with Special Flood Hazard Area (floodplain) inside the berms. Downstream Flows: Tributary Adds: Coquille Point (FIS Flows) Area = 197.0 mi2 Area = 245.0 mi2 10 Yr = 21,100 cfs 10 Yr = 1,100 cfs 10 Yr = 25,900 cfs 50 Yr = 28,700 50 Yr = 1,500 50 Yr = 35,400 100 Yr = 31,700 100 Yr = 1,700 100 Yr = 38,900 500 Yr = 39,600 500 Yr = 2,100 500 Yr = 48,700

Conf Mill Creek (FIS Flows) Area = 186.1 mi2 10 Yr = 20,000 cfs 50 Yr = 27,200 100 Yr = 30,000 500 Yr = 37,500

Figure 6. Study Area and Flood Insurance Study Flow Locations

Note: Upstream flows for the study were from the published flow in Table 10 of the FIS Report (Volume 1) for Yaquina River at the confluence with Mill Creek (labeled here; see Appendix B) as was the far- downstream flow at Coquille Point. Flow at the downstream end of the study was interpolated between the upstream flow and flow at (from the same FIS table) using the drainage area using the following equation: Qa/Qb == (Aa/Ab)n documented in Section 3.1 Hydrologic Analyses of the prior Flood Insurance Study for Lincoln County dated December 18, 2009. The current report dated October 18, 2019 did not document the hydrologic analysis methods used. The tributary inflow for Olalla Creek / Slough is the difference between flows at the upstream and downstream of the study area.

18.76

18.06

17.12 DS End of of DSstudy Endthis 16.55 16.59

16.03 of study UP Endthis

14.96

14.52

Mi 12 Mi 14 Mi 15 Mi 13 Figure 7. Annotated Flood Profiles (Panel 39P; FIS Report Volume 2; FEMA; dated October 18, 2019)

Note: The four profile lines are straight lines and no cross-sections are shown or labeled on the profiles (See Appendix B for the full profile panel). The study area was related to the FIS profile by measuring the distance relative to Butler Bridge. The FIS profile is inconsistent (in error) by about 0.2 miles regarding the location (river mile) of Butler Bridge, the upstream end of study, and the confluence with Mill Creek.

Outer Berm for 15- and 30-Acre Ponds - Toledo OR

30-Acre Pond Berm 30-Acre Pond

15-Acre Pond Berm

Figure 8. Existing Freeboard Profile of Berms and Base Flood Elevations

Note: Distances are in feet along the alignments shown in Figure 2. Freeboard is measured down to the 100-year water surface (base flood elevation; BFE); the 500-year surface is shown for comparison. The 15-acre pond berm has over 5.5 feet of freeboard; the 30-acre pond riverside and land-side berms have over 3.5 feet of freeboard except a short location at the upstream end.

Figure 9. Illustration of Natural-Valley Procedure for Unaccredited Levees

Note: Image is from Figure 4-9 of Analysis and Mapping Procedures for Non-Accredited Levee Systems, New Approach dated July 2013 by FEMA (FEMA, 2013) BUTLER BRIDGE

BERM

CROSS-BERM

15-ACRE POND

EXISTING LANDFILL RIVERSIDE BERM CROSS-BERM

NO THROUGH FLOW

30-ACRE POND

LAND-SIDE BERM CROSS-BERM

Figure 10. Hydraulic Model Features with Aerial Image Background

Note: Model cross-sections are identified by their distance in feet upstream. Downstream water level at cross-section 10 was set to match the published flood profile (see Figure 7). Upstream flow was applied at cross-section 8622 and taken from the FIS Report Table 10 for the Yaquina River at Mill Creek (see Figure 6 and Appendix B). The tributary inflow for Olalla Creek / Slough was applied at cross-section 2049 and taken as the difference between flows at the upstream and downstream of the study area (see Figure 6 for further discussion). The berms around the 30-acre pond prevent flow from moving downstream on the landward (west) side of the 30-acre pond’s land-side berm; water in that area is pooled at the elevation of upstream cross-section 5271. BUTLER BRIDGE

BERM Existing 100-yr Floodplain Edge

CROSS-BERM

15-ACRE POND

EXISTING LANDFILL RIVERSIDE BERM CROSS-BERM

NO THROUGH FLOW

30-ACRE POND

LAND-SIDE BERM CROSS-BERM

Existing 100-yr Floodplain Edge

Figure 11. Hydraulic Model Features with LiDAR and Existing Floodplain

Note: The figure shows (thin yellow line) the extent of the 1-percent-annual-chance (100-year) flood inundation as modeled by this study and mapped against the ground topography that combined LiDAR and on-side surveyed ground surface. 15-ACRE POND

EXISTING LANDFILL

30-ACRE POND

Figure 12. Ground Elevation Sources for Existing Condition

Note: Sources for existing ground modeling were (in order) hydrographic survey points (small yellow dots almost superimposed by cross-section lines); then existing-ground surface (TIN) shown as grey lines; then LiDAR surface.

PROPOSED LANDFILL SURFACE

PROPOSED GRADING IN 15-ACRE POND PROPOSED 30-ACRE PONDS

Figure 13. Ground Elevation Sources for Proposed and Proposed-with-Landfill Conditions

Note: Sources for proposed-ground modeling were (in order) hydrographic survey points; then proposed-ground surfaces (TIN) shown as blue and green lines; then existing-ground surface. The proposed-with-landfill surface used the proposed-with-landfill surface (TIN) as the top-priority source (orange lines).

Cross-Section Compostion (XS 2548 by 15-Acre Pond) 60

50 Proposed Landfill (TIN) 40

30 Existing (Remove for no-berm) Proposed (TIN) All (LiDAR) Existing (TIN) 20 Proposed (Remove for no-berm) All (LiDAR)

10 All (Hydrographic survey) Channel - XS 2548 (surveyed)

LiDAR (grid) Elevation (ft NAVD88) (ft Elevation 0 Existing TIN Proposed TIN Stockpile TIN -10 -1000 -800 -600 -400 -200 0 200 400 Stationing (feet from channel line looking downstream==north)

Figure 14. Example Model Construction for Cross-Section 2548

Note: This shows how hydraulic model cross-sections were constructed from multiple sources for existing, proposed, and proposed-with-landfill conditions. Then each was modified by “removing” the river-side berm: the existing-without-berm would lose the orange-hatched area and the proposed- without-berm would lose both yellow and green-hatch areas. Berm heights vary by cross-section. See Appendices C through J for cross-section printouts that compare changes.

Illustration of Cross-Section Changes 110 p22/p23=Prop.+Landfill No Berm (15-/30-ac)

90 p21=Prop.+Landfill with Berms

70 Berm Removed

50 p02/p03=Proposed No Berm (15- or 30-ac) Berm Removed p11=Proposed with Berms 30 Berm Removed p02/p03=Existing No Berm (15- or 30-ac)

p01=Existing with Berms Elevation (ft NAVD88) (ft Elevation 10

-10 -1000 -900 -800 -700 -600 -500 -400 -300 -200 -100 0 100 200 300 Stationing (feet from channel line looking downstream==north)

Figure 15. Illustration of Cross-Section Changes between Plans

Note: Lines are offset by 10 feet to illustrate each of the nine configurations separately. Plans 12/13 and 22/23 have similar differences but 12 and 22 remove the 15-acre berm; 13 and 23 remove the 30-acre berm.

Figure 16. Butler Bridge Photo

Note: Image is from Google Earth Streetview, looking upstream (southeast) from west (left) bank.

Figure 17. Modeling Butler Bridge: Cross-Section View from Model

Note: Butler Bridge is located between cross-sections 545 (upstream) and 406 (downstream). The bridge is modeled as 30 feet wide and is 18 feet downstream of cross-section 545.

15-Acre Berm 30-Acre

Berm Butler Bridge Butler

Figure 18. Modeled Profile for Existing Condition

Note: The “Levee” heights are only for visual effect to identify the locations of the two ponds’ berms. The berm heights are not overtopped by these flows (see Figure 8). Model cross-sections are labeled along the bottom (some are skipped for clarity). Figure 8 shows the actual height of the berms relative to the 100-year water surface.

Existing 100-yr Floodplain Edge

15-ACRE POND

Existing 100-yr Floodplain Edge

EXISTING LANDFILL

30-ACRE POND

Existing 100-yr Floodplain Edge

Figure 19. Existing Flood Boundary from Model

Same 100-yr Floodplain Edge

15-ACRE POND

LARGER PROPOSED LANDFILL

Proposed 100-yr Floodplain Behind Berm Proposed 100-yr Floodplain Behind Berm

30-ACRE POND

Same 100-yr Floodplain Edge

Figure 20. Proposed Flood Boundary from Model

Note: Flood boundaries for proposed and proposed-with-landfill are the same; the proposed landfill surface is entirely above the base flood elevation.

Appendix A Existing and Proposed Grading for 15-acre and 30-acre Ponds

FOR INFORMATION PURPOSES ONLY

NOTICE This drawing has not been published and is the sole property of GEORGIA PACIFIC CORP. TOLEDO, LLC and is lent to the borrower for his confidential use only; and in consideration of the loan of this drawing the borrower promises and agrees that it shall not be reproduced, copied, lent or otherwise disposed of directly or indirectly, nor used for any purpose other than for which it is specifically furnished. 0 04/04/2019 ISSUED FOR CONSTRUCTION MSL DWD 24+00 PROPOSED EDGE OF STOCKPILE 10 20 MHW LEVEL

ELEV 7.60 MSL 23+00 YAQUINA RIVER 20

TOB

ELEV ± 22 MSL 10 22+00 20 TIB

ELEV ± 22 MSL 20 21+00

20 20+00

30 3:1 40 150 150 50 145

19+00 140 140

20 135 -2.0%

30 130 130 -2.0%

40 125 50

18+00 120 120 115 110 110

105 17+00 100 100

60 95 60 90 90

85 16+00 80 80 20 75 70 70

70 30 15+00 65 40 60 2% 60 50 MHW 55 60 50 TOB 50

14+00 45 100 40 TIB 40 35 110 60 30 3 30

13+00 1 25 120 20 20 60 15 70 130 10 10

80 60 12+00 90 5 7080 100 0 0 110 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00

90 11+00 A-A PROFILE

120 80 130 90 H: 1" = 100'-0" 100 V: 1" = 20'-0" 100

110 10+00 100 120 110 80

90 120 130

140 130 STATION: 9435385, YAQUINA USCG STA, NEWPORT

DATUM VALUE DESCRIPTION 110 DRAFT MHHW 8.20 MEAN HIGHER-HIGH WATER MHW 7.60 MEAN HIGH WATER MTL 4.49 MEAN TIDE LEVEL

130 120 MSL 4.45 MEAN SEA LEVEL DTL 4.10 MEAN DIURNAL TIDE LEVEL MLW 1.38 MEAN LOW WATER MLLW 0.00 MEAN LOWER-LOW WATER

LEGEND

PLAN TIB TOP INSIDE OF BERM 1" = 100'-0" TOB TOP OUTSIDE OF BERM

NOTICE This drawing has not been published and is the sole STOCKPILE PLAN AND PROFILE property of GEORGIA PACIFIC CORP. TOLEDO, LLC and is lent to the borrower for his confidential use only; and in consideration of the loan of this drawing the borrower promises and agrees that it shall not be C 4/16/19 UPDATE GRADING PLAN CIE DWD reproduced, copied, lent or otherwise disposed of directly or indirectly, nor used for any purpose other than for B 2/20/19 FLOODPLAIN MEMO MSL DWD AS SHOWN 6166-18-0843-C-FIG-21 which it is specifically furnished. C A 8/29/18 P2 EVALUATION STUDY MSL DWD

Appendix B Flood Insurance Study Information for Study Area

VOLUME 1 OF 2 LINCOLN COUNTY, OREGON AND INCORPORATED AREAS

COMMUNITY NAME COMMUNITY NUMBER DEPOE BAY, CITY OF 410283 LINCOLN CITY, CITY OF 410130 NEWPORT, CITY OF 410131 SILETZ, CITY OF 410132 TOLEDO, CITY OF 410133 WALDPORT, CITY OF 410134 YACHATS, CITY OF 410135 CONFEDERATED TRIBES OF SILETZ INDIANS 410244 LINCOLN COUNTY, UNINCORPORATED AREAS 410129

REVISED: OCTOBER 18, 2019

FLOOD INSURANCE STUDY NUMBER 41041CV001B Version Number 2.3.2.1 Table 10: Summary of Discharges (continued)

Peak Discharge (cfs)

Flooding Drainage Area 10% Annual 2% Annual 1% Annual 0.2% Annual Source Location (Square Miles) Chance Chance Chance Chance At Confluence with Pacific Ocean 253.0 26,800 36,400 40,100 50,200* At Coquille Point 245.0 25,900 35,400 38,900 48,700* At Confluence with Mill Creek 186.1 20,000 27,200 30,000 37,500* At Cross Section A 173.5 18,700 25,500 28,000 35,000 Yaquina River At Confluence with Elk Creek 83.6 9,300 12,700 14,000 17,500 At Cross Section G 82.0 9,200 12,500 13,800 17,200 At Cross Section H 59.9 6,800 9,300 10,200 12,800 At Confluence with Little Elk Creek 39.3 4,600 6,200 6,800 8,600 At Cross Section AA 37.6 4,400 6,000 6,600 8,200 *Flows transferred from gage near Chitwood

Table 13: Summary of Hydrologic and Hydraulic Analyses (continued)

Hydrologic Hydraulic Date Flood Flooding Study Limits Model or Model or Analyses Zone on Source Method Used Method Used Completed FIRM Special Considerations Downstream Limit Upstream Limit USGS/OWRD 500 feet Approximate study based on lidar Yachats River Regional downstream of Regression HEC-RAS February topographic data with generalized (Upper, County boundary A confluence with Model for 4.1.03 2016 roughness and assumed hydraulic Approximate) Wolf Creek Western structure dimensions. Oregon2 Yaquina River Detailed study including bathymetric field 700 feet Log Pearson (Lower 2 miles upstream Type III October survey, land use roughness downstream of HEC-2 AE Detailed, of Pacific Ocean Frequency 1977 considerations, and hydraulic structure Mill Creek 1 Detailed) Analysis dimensions. 2,000 feet 400 feet Detailed study including bathymetric field Yaquina River Log Pearson downstream of downstream of Type III October survey, land use roughness (Middle, HEC-2 AE confluence with Little Carlisle Frequency 1977 considerations, and hydraulic structure Detailed) 1 Big Elk Creek Creek Analysis dimensions. 1,400 feet Detailed study including bathymetric field Yaquina River 2,500 feet Log Pearson upstream of Type III October survey, land use roughness (Upper, downstream of HEC-2 AE confluence with Frequency 1977 considerations, and hydraulic structure Detailed) Trout Creek 1 Eddy Creek Analysis dimensions. USGS/OWRD 700 feet Approximate study based on lidar Yaquina River 2,000 feet Regional downstream of Regression HEC-RAS February topographic data with generalized (Lower, downstream of A confluence with Model for 4.1.03 2016 roughness and assumed hydraulic Approximate) Big Elk Creek Mill Creek Western structure dimensions. Oregon2 1WRC 1976 2Cooper 2005 3USACE 2010

Table 14: Roughness Coefficients (continued)

Flooding Source Channel “n” Overbank “n” Yaquina River (Lower, 0.040 0.040 Approximate) Yaquina River (Lower, Detailed) 0.030-0.055 0.035-0.100 Yaquina River (Middle, 0.040 0.040 Approximate) Yaquina River (Middle, Detailed) 0.030-0.055 0.035-0.100 Yaquina River (Upper, 0.040 0.040 Approximate) Yaquina River (Upper, Detailed) 0.030-0.055 0.035-0.100

5.3 Coastal Analyses For the areas of Lincoln County that are impacted by coastal flooding processes, coastal flood hazard analyses were performed to provide estimates of coastal BFEs. Coastal BFEs reflect the increase in water levels during a flood event due to extreme tides and storm surge as well as overland wave effects.

The following subsections provide summaries of how each coastal process was considered for this FIS Report. Greater detail (including assumptions, analysis, and results) is available in the archived project documentation. Table 15 summarizes the methods and/or models used for the coastal analyses. Refer to Section 2.5.1 for descriptions of the terms used in this section.

Table 15: Summary of Coastal Analyses

Flooding Study Limits Hazard Model or Date Analysis Source From To Evaluated Method Used was Completed Statistical analyses of Entire Entire non-tidal Pacific coastline of coastline of Storm Surge residuals July 2012 Ocean Lincoln Lincoln derived from County County measured tides (40-year record) Statistical analyses of non-tidal residuals Entire Entire derived from Pacific coastline of coastline of Stillwater measured tides July 2012 Ocean Lincoln Lincoln Levels (40-year record) County County with GEV/Peak- over-threshold statistical analysis

LINCOLN COUNTY, OREGON AND INCORPORATED AREAS

COMMUNITY COMMUNITY NAME NUMBER DEPOE BAY, CITY OF 410283 LINCOLN COUNTY UINCORPORATED AREAS 410129 LINCOLN CITY, CITY OF 410130 NEWPORT, CITY OF 410131 SILETZ, CITY OF 410132 TOLEDO, CITY OF 410133 WALDPORT, CITY OF 410134 YACHATS, CITY OF 410135

Effective: December 18, 2009

Federal Emergency Management Agency Flood Insurance Study Number 41041CV000A

transferred upstream or downstream, and adjusted using a ratio of the difference in drainage area:

n Qu = Qg (Au/Ag)

Where “Qg” and “Ag” are the discharge and drainage area at the gage, “Qu” and “Au” are the discharge and drainage area at the ungaged location, and the exponent “n” is determined using a log-log plot of the frequency-discharge relationship for all gaged streams in the same region of Oregon (discharge is expressed in flow per square mile of drainage basin).

Several methods were used to estimate discharge-frequency relationships for ungaged streams. The primary method used was the regional method developed for Oregon by the USGS (Reference 8). A similar regional method was developed by the study contractor using stream gage data from rivers in Lincoln County. This method, developed by CH2M Hill, Inc., was useful because it allowed ungaged streams to be compared with nearby gaged streams.

Streams with stage-discharge data were used for determining frequency-discharge relationships, or for developing the regional method. These 21 locations are listed below. (Note: the years of record reflect available data at the time of the original analyses.)

Gage Location Years of Record Siletz River at Siletz 58 Schooner Creek near Lincoln City 4 Nestucca River near Beaver 12 Nestucca River near Fairdale 15 Nestucca River near McMinnville 16 Yaquina River near Chitwood 4 Alder Brook near Rose Lodge 22 Mill Creek near Yachats 10 Rock Creek near Lincoln City 4 Mill Creek near Toledo 14 Alsea River near Tidewater 36 North Fork Alsea River at Alsea 18 South Fork Alsea River near Alsea 6 Drift Creek near Salado 11 Fall Creek near Alsea 5 Five Rivers near Fisher 13 Flynn Creek near Salado 15 Deer Creek near Salado 15 Needle Branch near Salado 15 Siuslaw River near Mapelton 8 North Fork Siuslaw River near Minerva 9

The method developed by the USGS was utilized to estimate the 10-, 2-, 1- and 0.2-percent- annual-chance exceedance discharges for Big Creek in Newport, the Yachats River at Yachats, and for the Red River in Waldport. The results of the analysis on the Red River were adjusted using local rainfall-frequency data (Reference 9) because the method was predicting low values for small drainage basins (less than 0.5 square miles).

Appendix C HEC-RAS Model Input and Output Plan p01 – Existing with Berms

Contents: Output Data Profile All Cross-Sections

Appendix C. HEC-RAS Model Input and Output: Plan p01 – Existing with Berms

Contents:

• Profile • Output Data Table

• Printouts of All Cross-Sections

d 15-Acre Bri

r r Berm 30-Acre

le Berm But

Figure C-1. HEC-RAS Profile for Plan p01: Existing with Berms

All Cross-Sections Included:

Upper-most X-Section - End of FIS - 700 Feet Downstream of Mill Creek 8622 7504 6461 5663

Cross-Berm above 30-acre (East) Pond 5271 5229 5183

30-acre (East) Pond and Riverside and Land-side Berms 4875 4350 3824 3260

Cross-Berm at DS End 30-acre (East) Pond and UP End 15-acre (West) Pond 2886 2822 2759

15-acre (West) Pond and Berm 2548 2049 1681

Cross-Berm at Downstream End of 15-acre (West) Pond 1292 1260 1216 813

Butler Bridge - Ineffective flow area from bridge 545 497 406

Most Downstream (Starting) X-Section 10 Yaquina River - Existing Ground (HEC-RAS Plan p01)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

Upper-most X-Section - Existing End of Detailed Flood Insurance Study - 700 Feet Downstream of Confluence with Mill Creek 8622 10-Yr FEMA=20k 20000 -17.58 14.87 -4.87 14.99 0.000048 3.07 10158.64 862.15 0.11 8612 8622 50-Yr FEMA=27.2k 27200 -17.58 16.53 -3.04 16.71 0.000065 3.76 11616.93 885.29 0.13 8612 8622 100-Yr FEMA=30k 30000 -17.58 17.12 -2.39 17.31 0.000072 3.99 12133.87 889.44 0.14 8612 8622 500-Yr FEMA=37.5 37500 -17.58 18.76 -0.73 19 0.000085 4.52 13602.93 897.25 0.15 8612

7504 10-Yr FEMA=20k 20000 -8.83 14.82 -0.5 14.93 0.00005 2.74 8358.63 1062.36 0.11 7494 7504 50-Yr FEMA=27.2k 27200 -8.83 16.49 0.73 16.63 0.000061 3.21 11853.88 1147.56 0.12 7494 7504 100-Yr FEMA=30k 30000 -8.83 17.07 1.17 17.23 0.000066 3.41 12523.1 1161.64 0.13 7494 7504 500-Yr FEMA=37.5 37500 -8.83 18.71 2.3 18.91 0.000075 3.82 14466.83 1204.34 0.14 7494

6461 10-Yr FEMA=20k 20000 -9.11 14.81 14.89 0.000037 2.3 11450.3 1247.76 0.09 6451 6461 50-Yr FEMA=27.2k 27200 -9.11 16.47 16.57 0.000048 2.77 13548.5 1281.66 0.11 6451 6461 100-Yr FEMA=30k 30000 -9.11 17.04 17.16 0.000051 2.93 14292.01 1287.67 0.11 6451 6461 500-Yr FEMA=37.5 37500 -9.11 18.69 18.83 0.000058 3.29 16419.91 1305.18 0.12 6451

Upstream of 30-acre (East) Pond and Cross-Berm Left of Channel 5663 10-Yr FEMA=20k 20000 -8.57 14.8 14.86 0.000028 2.04 13713.5 1551.13 0.08 5653 5663 50-Yr FEMA=27.2k 27200 -8.57 16.46 16.54 0.000035 2.43 16333.13 1601.25 0.09 5653 5663 100-Yr FEMA=30k 30000 -8.57 17.04 17.13 0.000038 2.57 17271.22 1630.57 0.1 5653 5663 500-Yr FEMA=37.5 37500 -8.57 18.69 18.79 0.000043 2.87 19979.99 1659.83 0.11 5653

Just Upstream of 30-acre (East) Pond and Cross-Berm Left of Channel 5271 10-Yr FEMA=20k 20000 -9.87 14.75 14.84 0.000038 2.43 10417.56 1707.29 0.1 5261 5271 50-Yr FEMA=27.2k 27200 -9.87 16.39 16.51 0.000049 2.94 12158.4 1757.15 0.11 5261 5271 100-Yr FEMA=30k 30000 -9.87 16.96 17.09 0.000053 3.11 12778.79 1765.32 0.12 5261 5271 500-Yr FEMA=37.5 37500 -9.87 18.59 18.75 0.000061 3.48 14549.83 1785.54 0.13 5261

Top of Cross-Berm Upstream of 30-acre (East) Pond Left of Channel 5229 10-Yr FEMA=20k 20000 -9.87 14.74 -1.52 14.83 0.000041 2.56 9490.02 949.22 0.1 5219 5229 50-Yr FEMA=27.2k 27200 -9.87 16.36 -0.28 16.5 0.000055 3.11 11067.8 990.75 0.12 5219 5229 100-Yr FEMA=30k 30000 -9.87 16.93 0.17 17.09 0.00006 3.31 11632.49 996.4 0.12 5219 5229 500-Yr FEMA=37.5 37500 -9.87 18.55 1.27 18.74 0.000069 3.73 13260.23 1014.57 0.14 5219

Just Below Upstream End of 30-acre (East) Pond and Riverside Berm Left of Channel 5183 10-Yr FEMA=20k 20000 -9.87 14.74 -1.52 14.83 0.000041 2.52 9523.84 941.05 0.1 5173 5183 50-Yr FEMA=27.2k 27200 -9.87 16.36 -0.28 16.5 0.000055 3.07 11092.44 983.94 0.12 5173 5183 100-Yr FEMA=30k 30000 -9.87 16.93 0.17 17.08 0.000059 3.26 11653.04 989.75 0.12 5173 5183 500-Yr FEMA=37.5 37500 -9.87 18.55 1.28 18.74 0.000069 3.68 13271.86 1006.43 0.13 5173

Downstream of Cross-Berm - 30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 4875 10-Yr FEMA=20k 20000 -9.45 14.74 -1.34 14.81 0.000034 2.26 10233.47 899.27 0.09 4865 4875 50-Yr FEMA=27.2k 27200 -9.45 16.37 -0.21 16.48 0.000046 2.77 11733.9 965.9 0.11 4865 4875 100-Yr FEMA=30k 30000 -9.45 16.93 0.22 17.06 0.00005 2.95 12284.52 972.9 0.11 4865 4875 500-Yr FEMA=37.5 37500 -9.45 18.55 1.28 18.71 0.000059 3.34 13885.15 998.44 0.12 4865

30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 4350 10-Yr FEMA=20k 20000 -9.8 14.73 -1.41 14.8 0.000031 2.12 10909.14 961.36 0.09 4340 4350 50-Yr FEMA=27.2k 27200 -9.8 16.35 -0.18 16.45 0.000043 2.61 12487.07 979.46 0.1 4340 4350 100-Yr FEMA=30k 30000 -9.8 16.92 0.27 17.03 0.000047 2.79 13043.49 986.58 0.11 4340 4350 500-Yr FEMA=37.5 37500 -9.8 18.53 1.44 18.68 0.000055 3.18 14648.85 998.82 0.12 4340

30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 3824 10-Yr FEMA=20k 20000 -9.27 14.71 -1.65 14.78 0.00003 2.1 10080.14 723.79 0.09 3814 3824 50-Yr FEMA=27.2k 27200 -9.27 16.33 -0.36 16.43 0.000042 2.61 11267.05 757.47 0.1 3814 3824 100-Yr FEMA=30k 30000 -9.27 16.89 0.16 17.01 0.000046 2.8 11693.62 760.45 0.11 3814 3824 500-Yr FEMA=37.5 37500 -9.27 18.49 1.12 18.65 0.000056 3.23 12917.98 768.97 0.12 3814

30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 3260 10-Yr FEMA=20k 20000 -10.26 14.69 -1.66 14.76 0.000032 2.15 9478.66 556.87 0.09 3250 3260 50-Yr FEMA=27.2k 27200 -10.26 16.29 -0.24 16.4 0.000045 2.69 10376.82 564.48 0.11 3250 3260 100-Yr FEMA=30k 30000 -10.26 16.85 0.19 16.98 0.00005 2.89 10692.06 566.9 0.11 3250 3260 500-Yr FEMA=37.5 37500 -10.26 18.44 1.2 18.61 0.00006 3.34 11598.05 573.66 0.13 3250

Just above Downstream End of 30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 2886 10-Yr FEMA=20k 20000 -10.05 14.66 -2.09 14.75 0.000036 2.3 8873.91 514.77 0.09 2876 2886 50-Yr FEMA=27.2k 27200 -10.05 16.25 -0.62 16.38 0.000051 2.88 9698.79 523.45 0.11 2876 2886 100-Yr FEMA=30k 30000 -10.05 16.8 -0.01 16.95 0.000056 3.09 9988.46 526.03 0.12 2876 2886 500-Yr FEMA=37.5 37500 -10.05 18.38 1.23 18.58 0.000069 3.58 10835.95 552.64 0.13 2876

Cross-Berm at Downstream End of 30-acre (East) Pond and Upstream End of 15-acre (West) Pond Left of Channel 2822 10-Yr FEMA=20k 20000 -9.8 14.66 -2.05 14.74 0.000037 2.34 8659.52 493.59 0.1 2812 2822 50-Yr FEMA=27.2k 27200 -9.8 16.24 -0.58 16.38 0.000052 2.94 9451.86 505.06 0.11 2812 2822 100-Yr FEMA=30k 30000 -9.8 16.79 0.03 16.95 0.000058 3.15 9730.98 508.87 0.12 2812 2822 500-Yr FEMA=37.5 37500 -9.8 18.37 1.25 18.57 0.000071 3.66 10538.11 519.89 0.14 2812

Just below Upstream End of 15-acre (West) Pond and Berm Left of Channel 2759 10-Yr FEMA=20k 20000 -10.02 14.65 -2.09 14.74 0.000037 2.35 8624.98 487.41 0.1 2749 2759 50-Yr FEMA=27.2k 27200 -10.02 16.24 -0.6 16.37 0.000052 2.95 9402.49 494.49 0.11 2749 2759 100-Yr FEMA=30k 30000 -10.02 16.79 -0.01 16.94 0.000058 3.17 9675.02 496.9 0.12 2749 2759 500-Yr FEMA=37.5 37500 -10.02 18.36 1.18 18.57 0.000071 3.68 10461.88 506.33 0.14 2749

15-acre (West) Pond and Berm Left of Channel 2548 10-Yr FEMA=20k 20000 -9.33 14.66 -2.13 14.73 0.000033 2.22 9126.59 514.8 0.09 2538 2548 50-Yr FEMA=27.2k 27200 -9.33 16.24 -0.8 16.36 0.000047 2.78 9948.38 522.79 0.11 2538 2548 100-Yr FEMA=30k 30000 -9.33 16.79 -0.27 16.93 0.000052 2.98 10238.18 530.31 0.12 2538 2548 500-Yr FEMA=37.5 37500 -9.33 18.37 1.04 18.55 0.000064 3.46 11079.19 538.99 0.13 2538 Yaquina River - Existing Ground (HEC-RAS Plan p01)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

15-acre (West) Pond and Berm Left of Channel - Treatment Ponds Right of Channel - Inflow from Olalla Creek / Slough This X-Section 2049 10-Yr FEMA=20k 21100 -8.06 14.66 -1.98 14.72 0.000024 1.85 11538.87 1832.33 0.08 2039 2049 50-Yr FEMA=27.2k 28700 -8.06 16.3 -0.86 16.34 0.000018 1.68 21831.54 1888.03 0.07 2039 2049 100-Yr FEMA=30k 31700 -8.06 16.87 -0.46 16.9 0.000019 1.77 22894.83 1890.71 0.07 2039 2049 500-Yr FEMA=37.5 39600 -8.06 18.47 0.61 18.52 0.000021 1.96 25939.11 1897.91 0.07 2039

15-acre (West) Pond and Berm Left of Channel - Treatment Ponds Right of Channel 1681 10-Yr FEMA=20k 21100 -9.32 14.65 -2.39 14.71 0.000025 1.87 11437.66 1828.91 0.08 1671 1681 50-Yr FEMA=27.2k 28700 -9.32 16.3 -1.1 16.33 0.000018 1.68 21965.93 1914.86 0.07 1671 1681 100-Yr FEMA=30k 31700 -9.32 16.86 -0.66 16.9 0.000019 1.77 23043.5 1917.36 0.07 1671 1681 500-Yr FEMA=37.5 39600 -9.32 18.47 0.45 18.51 0.000021 1.95 26129.14 1923.72 0.07 1671

Just Above Cross-Berm at Downstream End of 15-acre (West) Pond Left of Channel - Treatment Ponds Right of Channel 1292 10-Yr FEMA=20k 21100 -10.35 14.64 -2.59 14.7 0.000025 1.83 11736.62 1854.45 0.08 1282 1292 50-Yr FEMA=27.2k 28700 -10.35 16.26 -1.25 16.32 0.000028 2.06 17954.68 2013.55 0.08 1282 1292 100-Yr FEMA=30k 31700 -10.35 16.81 -0.77 16.88 0.00003 2.17 19080.3 2015.49 0.09 1282 1292 500-Yr FEMA=37.5 39600 -10.35 18.42 1.26 18.49 0.000033 2.39 22311.71 2021.43 0.09 1282

At Cross-Berm at Downstream End of 15-acre (West) Pond Left of Channel - Treatment Ponds Right of Channel 1260 10-Yr FEMA=20k 21100 -10.35 14.64 -2.59 14.69 0.000025 1.83 11748 1767.9 0.08 1250 1260 50-Yr FEMA=27.2k 28700 -10.35 16.25 -1.24 16.31 0.000028 2.07 17832.12 2014.43 0.08 1250 1260 100-Yr FEMA=30k 31700 -10.35 16.81 -0.76 16.88 0.00003 2.18 18957.85 2016.19 0.09 1250 1260 500-Yr FEMA=37.5 39600 -10.35 18.41 1.27 18.49 0.000033 2.4 22188.98 2021.18 0.09 1250

Just Below Cross-Berm at Downstream End of 15-acre (West) Pond Left of Channel - Treatment Ponds Right of Channel 1216 10-Yr FEMA=20k 21100 -10.35 14.64 -2.59 14.69 0.000025 1.85 11558.24 1718.28 0.08 1206 1216 50-Yr FEMA=27.2k 28700 -10.35 16.25 -1.25 16.31 0.000029 2.09 17551.56 1959.94 0.08 1206 1216 100-Yr FEMA=30k 31700 -10.35 16.81 -0.76 16.88 0.000031 2.2 18657.61 2009.79 0.09 1206 1216 500-Yr FEMA=37.5 39600 -10.35 18.41 1.27 18.49 0.000034 2.43 21913.19 2119.63 0.09 1206

Treatment Ponds Right of Channel 813 10-Yr FEMA=20k 21100 -10.75 14.6 -2.47 14.67 0.000032 2.22 9586.81 1503.48 0.09 803 813 50-Yr FEMA=27.2k 28700 -10.75 16.21 -1.15 16.29 0.000036 2.49 15501.85 1881.67 0.1 803 813 100-Yr FEMA=30k 31700 -10.75 16.76 -0.72 16.86 0.000039 2.63 16552.8 1915.62 0.1 803 813 500-Yr FEMA=37.5 39600 -10.75 18.35 0.33 18.46 0.000043 2.89 19652.38 1973.59 0.11 803

Upstream of Butler Bridge - Ineffective flow area from buildings right of channel 545 10-Yr FEMA=20k 21100 -18.68 14.57 -6.36 14.66 0.000031 2.44 8765.19 406.23 0.09 535 545 50-Yr FEMA=27.2k 28700 -18.68 16.1 -4.89 16.25 0.000046 3.1 9873.09 1807.45 0.11 535 545 100-Yr FEMA=30k 31700 -18.68 16.63 -4.39 16.81 0.000052 3.33 10602.27 1808.8 0.12 535 545 500-Yr FEMA=37.5 39600 -18.68 18.18 -3.14 18.4 0.000062 3.82 12718.97 1813.72 0.13 535

497 Bridge

Downstream of Butler Bridge - Ineffective flow area from bridge fill obstruction right of channel 406 10-Yr FEMA=20k 21100 -18.68 14.53 14.63 0.000033 2.56 9305.14 1579.42 0.09 396 406 50-Yr FEMA=27.2k 28700 -18.68 16.06 16.21 0.000045 3.15 11235.84 1747.29 0.11 396 406 100-Yr FEMA=30k 31700 -18.68 16.59 16.76 0.00005 3.35 11931.03 1749.19 0.12 396 406 500-Yr FEMA=37.5 39600 -18.68 18.14 18.34 0.000058 3.75 13969.7 1779.17 0.13 396

Most Downstream (Starting) X-Section - Ineffective flow area from buildings right of channel 10 10-Yr FEMA=20k 21100 -15.76 14.52 -4.36 14.62 0.000036 2.55 8849.69 1452.96 0.1 0 10 50-Yr FEMA=27.2k 28700 -15.76 16.03 -2.78 16.18 0.000052 3.2 9912.18 1787.55 0.12 0 10 100-Yr FEMA=30k 31700 -15.76 16.55 -2.26 16.73 0.000058 3.44 10295.76 1793.89 0.12 0 10 500-Yr FEMA=37.5 39600 -15.76 18.06 -1.01 18.29 0.000072 3.96 11422.49 1806.27 0.14 0

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 8622 Upstream START == 800 ft ds of confluence with Mill Creek (from

.04 .02 .05 100 Legend

WS 500-Yr FEMA=37.5 80 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 60 WS 10-Yr FEMA=20k 0 ft/s 40 1 ft/s 2 ft/s Elevation (ft) Elevation 20 3 ft/s 4 ft/s Ground 0 Ineff Bank Sta -20 -400 -200 0 200 400 600 800

Station (ft)

.04 .02 .07 60 Legend

WS 500-Yr FEMA=37.5

50 WS 100-Yr FEMA=30k

WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s 10 2.5 ft/s 3.0 ft/s

Ground 0 Ineff

Bank Sta -10 -800 -600 -400 -200 0 200 400 600 800 1000

Station (ft)

.04 .02 .07 60 Legend

WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k

40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s

Elevation (ft) Elevation 1.5 ft/s 10 2.0 ft/s 2.5 ft/s

0 Ground Bank Sta -10 -800 -600 -400 -200 0 200 400 600 800 1000

Station (ft) 1

.04 .02 .07 60 Legend

WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k

40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s

Elevation (ft) Elevation 1.5 ft/s 10 2.0 ft/s 2.5 ft/s

0 Ground Bank Sta -10 -1500 -1000 -500 0 500 1000

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 5271 Left bank == Just UP of END 30-acre GP pond - without cross-berm

.04 .02 .04 80 Legend

WS 500-Yr FEMA=37.5

WS 100-Yr FEMA=30k

60 WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

0.0 ft/s

40 0.5 ft/s

1.0 ft/s

1.5 ft/s 20

Elevation (ft) Elevation 2.0 ft/s

2.5 ft/s

3.0 ft/s

0 Ground

Ineff

Bank Sta -20 -1500 -1000 -500 0 500 1000

Station (ft)

.08 .06 . .02 .04 70 1 Legend 2 WS 500-Yr FEMA=37.5 60 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 50 WS 10-Yr FEMA=20k 0.0 ft/s 40 0.5 ft/s 1.0 ft/s 30 1.5 ft/s 2.0 ft/s

Elevation (ft) Elevation 20 2.5 ft/s 3.0 ft/s 10 Ground Levee 0 Ineff Bank Sta -10 -1500 -1000 -500 0 500 1000

Station (ft) 2

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 5183 Left bank == UP END 30-acre GP pond - just ds (inside) cross-ber

.08 .06 . .02 .04 40 1 Legend 2 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 30 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 0.0 ft/s 20 0.5 ft/s 1.0 ft/s 1.5 ft/s 10 2.0 ft/s Elevation (ft) Elevation 2.5 ft/s 3.0 ft/s Ground 0 Levee Ineff Bank Sta -10 -1500 -1000 -500 0 500 1000

Station (ft)

.08 .06 . .02 .04 80 1 Legend 2 WS 500-Yr FEMA=37.5

WS 100-Yr FEMA=30k

60 WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

0.0 ft/s

40 0.5 ft/s

1.0 ft/s

1.5 ft/s 20

Elevation (ft) Elevation 2.0 ft/s

2.5 ft/s

Ground

0 Levee

Ineff

Bank Sta -20 -1500 -1000 -500 0 500 1000

Station (ft)

.08 .06 . .02 .06 60 1 Legend 2 WS 500-Yr FEMA=37.5

50 WS 100-Yr FEMA=30k

WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s 10 2.5 ft/s Ground

Levee 0 Ineff

Bank Sta -10 -1500 -1000 -500 0 500 1000

Station (ft) 3

.08 .04 . .02 .07 50 1 Legend 2 WS 500-Yr FEMA=37.5 40 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

30 0.0 ft/s

0.5 ft/s 20 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s

10 2.5 ft/s

Ground 0 Levee Ineff

Bank Sta -10 -2000 -1500 -1000 -500 0 500 1000

Station (ft)

.08 .04 .03 . . .02 .04 40 0 1 Legend 4 2 WS 500-Yr FEMA=37.5 30 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

20 0.0 ft/s

0.5 ft/s 10 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s

0 2.5 ft/s

Ground -10 Levee Ineff

Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2886 Just UP of Jct 15- and 30-acre GP ponds on left - ineff sta on l

.08 .04 .03 . . .02 .04 40 0 1 Legend 4 2 WS 500-Yr FEMA=37.5 30 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

20 0.0 ft/s

0.5 ft/s 10 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s

0 2.5 ft/s

Ground -10 Levee Ineff

Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft) 4

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2822 Left bank == jct 15- and 30-acre GP ponds - top of the berm and

.08 .04 . .02 .04 40 1 Legend 2 WS 500-Yr FEMA=37.5

WS 100-Yr FEMA=30k

30 WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

0.0 ft/s

20 0.5 ft/s

1.0 ft/s

1.5 ft/s 10

Elevation (ft) Elevation 2.0 ft/s

2.5 ft/s

Ground

0 Levee

Ineff

Bank Sta -10 -2000 -1500 -1000 -500 0 500

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2759 Left bank == just DS of jct 15- and 30-acre GP ponds - ineff on

.08 . .04 .04 . . . .02 .04 60 0 0 0 1 Legend 4 4 4 2 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k 40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 10 2.0 ft/s 2.5 ft/s 0 Ground Levee

-10 Ineff

Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft)

.035 .04 . .02 .04 60 1 Legend 2 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s 10 2.5 ft/s Ground 0 Levee Bank Sta -10 -1200 -1000 -800 -600 -400 -200 0 200 400

Station (ft) 5

.035 .04 . . .02 . .03 .08 60 0 1 0 Legend 4 2 4 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s 10 Ground Levee 0 Ineff Bank Sta -10 -1000 -500 0 500 1000 1500 2000

Station (ft)

.035 . . .04 . . .02 . .03 .08 80 00 01 0 Legend 44 42 4 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 60 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 40 0.0 ft/s 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s Ground 0 Levee Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 1292 Left bank == Just UP of DS END 15-acre GP pond

.035 . . . . .02 . .04 . .04 . .08 70 0 001 0 0 0 Legend 4 442 4 2 4 60 5 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 50 WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 10 2.0 ft/s Ground 0 Levee -10 Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft) 6

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 1260 Left bank == Atop berm at DS END 15-acre GP pond - ineff left if

.035 .04 . . .02 . .04 . .04 . .08 80 01 0 0 0 Legend 42 4 2 4 5 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 60 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 40 0.0 ft/s 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s Ground 0 Levee Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 1216 Left bank == Just DS of DS END 15-acre GP pond

.08 .06 .02 . .04 . .04 . .08 80 0 0 0 Legend 4 2 4 5 WS 500-Yr FEMA=37.5 60 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k

40 0.0 ft/s 0.5 ft/s 1.0 ft/s 20 Elevation (ft) Elevation 1.5 ft/s 2.0 ft/s 0 Ground Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft)

.08 .06 .02 . .04 .04 .04 . .08 70 0 0 Legend 4 4 60 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 50 WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 10 2.0 ft/s 2.5 ft/s 0 Ground -10 Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft) 7

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 545 UP - Butler Bridge - deleted (straight ground) GP ponds on rt st

.12 .02 .04 60 Legend

WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k 40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 10 2.0 ft/s 0 2.5 ft/s Ground -10 Ineff Bank Sta -20 -500 0 500 1000 1500 2000

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 497 BR BRIDGE - Butler Bridge - merged with ground at rt sta 900 ft

.12 .02 .04 60 Legend

WS 500-Yr FEMA=37.5

WS 100-Yr FEMA=30k 40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k

0.0 ft/s

0.5 ft/s 20 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s

2.5 ft/s 0 3.0 ft/s Ground

Ineff

Bank Sta -20 -500 0 500 1000 1500 2000

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 497 BR BRIDGE - Butler Bridge - merged with ground at rt sta 900 ft

.12 .02 .03 100 Legend

WS 500-Yr FEMA=37.5 80 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

60 0.0 ft/s

0.5 ft/s 40 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s

20 2.5 ft/s

3.0 ft/s 0 Ground Ineff

Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft) 8

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 406 DS - Butler Bridge - deleted (straight ground) GP pond (up of rd

.12 .02 .03 100 Legend

WS 500-Yr FEMA=37.5 80 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

60 0.0 ft/s

0.5 ft/s 40 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s

20 2.5 ft/s

3.0 ft/s 0 Ground Ineff

Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p01 BASE EXISTING WITH BERMS - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g01 BASE EXISTING - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 10 Downstream expanded below Butler Bridge - large areas obstructed

.06 .02 .03 30 Legend

WS 500-Yr FEMA=37.5

WS 100-Yr FEMA=30k

20 WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

0.0 ft/s

10 0.5 ft/s

1.0 ft/s

1.5 ft/s 0

Elevation (ft) Elevation 2.0 ft/s

2.5 ft/s

3.0 ft/s

-10 Ground

Ineff

Bank Sta -20 -500 0 500 1000 1500 2000

Station (ft)

Appendix D HEC-RAS Model Input and Output Plan p02 – Existing but No 15-acre Pond Berm Contents: Output Data

Profile Changed Cross-Sections from P01

Appendix D. HEC-RAS Model Input and Output: Plan p02 – Existing but No 15-acre Pond Berm

Contents:

• Profile • Output Data Table

• Printouts of Changed Cross-Sections (See Plan p01 for the others)

d 15 -Acre Bri

r r Berm 30-Acre

le Berm But

Figure D-1. HEC-RAS Profile for Plan p02: Existing with No 15-Acre Berm

Cross-Sections (Only if Changed from Plan p01) Included:

15-acre (West) Pond but No Berm 2759 2548 2049 1681 1292

Yaquina River - Existing Ground with No 15-Acre Pond Berm Left of Channel (HEC-RAS Plan p02)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

7504 10-Yr FEMA=20k 20000 -8.83 14.82 -0.5 14.93 0.00005 2.74 8358.63 1062.36 0.11 7494 7504 50-Yr FEMA=27.2k 27200 -8.83 16.49 0.73 16.63 0.000061 3.21 11853.88 1147.56 0.12 7494 7504 100-Yr FEMA=30k 30000 -8.83 17.07 1.17 17.23 0.000066 3.41 12523.09 1161.64 0.13 7494 7504 500-Yr FEMA=37.5 37500 -8.83 18.71 2.3 18.91 0.000075 3.82 14466.64 1204.34 0.14 7494

6461 10-Yr FEMA=20k 20000 -9.11 14.81 14.89 0.000037 2.3 11450.3 1247.76 0.09 6451 6461 50-Yr FEMA=27.2k 27200 -9.11 16.47 16.57 0.000048 2.77 13548.5 1281.66 0.11 6451 6461 100-Yr FEMA=30k 30000 -9.11 17.04 17.16 0.000051 2.93 14292 1287.67 0.11 6451 6461 500-Yr FEMA=37.5 37500 -9.11 18.68 18.83 0.000058 3.29 16419.7 1305.18 0.12 6451

Upstream of 30-acre (East) Pond and Cross-Berm Left of Channel 5663 10-Yr FEMA=20k 20000 -8.57 14.8 14.86 0.000028 2.04 13713.5 1551.13 0.08 5653 5663 50-Yr FEMA=27.2k 27200 -8.57 16.46 16.54 0.000035 2.43 16333.13 1601.25 0.09 5653 5663 100-Yr FEMA=30k 30000 -8.57 17.04 17.13 0.000038 2.57 17271.21 1630.57 0.1 5653 5663 500-Yr FEMA=37.5 37500 -8.57 18.69 18.79 0.000043 2.87 19979.72 1659.83 0.11 5653

Just Upstream of 30-acre (East) Pond and Cross-Berm Left of Channel 5271 10-Yr FEMA=20k 20000 -9.87 14.75 14.84 0.000038 2.43 10417.56 1707.29 0.1 5261 5271 50-Yr FEMA=27.2k 27200 -9.87 16.39 16.51 0.000049 2.94 12158.4 1757.15 0.11 5261 5271 100-Yr FEMA=30k 30000 -9.87 16.96 17.09 0.000053 3.11 12778.79 1765.31 0.12 5261 5271 500-Yr FEMA=37.5 37500 -9.87 18.59 18.75 0.000061 3.48 14549.65 1785.54 0.13 5261

Top of Cross-Berm Upstream of 30-acre (East) Pond Left of Channel 5229 10-Yr FEMA=20k 20000 -9.87 14.74 -1.52 14.83 0.000041 2.56 9490.02 949.22 0.1 5219 5229 50-Yr FEMA=27.2k 27200 -9.87 16.36 -0.28 16.5 0.000055 3.11 11067.8 990.75 0.12 5219 5229 100-Yr FEMA=30k 30000 -9.87 16.93 0.17 17.09 0.00006 3.31 11632.48 996.4 0.12 5219 5229 500-Yr FEMA=37.5 37500 -9.87 18.55 1.27 18.74 0.000069 3.73 13260.06 1014.57 0.14 5219

Just Below Upstream End of 30-acre (East) Pond and Riverside Berm Left of Channel 5183 10-Yr FEMA=20k 20000 -9.87 14.74 -1.52 14.83 0.000041 2.52 9523.84 941.05 0.1 5173 5183 50-Yr FEMA=27.2k 27200 -9.87 16.36 -0.28 16.5 0.000055 3.07 11092.44 983.94 0.12 5173 5183 100-Yr FEMA=30k 30000 -9.87 16.93 0.17 17.08 0.000059 3.26 11653.03 989.75 0.12 5173 5183 500-Yr FEMA=37.5 37500 -9.87 18.55 1.28 18.74 0.000069 3.68 13271.7 1006.43 0.13 5173

30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 4350 10-Yr FEMA=20k 20000 -9.8 14.73 -1.41 14.8 0.000031 2.12 10909.14 961.36 0.09 4340 4350 50-Yr FEMA=27.2k 27200 -9.8 16.35 -0.18 16.45 0.000043 2.61 12487.07 979.46 0.1 4340 4350 100-Yr FEMA=30k 30000 -9.8 16.92 0.27 17.03 0.000047 2.79 13043.48 986.58 0.11 4340 4350 500-Yr FEMA=37.5 37500 -9.8 18.53 1.44 18.68 0.000055 3.18 14648.68 998.82 0.12 4340

30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 3824 10-Yr FEMA=20k 20000 -9.27 14.71 -1.65 14.78 0.00003 2.1 10080.14 723.79 0.09 3814 3824 50-Yr FEMA=27.2k 27200 -9.27 16.33 -0.36 16.43 0.000042 2.61 11267.05 757.47 0.1 3814 3824 100-Yr FEMA=30k 30000 -9.27 16.89 0.16 17.01 0.000046 2.8 11693.61 760.45 0.11 3814 3824 500-Yr FEMA=37.5 37500 -9.27 18.49 1.12 18.65 0.000056 3.23 12917.86 768.97 0.12 3814

Cross-Berm at Downstream End of 30-acre (East) Pond and Upstream End of 15-acre (West) Pond Left of Channel 2822 10-Yr FEMA=20k 20000 -9.8 14.66 -2.05 14.74 0.000037 2.34 8659.52 493.59 0.1 2812 2822 50-Yr FEMA=27.2k 27200 -9.8 16.24 -0.58 16.38 0.000052 2.94 9451.86 505.06 0.11 2812 2822 100-Yr FEMA=30k 30000 -9.8 16.79 0.03 16.95 0.000058 3.15 9730.97 508.87 0.12 2812 2822 500-Yr FEMA=37.5 37500 -9.8 18.37 1.25 18.57 0.000071 3.66 10538.03 519.89 0.14 2812

Just below Upstream End of 15-acre (West) Pond but No Berm Left of Channel 2759 10-Yr FEMA=20k 20000 -10.02 14.65 14.74 0.000037 2.35 8624.98 487.41 0.1 2749 2759 50-Yr FEMA=27.2k 27200 -10.02 16.24 16.37 0.000052 2.95 9402.49 494.49 0.11 2749 2759 100-Yr FEMA=30k 30000 -10.02 16.79 16.94 0.000058 3.17 9675.02 496.9 0.12 2749 2759 500-Yr FEMA=37.5 37500 -10.02 18.36 18.57 0.000071 3.68 10461.8 1119.58 0.14 2749

15-acre (West) Pond but No Berm Left of Channel 2548 10-Yr FEMA=20k 20000 -9.33 14.66 14.73 0.000033 2.22 9126.59 514.8 0.09 2538 2548 50-Yr FEMA=27.2k 27200 -9.33 16.24 16.36 0.000047 2.78 9953.06 606.4 0.11 2538 2548 100-Yr FEMA=30k 30000 -9.33 16.79 16.93 0.000052 2.98 10303.3 789.36 0.12 2538 2548 500-Yr FEMA=37.5 37500 -9.33 18.37 18.55 0.000063 3.44 11464.27 1058.18 0.13 2538 Yaquina River - Existing Ground with No 15-Acre (West) Pond Berm Left of Channel (HEC-RAS Plan p02)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

15-acre (West) Pond but No Berm Left of Channel - Treatment Ponds Right of Channel - Inflow from Olalla Creek / Slough This X-Section 2049 10-Yr FEMA=20k 21100 -8.06 14.66 -1.98 14.72 0.000024 1.85 11538.87 1832.33 0.08 2039 2049 50-Yr FEMA=27.2k 28700 -8.06 16.3 -0.86 16.34 0.000018 1.68 21831.54 1888.03 0.07 2039 2049 100-Yr FEMA=30k 31700 -8.06 16.87 -0.46 16.9 0.000019 1.77 22894.83 1890.71 0.07 2039 2049 500-Yr FEMA=37.5 39600 -8.06 18.47 0.61 18.52 0.000021 1.95 26437.4 2301.49 0.07 2039

15-acre (West) Pond but No Berm Left of Channel - Treatment Ponds Right of Channel 1681 10-Yr FEMA=20k 21100 -9.32 14.65 -2.39 14.71 0.000025 1.87 11437.66 1828.91 0.08 1671 1681 50-Yr FEMA=27.2k 28700 -9.32 16.3 -1.1 16.33 0.000018 1.68 21965.93 1914.86 0.07 1671 1681 100-Yr FEMA=30k 31700 -9.32 16.86 -0.66 16.9 0.000019 1.77 23043.5 1917.36 0.07 1671 1681 500-Yr FEMA=37.5 39600 -9.32 18.47 0.45 18.51 0.000021 1.95 26266.32 2225.34 0.07 1671

497 Bridge

Yaquina River OR - BFE Study near Toledo Plan: p02 BASE EXISTING NO 15-ACRE BERM - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g02 BASE EXISTING No 15-Acre Berm - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2759 BREACH 15-AC BERM .08 . .04 .04 . . . .02 .04 60 0 0 0 1 Legend 4 4 4 2 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k 40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 10 2.0 ft/s 0 2.5 ft/s Ground -10 Ineff Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p02 BASE EXISTING NO 15-ACRE BERM - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g02 BASE EXISTING No 15-Acre Berm - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2548 BREACH 15-AC BERM .035 .04 . .02 .04 60 1 Legend 2 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s 10 2.5 ft/s Ground 0 Ineff Bank Sta -10 -1200 -1000 -800 -600 -400 -200 0 200 400

Station (ft)

40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s

Elevation (ft) Elevation 1.5 ft/s 10 2.0 ft/s Ground

0 Ineff Bank Sta -10 -1000 -500 0 500 1000 1500 2000

Station (ft) 1

Yaquina River OR - BFE Study near Toledo Plan: p02 BASE EXISTING NO 15-ACRE BERM - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g02 BASE EXISTING No 15-Acre Berm - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 1681 BREACH 15-AC BERM .035 . . .04 . . .02 . .03 .08 80 00 01 0 Legend 44 42 4 WS 500-Yr FEMA=37.5 60 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k

40 0.0 ft/s 0.5 ft/s 1.0 ft/s 20 Elevation (ft) Elevation 1.5 ft/s 2.0 ft/s 0 Ground Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p02 BASE EXISTING NO 15-ACRE BERM - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g02 BASE EXISTING No 15-Acre Berm - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 1292 BREACH 15-AC BERM .035 . . . . .02 . .04 . .04 . .08 70 0 001 0 0 0 Legend 4 442 4 2 4 60 5 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 50 WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 20 1.0 ft/s Elevation (ft) Elevation 10 1.5 ft/s 2.0 ft/s 0 Ground -10 Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft)

Appendix E HEC-RAS Model Input and Output Plan p03 – Existing but No 30-acre Pond Riverside Berm Contents: Output Data

Profile Changed Cross-Sections from P01

Appendix E. HEC-RAS Model Input and Output: Plan p03 – Existing but No 30-acre Pond Riverside Berm

Contents:

• Profile • Output Data Table

• Printouts of Changed Cross-Sections (See Plan p01 for the others)

d 15-Acre Bri

r r Berm 30-Acre

le Berm But

Figure E-1. HEC-RAS Profile for Plan p03 – Existing but No 30-acre (East) Pond Riverside Berm

Cross-Sections (Only if Changed from Plan p01) Included:

30-acre (East) Pond and Land-side Berm but No Riverside Berm 5183 4875 4350 3824 3260 2886

Yaquina River - Existing Ground with No 30-Acre Pond Riverside Berm Left of Channel (HEC-RAS Plan p03)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

Upper-most X-Section - Existing End of Detailed Flood Insurance Study - 700 Feet Downstream of Confluence with Mill Creek 8622 10-Yr FEMA=20k 20000 -17.58 14.87 -4.87 14.99 0.000048 3.07 10159.03 862.16 0.11 8612 8622 50-Yr FEMA=27.2k 27200 -17.58 16.54 -3.04 16.71 0.000065 3.76 11618.23 885.3 0.13 8612 8622 100-Yr FEMA=30k 30000 -17.58 17.12 -2.39 17.31 0.000072 3.99 12135.4 889.44 0.14 8612 8622 500-Yr FEMA=37.5 37500 -17.58 18.76 -0.73 19 0.000085 4.52 13604.42 897.26 0.15 8612

7504 10-Yr FEMA=20k 20000 -8.83 14.82 -0.5 14.93 0.00005 2.74 8358.93 1062.38 0.11 7494 7504 50-Yr FEMA=27.2k 27200 -8.83 16.49 0.73 16.63 0.000061 3.21 11855.58 1147.6 0.12 7494 7504 100-Yr FEMA=30k 30000 -8.83 17.07 1.17 17.23 0.000066 3.41 12525.12 1161.67 0.13 7494 7504 500-Yr FEMA=37.5 37500 -8.83 18.71 2.3 18.91 0.000075 3.82 14468.86 1204.36 0.14 7494

6461 10-Yr FEMA=20k 20000 -9.11 14.81 14.89 0.000037 2.3 11450.88 1247.77 0.09 6451 6461 50-Yr FEMA=27.2k 27200 -9.11 16.47 16.57 0.000048 2.77 13550.4 1281.68 0.11 6451 6461 100-Yr FEMA=30k 30000 -9.11 17.05 17.17 0.000051 2.93 14294.26 1287.69 0.11 6451 6461 500-Yr FEMA=37.5 37500 -9.11 18.69 18.83 0.000058 3.29 16422.12 1305.2 0.12 6451

Upstream of 30-acre (East) Pond and Cross-Berm Left of Channel 5663 10-Yr FEMA=20k 20000 -8.57 14.8 14.86 0.000028 2.04 13714.22 1551.14 0.08 5653 5663 50-Yr FEMA=27.2k 27200 -8.57 16.46 16.54 0.000035 2.43 16335.52 1601.35 0.09 5653 5663 100-Yr FEMA=30k 30000 -8.57 17.05 17.13 0.000038 2.57 17274.08 1630.63 0.1 5653 5663 500-Yr FEMA=37.5 37500 -8.57 18.69 18.79 0.000043 2.87 19982.8 1659.86 0.11 5653

Just Upstream of 30-acre (East) Pond and Cross-Berm Left of Channel 5271 10-Yr FEMA=20k 20000 -9.87 14.75 14.84 0.000038 2.43 10418.05 1707.29 0.1 5261 5271 50-Yr FEMA=27.2k 27200 -9.87 16.39 16.51 0.000049 2.94 12160.04 1757.18 0.11 5261 5271 100-Yr FEMA=30k 30000 -9.87 16.96 17.09 0.000053 3.11 12780.73 1765.33 0.12 5261 5271 500-Yr FEMA=37.5 37500 -9.87 18.59 18.75 0.000061 3.48 14551.71 1785.56 0.13 5261

Top of Cross-Berm Upstream of 30-acre (East) Pond Left of Channel 5229 10-Yr FEMA=20k 20000 -9.87 14.74 14.83 0.000041 2.56 9490.47 1118 0.1 5219 5229 50-Yr FEMA=27.2k 27200 -9.87 16.37 16.51 0.000055 3.11 11069.3 1172.05 0.12 5219 5229 100-Yr FEMA=30k 30000 -9.87 16.93 17.09 0.00006 3.31 11634.27 1182.41 0.12 5219 5229 500-Yr FEMA=37.5 37500 -9.87 18.55 18.75 0.000069 3.73 13261.98 1221.86 0.14 5219

Just Below Upstream End of 30-acre (East) Pond - Land-Side but No Riverside Berm Left of Channel 5183 10-Yr FEMA=20k 20000 -9.87 14.74 14.83 0.000041 2.52 9524.28 1078.45 0.1 5173 5183 50-Yr FEMA=27.2k 27200 -9.87 16.37 16.5 0.000055 3.07 11093.94 1131.91 0.12 5173 5183 100-Yr FEMA=30k 30000 -9.87 16.93 17.09 0.000059 3.26 11654.8 1141.76 0.12 5173 5183 500-Yr FEMA=37.5 37500 -9.87 18.55 18.74 0.000069 3.68 13305.15 1719.46 0.13 5173

Downstream of Cross-Berm - 30-acre (East) Pond and Land-Side but No Riverside Berm Left of Channel 4875 10-Yr FEMA=20k 20000 -9.45 14.74 14.82 0.000034 2.26 10233.89 1020.68 0.09 4865 4875 50-Yr FEMA=27.2k 27200 -9.45 16.37 16.48 0.000046 2.77 11735.37 1095.69 0.11 4865 4875 100-Yr FEMA=30k 30000 -9.45 16.94 17.06 0.00005 2.95 12286.26 1105.34 0.11 4865 4875 500-Yr FEMA=37.5 37500 -9.45 18.55 18.71 0.000058 3.33 14015.27 1425.94 0.12 4865

30-acre (East) Pond and Land-Side but No Riverside Berm Left of Channel 4350 10-Yr FEMA=20k 20000 -9.8 14.73 14.8 0.000031 2.12 10909.59 1081.83 0.09 4340 4350 50-Yr FEMA=27.2k 27200 -9.8 16.35 16.45 0.000042 2.61 12488.56 1107.53 0.1 4340 4350 100-Yr FEMA=30k 30000 -9.8 16.92 17.04 0.000047 2.79 13079.66 1456.55 0.11 4340 4350 500-Yr FEMA=37.5 37500 -9.8 18.54 18.68 0.000054 3.16 15754.45 1835.1 0.12 4340

30-acre (East) Pond and Land-Side but No Riverside Berm Left of Channel 3824 10-Yr FEMA=20k 20000 -9.27 14.71 14.78 0.00003 2.1 10101.4 1112.11 0.09 3814 3824 50-Yr FEMA=27.2k 27200 -9.27 16.33 16.43 0.000041 2.58 12418.7 1841.01 0.1 3814 3824 100-Yr FEMA=30k 30000 -9.27 16.9 17.01 0.000045 2.74 13363.72 1848.28 0.11 3814 3824 500-Yr FEMA=37.5 37500 -9.27 18.52 18.65 0.00005 3.06 16072.65 1873.97 0.11 3814

30-acre (East) Pond and Land-Side but No Riverside Berm Left of Channel 3260 10-Yr FEMA=20k 20000 -10.26 14.7 14.76 0.000029 2.06 11207.55 1542.11 0.08 3250 3260 50-Yr FEMA=27.2k 27200 -10.26 16.32 16.41 0.000038 2.47 13253.81 1596.6 0.1 3250 3260 100-Yr FEMA=30k 30000 -10.26 16.89 16.99 0.000041 2.61 13970.32 1608.21 0.1 3250 3260 500-Yr FEMA=37.5 37500 -10.26 18.51 18.62 0.000045 2.9 16019.59 1655.12 0.11 3250

Just above Downstream End of 30-acre (East) Pond - Land-Side but No Riverside Berm Left of Channel 2886 10-Yr FEMA=20k 20000 -10.05 14.66 14.75 0.000036 2.3 8874.35 607.9 0.09 2876 2886 50-Yr FEMA=27.2k 27200 -10.05 16.25 16.38 0.00005 2.88 9756.27 1506.55 0.11 2876 2886 100-Yr FEMA=30k 30000 -10.05 16.81 16.95 0.000056 3.09 10071.16 1600.42 0.12 2876 2886 500-Yr FEMA=37.5 37500 -10.05 18.38 18.58 0.000068 3.58 10983.35 1637.2 0.13 2876

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

497 Bridge

WS 100-Yr FEMA=30k

30 WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

0.0 ft/s

20 0.5 ft/s

1.0 ft/s

1.5 ft/s 10

Elevation (ft) Elevation 2.0 ft/s

2.5 ft/s

3.0 ft/s

0 Ground

Ineff

Bank Sta -10 -1500 -1000 -500 0 500 1000

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p03 BASE EXISTING NO 30-ACRE BERM - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g03 BASE EXISTING No 30-Acre Berm - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 4875 BREACHED30-AC RIVERSIDE BERM - 30-acre GP pond .08 .06 . .02 .04 80 1 Legend 2 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 60 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 40 0.0 ft/s 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s 2.5 ft/s 0 Ground Ineff Bank Sta -20 -1500 -1000 -500 0 500 1000

Station (ft)

Yaquina River OR - BFE Study near Toledo Plan: p03 BASE EXISTING NO 30-ACRE BERM - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g03 BASE EXISTING No 30-Acre Berm - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 4350 BREACHED 30-AC RIVERSIDE BERM - 30-acre GP pond .08 .06 . .02 .06 60 1 Legend 2 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s 10 2.5 ft/s Ground 0 Ineff Bank Sta -10 -1500 -1000 -500 0 500 1000

Station (ft) 1

Yaquina River OR - BFE Study near Toledo Plan: p03 BASE EXISTING NO 30-ACRE BERM - Yaqina BFE Study - Toledo OR 3/9/2020 Geom: g03 BASE EXISTING No 30-Acre Berm - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 3824 BREACHED 30-AC RIVERSIDE BERM - 30-acre pond .08 .04 . .02 .07 50 1 Legend 2 WS 500-Yr FEMA=37.5 40 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 30 WS 10-Yr FEMA=20k 0.0 ft/s 0.5 ft/s 20 1.0 ft/s 1.5 ft/s Elevation (ft) Elevation 10 2.0 ft/s 2.5 ft/s 0 Ground Ineff Bank Sta -10 -2000 -1500 -1000 -500 0 500 1000

Station (ft)

.08 .04 .03 . . .02 .04 40 0 1 Legend 4 2 WS 500-Yr FEMA=37.5 30 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 20 WS 10-Yr FEMA=20k 0.0 ft/s 0.5 ft/s 10 1.0 ft/s 1.5 ft/s Elevation (ft) Elevation 0 2.0 ft/s 2.5 ft/s -10 Ground Ineff Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft)

Station (ft) 2

Appendix F HEC-RAS Model Input and Output Plan p11 – Proposed with Berms

Contents: Output Data Profile Changed Cross-Sections from P01

Appendix F. HEC-RAS Model Input and Output: Plan p11 – Proposed with Berms

Contents:

• Profile • Output Data Table

• Printouts of Changed Cross-Sections (See Plan p01 for the others)

d 15-Acre Bri

r r Berm 30-Acre

le Berm But

Figure F-1. HEC-RAS Profile for Plan p11: Proposed with Berms

Cross-Sections (Only if Changed from Plan p01) Included:

30-acre (East) Pond and Riverside and Land-side Berms 5183 4875 4350 3824 3260

Cross-Berm at DS End 30-acre (East) Pond and UP End 15-acre (West) Pond 2886 2822 2759

15-acre (West) Pond and Berm 2548 2049 1681 1292

Yaquina River - Proposed Ground (HEC-RAS Plan p11)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

497 Bridge

Yaquina River OR - BFE Study near Toledo Plan: p11 PROPOSED GROUND WITH BERMS - Yaqina BFE 3/9/2020 Geom: g11 PROPOSED GROUND WITH BERMS - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 5183 Left bank == UP END 30-acre GP pond - just ds (inside) cross-ber

Station (ft) Yaquina River OR - BFE Study near Toledo Plan: p11 PROPOSED GROUND WITH BERMS - Yaqina BFE 3/9/2020 Geom: g11 PROPOSED GROUND WITH BERMS - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 4875 Left bank == 30-acre GP pond

.08 .06 . .02 .04 80 1 Legend 2 WS 500-Yr FEMA=37.5

WS 100-Yr FEMA=30k

60 WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

0.0 ft/s

40 0.5 ft/s

1.0 ft/s

1.5 ft/s 20

Elevation (ft) Elevation 2.0 ft/s

2.5 ft/s

Ground

0 Levee

Ineff

Bank Sta -20 -1500 -1000 -500 0 500 1000

.08 .06 . .02 .06 60 1 Legend 2 WS 500-Yr FEMA=37.5

50 WS 100-Yr FEMA=30k

WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s 10 2.5 ft/s Ground

Levee 0 Ineff

Bank Sta -10 -1500 -1000 -500 0 500 1000

Station (ft) 1

.08 .04 . .02 .07 50 1 Legend 2 WS 500-Yr FEMA=37.5 40 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

30 0.0 ft/s

0.5 ft/s 20 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s

10 2.5 ft/s

Ground 0 Levee Ineff

Bank Sta -10 -2000 -1500 -1000 -500 0 500 1000

.08 .04 .03 . . .02 .04 40 0 1 Legend 4 2 WS 500-Yr FEMA=37.5 30 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

20 0.0 ft/s

0.5 ft/s 10 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s

0 2.5 ft/s

Ground -10 Levee Ineff

Bank Sta -20 -2000 -1500 -1000 -500 0 500

.08 .04 .03 .04 .03 . . .02 .04 40 0 1 Legend 4 2 WS 500-Yr FEMA=37.5 30 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

20 0.0 ft/s

0.5 ft/s 10 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 2.0 ft/s

0 2.5 ft/s

Ground -10 Levee Ineff

Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft) 2

Yaquina River OR - BFE Study near Toledo Plan: p11 PROPOSED GROUND WITH BERMS - Yaqina BFE 3/9/2020 Geom: g11 PROPOSED GROUND WITH BERMS - Yaquina River BFE Study - Toledo OR - 20200220 - Wood PLC for Georgia-Pacific Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2822 Left bank == jct 15- and 30-acre GP ponds - top of the berm and

.08 .04 . .02 .04 40 1 Legend 2 WS 500-Yr FEMA=37.5

WS 100-Yr FEMA=30k

30 WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

0.0 ft/s

20 0.5 ft/s

1.0 ft/s

1.5 ft/s 10

Elevation (ft) Elevation 2.0 ft/s

2.5 ft/s

Ground

0 Levee

Ineff

Bank Sta -10 -2000 -1500 -1000 -500 0 500

.08 . . .04 . . . .02 .04 60 0 0 0 0 1 Legend 4 4 4 4 2 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k 40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 10 2.0 ft/s 2.5 ft/s 0 Ground Levee

-10 Ineff

Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft) 3

Station (ft) 4

Appendix G HEC-RAS Model Input and Output Plan p12 – Proposed but No 15-acre Pond Berm Contents: Output Data

Profile Changed Cross-Sections from P11

Appendix G. HEC-RAS Model Input and Output: Plan p12 – Proposed but No 15-acre Pond Berm

Contents:

• Profile • Output Data Table

• Printouts of Changed Cross-Sections (See Plan p11 or p01 for the others)

d 15 -Acre Bri

r r Berm 30-Acre

le Berm But

Figure G-1. HEC-RAS Profile for Plan p12: Proposed with No 15-Acre Berm

Cross-Sections (Only if Changed from Plans p11 or p01) Included:

15-acre (West) Pond but No Berm 2759 2548 2049 1681 1292

Yaquina River - Proposed Ground No 15-Acre Pond Berm (HEC-RAS Plan p12)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

Upper-most X-Section - Existing End of Detailed Flood Insurance Study - 700 Feet Downstream of Confluence with Mill Creek 8622 10-Yr FEMA=20k 20000 -17.58 14.87 -4.87 14.99 0.000048 3.07 10158.5 862.15 0.11 8612 8622 50-Yr FEMA=27.2k 27200 -17.58 16.53 -3.04 16.71 0.000065 3.76 11616.65 885.28 0.13 8612 8622 100-Yr FEMA=30k 30000 -17.58 17.12 -2.39 17.31 0.000072 4 12133.58 889.43 0.14 8612 8622 500-Yr FEMA=37.5 37500 -17.58 18.76 -0.73 19 0.000085 4.52 13602.59 897.25 0.15 8612

7504 10-Yr FEMA=20k 20000 -8.83 14.82 -0.5 14.93 0.00005 2.74 8358.52 1062.35 0.11 7494 7504 50-Yr FEMA=27.2k 27200 -8.83 16.49 0.73 16.63 0.000061 3.21 11853.51 1147.55 0.12 7494 7504 100-Yr FEMA=30k 30000 -8.83 17.07 1.17 17.23 0.000066 3.41 12522.72 1161.63 0.13 7494 7504 500-Yr FEMA=37.5 37500 -8.83 18.71 2.3 18.9 0.000075 3.82 14466.38 1204.33 0.14 7494

6461 10-Yr FEMA=20k 20000 -9.11 14.81 14.89 0.000037 2.3 11450.09 1247.75 0.09 6451 6461 50-Yr FEMA=27.2k 27200 -9.11 16.47 16.57 0.000048 2.77 13548.08 1281.66 0.11 6451 6461 100-Yr FEMA=30k 30000 -9.11 17.04 17.16 0.000051 2.93 14291.58 1287.67 0.11 6451 6461 500-Yr FEMA=37.5 37500 -9.11 18.68 18.83 0.000058 3.29 16419.41 1305.18 0.12 6451

Upstream of 30-acre (East) Pond and Cross-Berm Left of Channel 5663 10-Yr FEMA=20k 20000 -8.57 14.8 14.86 0.000028 2.04 13713.24 1551.12 0.08 5653 5663 50-Yr FEMA=27.2k 27200 -8.57 16.46 16.54 0.000035 2.43 16332.61 1601.22 0.09 5653 5663 100-Yr FEMA=30k 30000 -8.57 17.04 17.12 0.000038 2.57 17270.68 1630.55 0.1 5653 5663 500-Yr FEMA=37.5 37500 -8.57 18.69 18.79 0.000043 2.87 19979.36 1659.83 0.11 5653

Just Upstream of 30-acre (East) Pond and Cross-Berm Left of Channel 5271 10-Yr FEMA=20k 20000 -9.87 14.75 14.84 0.000038 2.43 10417.39 1707.28 0.1 5261 5271 50-Yr FEMA=27.2k 27200 -9.87 16.39 16.51 0.000049 2.94 12158.04 1757.15 0.11 5261 5271 100-Yr FEMA=30k 30000 -9.87 16.96 17.09 0.000053 3.11 12778.43 1765.31 0.12 5261 5271 500-Yr FEMA=37.5 37500 -9.87 18.59 18.75 0.000061 3.48 14549.41 1785.53 0.13 5261

Top of Cross-Berm Upstream of 30-acre (East) Pond Left of Channel 5229 10-Yr FEMA=20k 20000 -9.87 14.74 -1.52 14.83 0.000041 2.56 9489.86 949.21 0.1 5219 5229 50-Yr FEMA=27.2k 27200 -9.87 16.36 -0.28 16.5 0.000055 3.11 11067.47 990.75 0.12 5219 5229 100-Yr FEMA=30k 30000 -9.87 16.93 0.17 17.09 0.00006 3.31 11632.15 996.4 0.12 5219 5229 500-Yr FEMA=37.5 37500 -9.87 18.55 1.27 18.74 0.000069 3.73 13259.83 1014.57 0.14 5219

Just Below Upstream End of 30-acre (East) Pond and Riverside Berm Left of Channel 5183 10-Yr FEMA=20k 20000 -9.87 14.74 -1.52 14.83 0.000041 2.52 9523.68 941.05 0.1 5173 5183 50-Yr FEMA=27.2k 27200 -9.87 16.36 -0.28 16.5 0.000055 3.07 11092.12 983.94 0.12 5173 5183 100-Yr FEMA=30k 30000 -9.87 16.93 0.17 17.08 0.000059 3.26 11652.7 989.74 0.12 5173 5183 500-Yr FEMA=37.5 37500 -9.87 18.55 1.28 18.74 0.000069 3.68 13271.47 1006.43 0.13 5173

Downstream of Cross-Berm - 30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 4875 10-Yr FEMA=20k 20000 -9.45 14.74 -1.34 14.81 0.000034 2.26 10233.32 899.26 0.09 4865 4875 50-Yr FEMA=27.2k 27200 -9.45 16.37 -0.21 16.48 0.000046 2.77 11733.58 965.89 0.11 4865 4875 100-Yr FEMA=30k 30000 -9.45 16.93 0.22 17.06 0.00005 2.95 12284.2 972.89 0.11 4865 4875 500-Yr FEMA=37.5 37500 -9.45 18.55 1.28 18.71 0.000059 3.34 13884.76 998.43 0.12 4865

30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 4350 10-Yr FEMA=20k 20000 -9.8 14.73 -1.41 14.8 0.000031 2.12 10908.98 961.32 0.09 4340 4350 50-Yr FEMA=27.2k 27200 -9.8 16.35 -0.18 16.45 0.000043 2.61 12486.75 979.46 0.1 4340 4350 100-Yr FEMA=30k 30000 -9.8 16.92 0.27 17.03 0.000047 2.79 13043.16 986.58 0.11 4340 4350 500-Yr FEMA=37.5 37500 -9.8 18.53 1.44 18.68 0.000055 3.18 14648.46 998.82 0.12 4340

30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 3824 10-Yr FEMA=20k 20000 -9.27 14.71 -1.65 14.78 0.00003 2.1 10080.02 723.79 0.09 3814 3824 50-Yr FEMA=27.2k 27200 -9.27 16.32 -0.36 16.43 0.000042 2.61 11266.8 757.47 0.1 3814 3824 100-Yr FEMA=30k 30000 -9.27 16.89 0.16 17.01 0.000046 2.8 11693.36 760.45 0.11 3814 3824 500-Yr FEMA=37.5 37500 -9.27 18.49 1.12 18.65 0.000056 3.23 12917.69 768.97 0.12 3814

30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 3260 10-Yr FEMA=20k 20000 -10.26 14.69 -1.66 14.76 0.000032 2.15 9478.56 556.87 0.09 3250 3260 50-Yr FEMA=27.2k 27200 -10.26 16.29 -0.24 16.4 0.000045 2.69 10376.63 564.48 0.11 3250 3260 100-Yr FEMA=30k 30000 -10.26 16.85 0.19 16.98 0.00005 2.89 10691.87 566.89 0.11 3250 3260 500-Yr FEMA=37.5 37500 -10.26 18.44 1.2 18.61 0.00006 3.34 11597.83 573.66 0.13 3250

Just above Downstream End of 30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 2886 10-Yr FEMA=20k 20000 -10.05 14.66 -2.09 14.75 0.000036 2.3 8873.82 514.77 0.09 2876 2886 50-Yr FEMA=27.2k 27200 -10.05 16.25 -0.62 16.38 0.000051 2.88 9698.62 523.45 0.11 2876 2886 100-Yr FEMA=30k 30000 -10.05 16.8 -0.01 16.95 0.000056 3.09 9988.29 526.02 0.12 2876 2886 500-Yr FEMA=37.5 37500 -10.05 18.38 1.23 18.58 0.000069 3.58 10835.73 552.63 0.13 2876

Cross-Berm at Downstream End of 30-acre (East) Pond and Upstream End of 15-acre (West) Pond Left of Channel 2822 10-Yr FEMA=20k 20000 -9.8 14.66 -2.05 14.74 0.000037 2.34 8659.44 493.59 0.1 2812 2822 50-Yr FEMA=27.2k 27200 -9.8 16.24 -0.58 16.38 0.000052 2.94 9451.69 505.06 0.11 2812 2822 100-Yr FEMA=30k 30000 -9.8 16.79 0.03 16.95 0.000058 3.15 9730.8 508.87 0.12 2812 2822 500-Yr FEMA=37.5 37500 -9.8 18.36 1.25 18.57 0.000071 3.66 10537.9 519.88 0.14 2812

Just below Upstream End of 15-acre (West) Pond but No Berm Left of Channel 2759 10-Yr FEMA=20k 20000 -10.02 14.65 14.74 0.000037 2.35 8624.9 972.31 0.1 2749 2759 50-Yr FEMA=27.2k 27200 -10.02 16.24 16.37 0.000052 2.95 9402.33 1068.58 0.11 2749 2759 100-Yr FEMA=30k 30000 -10.02 16.79 16.94 0.000058 3.17 9674.85 1105.03 0.12 2749 2759 500-Yr FEMA=37.5 37500 -10.02 18.36 18.57 0.000071 3.68 10461.68 1300.86 0.14 2749

15-acre (West) Pond but No Berm Left of Channel 2548 10-Yr FEMA=20k 20000 -9.33 14.66 14.73 0.000033 2.2 9435.08 628.29 0.09 2538 2548 50-Yr FEMA=27.2k 27200 -9.33 16.24 16.36 0.000046 2.74 10436.17 633.54 0.11 2538 2548 100-Yr FEMA=30k 30000 -9.33 16.8 16.93 0.00005 2.94 10787.5 640.04 0.11 2538 2548 500-Yr FEMA=37.5 37500 -9.33 18.37 18.55 0.000062 3.41 11858.38 1061.65 0.13 2538 Yaquina River - Proposed Ground No 15-Acre (West) Pond Berm (HEC-RAS Plan p12)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

15-acre (West) Pond but No Berm Left of Channel - Treatment Ponds Right of Channel - Inflow from Olalla Creek / Slough This X-Section 2049 10-Yr FEMA=20k 21100 -8.06 14.66 -1.98 14.72 0.000024 1.85 11538.87 1832.52 0.08 2039 2049 50-Yr FEMA=27.2k 28700 -8.06 16.3 -0.86 16.34 0.000018 1.68 21946.06 1975.03 0.07 2039 2049 100-Yr FEMA=30k 31700 -8.06 16.87 -0.46 16.9 0.000019 1.77 23058.54 1978.03 0.07 2039 2049 500-Yr FEMA=37.5 39600 -8.06 18.47 0.61 18.52 0.000021 1.95 26391.5 2301.49 0.07 2039

15-acre (West) Pond but No Berm Left of Channel - Treatment Ponds Right of Channel 1681 10-Yr FEMA=20k 21100 -9.32 14.65 -2.39 14.71 0.000025 1.87 11437.66 1828.91 0.08 1671 1681 50-Yr FEMA=27.2k 28700 -9.32 16.3 -1.1 16.33 0.000018 1.68 21973.82 1995.48 0.07 1671 1681 100-Yr FEMA=30k 31700 -9.32 16.86 -0.66 16.9 0.000019 1.77 23097.55 2000.75 0.07 1671 1681 500-Yr FEMA=37.5 39600 -9.32 18.47 0.45 18.51 0.000021 1.95 26416.02 2225.35 0.07 1671

497 Bridge

Yaquina River OR - BFE Study near Toledo Plan: p12 PROPOSED GROUND NO 15-ACRE BERM - Yaqina BFE 3/10/2020 Geom: g12 PROPOSED GROUND NO 15-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2759 BREACH 15-AC PR BERM .08 . . .04 . . . .027 .04 60 0 0 0 0 1 Legend 4 4 4 4 2 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k 40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 10 2.0 ft/s 0 2.5 ft/s Ground -10 Ineff Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft) Yaquina River OR - BFE Study near Toledo Plan: p12 PROPOSED GROUND NO 15-ACRE BERM - Yaqina BFE 3/10/2020 Geom: g12 PROPOSED GROUND NO 15-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2548 BREACH 15-AC PR BERM .035 .04 . . .027 .04 60 01 Legend 42 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s 10 2.5 ft/s Ground 0 Ineff Bank Sta -10 -1200 -1000 -800 -600 -400 -200 0 200 400

40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s

Elevation (ft) Elevation 1.5 ft/s 10 2.0 ft/s Ground

0 Ineff Bank Sta -10 -1000 -500 0 500 1000 1500 2000

Station (ft) 1

Yaquina River OR - BFE Study near Toledo Plan: p12 PROPOSED GROUND NO 15-ACRE BERM - Yaqina BFE 3/10/2020 Geom: g12 PROPOSED GROUND NO 15-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 1681 BREACH 15-AC PR BERM .035 . . .04 ... .027 . .03 .08 80 00 001 0 Legend 44 442 4 WS 500-Yr FEMA=37.5 60 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k

40 0.0 ft/s 0.5 ft/s 1.0 ft/s 20 Elevation (ft) Elevation 1.5 ft/s 2.0 ft/s 0 Ground Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft) Yaquina River OR - BFE Study near Toledo Plan: p12 PROPOSED GROUND NO 15-ACRE BERM - Yaqina BFE 3/10/2020 Geom: g12 PROPOSED GROUND NO 15-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 1292 BREACH 15-AC PR BERM .035 . . . . .027 . .04 . .04 . .08 70 0 001 0 0 0 Legend 4 442 4 2 4 60 5 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 50 WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 20 1.0 ft/s Elevation (ft) Elevation 10 1.5 ft/s 2.0 ft/s 0 Ground -10 Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft)

Appendix H HEC-RAS Model Input and Output Plan p13 – Proposed but No 30-acre Pond Riverside Berm Contents: Output Data

Profile Changed Cross-Sections from P11 (These are the same XS’s as for Plan p23)

Appendix H. HEC-RAS Model Input and Output: Plan p13 – Proposed but No 30-acre Pond Riverside Berm

Contents:

• Profile • Output Data Table

• Printouts of Changed Cross-Sections (See Plans p11 or p01 for the others)

d 15 -Acre Bri

r r Berm 30-Acre

le Berm But

Figure H-1. HEC-RAS Profile for Plan p13 – Proposed but No 30-acre (East) Pond Riverside Berm

Cross-Sections (Only if Changed from Plans p11 or p01) Included:

Cross-Berm above 30-acre (East) Pond 5271 5229

30-acre (East) Pond and Land-side Berm but No Riverside Berm 5183 4875 4350 3824 3260 2886 Yaquina River - Proposed Ground No 30-Acre Pond Riverside Berm (HEC-RAS Plan p13)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

Upper-most X-Section - Existing End of Detailed Flood Insurance Study - 700 Feet Downstream of Confluence with Mill Creek 8622 10-Yr FEMA=20k 20000 -17.58 14.86 -4.87 14.98 0.000048 3.08 10149.78 862.01 0.11 8612 8622 50-Yr FEMA=27.2k 27200 -17.58 16.52 -3.04 16.69 0.000066 3.76 11606.62 885.19 0.13 8612 8622 100-Yr FEMA=30k 30000 -17.58 17.1 -2.39 17.3 0.000072 4 12123.26 889.38 0.14 8612 8622 500-Yr FEMA=37.5 37500 -17.58 18.75 -0.73 18.99 0.000085 4.52 13592.71 897.2 0.15 8612

7504 10-Yr FEMA=20k 20000 -8.83 14.81 -0.5 14.92 0.00005 2.74 8351.88 1061.91 0.11 7494 7504 50-Yr FEMA=27.2k 27200 -8.83 16.48 0.73 16.62 0.000061 3.22 11840.36 1147.29 0.12 7494 7504 100-Yr FEMA=30k 30000 -8.83 17.06 1.17 17.22 0.000066 3.41 12509.08 1161.38 0.13 7494 7504 500-Yr FEMA=37.5 37500 -8.83 18.7 2.3 18.89 0.000076 3.83 14452.95 1204.18 0.14 7494

6461 10-Yr FEMA=20k 20000 -9.11 14.8 14.88 0.000037 2.3 11437.3 1247.56 0.09 6451 6461 50-Yr FEMA=27.2k 27200 -9.11 16.45 16.56 0.000048 2.77 13533.3 1281.52 0.11 6451 6461 100-Yr FEMA=30k 30000 -9.11 17.03 17.15 0.000052 2.94 14276.36 1287.56 0.11 6451 6461 500-Yr FEMA=37.5 37500 -9.11 18.67 18.82 0.000058 3.29 16404.77 1305.07 0.12 6451

Upstream of 30-acre (East) Pond and Cross-Berm Left of Channel 5663 10-Yr FEMA=20k 20000 -8.57 14.79 14.85 0.000028 2.04 13697.28 1550.93 0.08 5653 5663 50-Yr FEMA=27.2k 27200 -8.57 16.45 16.53 0.000035 2.43 16314.08 1600.42 0.09 5653 5663 100-Yr FEMA=30k 30000 -8.57 17.03 17.11 0.000038 2.57 17251.35 1630.13 0.1 5653 5663 500-Yr FEMA=37.5 37500 -8.57 18.68 18.78 0.000043 2.87 19960.69 1659.66 0.11 5653

Just Upstream of 30-acre (East) Pond and Cross-Berm Left of Channel 5271 10-Yr FEMA=20k 20000 -9.87 14.74 14.83 0.000038 2.43 10406.52 1707.08 0.1 5261 5271 50-Yr FEMA=27.2k 27200 -9.87 16.38 16.5 0.000049 2.94 12145.38 1756.95 0.11 5261 5271 100-Yr FEMA=30k 30000 -9.87 16.95 17.08 0.000054 3.11 12765.38 1765.19 0.12 5261 5271 500-Yr FEMA=37.5 37500 -9.87 18.58 18.74 0.000061 3.48 14536.97 1785.38 0.13 5261

Top of Cross-Berm Upstream of 30-acre (East) Pond Left of Channel 5229 10-Yr FEMA=20k 20000 -9.87 14.73 14.82 0.000041 2.56 9480 1117.81 0.1 5219 5229 50-Yr FEMA=27.2k 27200 -9.87 16.35 16.49 0.000055 3.12 11055.84 1171.8 0.12 5219 5229 100-Yr FEMA=30k 30000 -9.87 16.92 17.08 0.00006 3.31 11620.14 1182.16 0.12 5219 5229 500-Yr FEMA=37.5 37500 -9.87 18.54 18.73 0.00007 3.73 13248.2 1221.51 0.14 5219

Just Below Upstream End of 30-acre (East) Pond - Land-Side but No Riverside Berm Left of Channel 5183 10-Yr FEMA=20k 20000 -9.87 14.73 14.82 0.00004 2.5 9903.32 1571.64 0.1 5173 5183 50-Yr FEMA=27.2k 27200 -9.87 16.36 16.49 0.000053 3.04 11578.97 1636.54 0.12 5173 5183 100-Yr FEMA=30k 30000 -9.87 16.92 17.07 0.000058 3.22 12175.33 1648.2 0.12 5173 5183 500-Yr FEMA=37.5 37500 -9.87 18.54 18.73 0.000067 3.63 13891.56 1681.19 0.13 5173

Downstream of Cross-Berm - 30-acre (East) Pond and Land-Side but No Riverside Berm Left of Channel 4875 10-Yr FEMA=20k 20000 -9.45 14.76 14.79 0.000019 1.69 18433.44 1654.39 0.07 4865 4875 50-Yr FEMA=27.2k 27200 -9.45 16.4 16.45 0.000025 2.05 20989.22 1729.08 0.08 4865 4875 100-Yr FEMA=30k 30000 -9.45 16.98 17.03 0.000027 2.17 21909.35 1739.91 0.08 4865 4875 500-Yr FEMA=37.5 37500 -9.45 18.61 18.68 0.000031 2.44 24560.21 1774.23 0.09 4865

30-acre (East) Pond and Land-Side but No Riverside Berm Left of Channel 4350 10-Yr FEMA=20k 20000 -9.8 14.76 14.78 0.000017 1.57 19787.43 1766.15 0.06 4340 4350 50-Yr FEMA=27.2k 27200 -9.8 16.4 16.44 0.000022 1.91 22497.65 1787.48 0.08 4340 4350 100-Yr FEMA=30k 30000 -9.8 16.97 17.02 0.000024 2.03 23451.09 1798.07 0.08 4340 4350 500-Yr FEMA=37.5 37500 -9.8 18.6 18.66 0.000028 2.3 26184.02 1816.71 0.09 4340

30-acre (East) Pond and Land-Side but No Riverside Berm Left of Channel 3824 10-Yr FEMA=20k 20000 -9.27 14.76 14.78 0.000011 1.28 21654.62 1759.87 0.05 3814 3824 50-Yr FEMA=27.2k 27200 -9.27 16.4 16.43 0.000015 1.55 24332.85 1826.29 0.06 3814 3824 100-Yr FEMA=30k 30000 -9.27 16.98 17.01 0.000016 1.65 25282.39 1834.27 0.06 3814 3824 500-Yr FEMA=37.5 37500 -9.27 18.61 18.65 0.000018 1.87 27995.93 1866.44 0.07 3814

30-acre (East) Pond and Land-Side but No Riverside Berm Left of Channel 3260 10-Yr FEMA=20k 20000 -10.26 14.75 14.77 0.000011 1.26 18939.37 1551.03 0.05 3250 3260 50-Yr FEMA=27.2k 27200 -10.26 16.39 16.42 0.000014 1.54 21007.6 1583.94 0.06 3250 3260 100-Yr FEMA=30k 30000 -10.26 16.96 17 0.000016 1.64 21731.69 1596.24 0.06 3250 3260 500-Yr FEMA=37.5 37500 -10.26 18.59 18.64 0.000018 1.86 23794.57 1648.91 0.07 3250

Just above Downstream End of 30-acre (East) Pond - Land-Side but No Riverside Berm Left of Channel 2886 10-Yr FEMA=20k 20000 -10.05 14.68 14.75 0.00003 2.14 9930.26 1556.31 0.09 2876 2886 50-Yr FEMA=27.2k 27200 -10.05 16.28 16.39 0.000042 2.67 10840.57 1585.14 0.1 2876 2886 100-Yr FEMA=30k 30000 -10.05 16.84 16.96 0.000047 2.86 11158.09 1591.17 0.11 2876 2886 500-Yr FEMA=37.5 37500 -10.05 18.43 18.59 0.000057 3.31 12077.89 1632.29 0.12 2876

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

497 Bridge

Yaquina River OR - BFE Study near Toledo Plan: p13 PROPOSED GROUND NO 30-ACRE BERM - Yaqina BFE 3/9/2020 Geom: g13 PROPOSED GROUND NO 30-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 5183 BREACHED 30-AC PR RIVERSIDE BERM .08 .06 . .02 .04 40 1 Legend 2 WS 500-Yr FEMA=37.5

WS 100-Yr FEMA=30k

30 WS 50-Yr FEMA=27.2k

WS 10-Yr FEMA=20k

0.0 ft/s

20 0.5 ft/s

1.0 ft/s

1.5 ft/s 10

Elevation (ft) Elevation 2.0 ft/s

2.5 ft/s

3.0 ft/s

0 Ground

Ineff

Bank Sta -10 -1500 -1000 -500 0 500 1000

Station (ft) Yaquina River OR - BFE Study near Toledo Plan: p13 PROPOSED GROUND NO 30-ACRE BERM - Yaqina BFE 3/9/2020 Geom: g13 PROPOSED GROUND NO 30-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 4875 BREACHED 30-AC PR RIVERSIDE BERM .08 .06 . . .02 .04 80 00 Legend 44 WS 500-Yr FEMA=37.5 60 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k

40 0.0 ft/s 0.5 ft/s 1.0 ft/s 20 Elevation (ft) Elevation 1.5 ft/s 2.0 ft/s 0 Ground Ineff Bank Sta -20 -1500 -1000 -500 0 500 1000

40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s

Elevation (ft) Elevation 1.5 ft/s 10 2.0 ft/s Ground

0 Ineff Bank Sta -10 -1500 -1000 -500 0 500 1000

Station (ft) 1

Yaquina River OR - BFE Study near Toledo Plan: p13 PROPOSED GROUND NO 30-ACRE BERM - Yaqina BFE 3/9/2020 Geom: g13 PROPOSED GROUND NO 30-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 3824 BREACHED 30-AC PR RIVERSIDE BERM .08 .04 . . .02 .07 50 0 0 Legend 4 4 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.2 ft/s

0.4 ft/s 20 0.6 ft/s 0.8 ft/s 1.0 ft/s Elevation (ft) Elevation 10 1.2 ft/s 1.4 ft/s

1.6 ft/s

0 Ground Ineff

Bank Sta -10 -2000 -1500 -1000 -500 0 500 1000

Station (ft) Yaquina River OR - BFE Study near Toledo Plan: p13 PROPOSED GROUND NO 30-ACRE BERM - Yaqina BFE 3/9/2020 Geom: g13 PROPOSED GROUND NO 30-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 3260 BREACHED 30-AC PR RIVERSIDE BERM .08 .04 .03 . . . .02 .04 40 0 0 0 Legend 4 4 4 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 30 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 20 0.0 ft/s 0.2 ft/s

0.4 ft/s 10 0.6 ft/s 0.8 ft/s 1.0 ft/s Elevation (ft) Elevation 0 1.2 ft/s 1.4 ft/s

1.6 ft/s

-10 Ground Ineff

Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft) Yaquina River OR - BFE Study near Toledo Plan: p13 PROPOSED GROUND NO 30-ACRE BERM - Yaqina BFE 3/9/2020 Geom: g13 PROPOSED GROUND NO 30-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2886 BREACHED 30-AC PR RIVERSIDE BERM .08 .04 .04 . . . .02 .04 40 0 0 0 Legend 4 4 4 WS 500-Yr FEMA=37.5 30 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 20 WS 10-Yr FEMA=20k 0.0 ft/s 0.5 ft/s 10 1.0 ft/s 1.5 ft/s Elevation (ft) Elevation 0 2.0 ft/s 2.5 ft/s -10 Ground Ineff Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft) 2

Appendix I HEC-RAS Model Input and Output Plan p21 – Proposed+Landfill and Berms

Contents: Output Data Profile Changed Cross-Sections from P01

Appendix I. HEC-RAS Model Input and Output: Plan p21 – Proposed+Landfill and Berms

Contents:

• Profile • Output Data Table

• Printouts of Changed Cross-Sections (See Plans p11 or p01 for the others)

d 15-Acre Bri

r r Berm 30-Acre

le Berm But

Figure I-1. HEC-RAS Profile for Plan p21: Proposed with Stockpile and Berms

Cross-Sections (Only if Changed from Plans p11 or p01) Included:

15-acre (West) Pond and Berm 2759 2548 2049 1681 1292

Yaquina River - Proposed+Landfill Ground (HEC-RAS Plan p21)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

Just Below Cross-Berm at Downstream End of 15-acre (West) Pond Left of Channel - Treatment Ponds Right of Channel 1216 10-Yr FEMA=20k 21100 -10.35 14.64 -2.59 14.69 0.000025 1.85 11558.24 1718.28 0.08 1206 1216 50-Yr FEMA=27.2k 28700 -10.35 16.25 -1.25 16.31 0.000029 2.09 17551.56 1959.94 0.08 1206 1216 100-Yr FEMA=30k 31700 -10.35 16.81 -0.76 16.88 0.000031 2.2 18658.03 2009.79 0.09 1206 1216 500-Yr FEMA=37.5 39600 -10.35 18.41 1.27 18.49 0.000034 2.43 21991.69 2119.63 0.09 1206

497 Bridge

.08 . . .04 . . . .02 .04 60 0 0 0 0 1 Legend 4 4 4 4 2 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k 40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 10 2.0 ft/s 2.5 ft/s 0 Ground Levee

-10 Ineff

Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft) Yaquina River OR - BFE Study near Toledo Plan: p21 PROPOSED w/ STOCKPILE and BERMS - Yaqina BFE 3/9/2020 Geom: g21 PROPOSED GROUND w/ STOCKPILE WITH BERMS - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2548 FIRST (UPSTREAM) XS WITH PROP'D STOCKPILE .035 .04 . .02 .04 60 1 Legend 2 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s 10 2.5 ft/s Ground 0 Levee Bank Sta -10 -1000 -800 -600 -400 -200 0 200 400

Station (ft) Yaquina River OR - BFE Study near Toledo Plan: p21 PROPOSED w/ STOCKPILE and BERMS - Yaqina BFE 3/9/2020 Geom: g21 PROPOSED GROUND w/ STOCKPILE WITH BERMS - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2049 Left bank == 15-acre GP pond .035 . . . .02 . .03 .08 60 0 0 1 0 Legend 4 4 2 4 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s 10 Ground Levee 0 Ineff Bank Sta -10 -1000 -500 0 500 1000 1500 2000

Station (ft) 1

Yaquina River OR - BFE Study near Toledo Plan: p21 PROPOSED w/ STOCKPILE and BERMS - Yaqina BFE 3/9/2020 Geom: g21 PROPOSED GROUND w/ STOCKPILE WITH BERMS - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 1681 Left bank == 15-acre GP pond .035 . . . .02 . .03 .08 80 0 01 0 Legend 4 42 4 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 60 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 40 0.0 ft/s 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s Ground 0 Levee Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft) Yaquina River OR - BFE Study near Toledo Plan: p21 PROPOSED w/ STOCKPILE and BERMS - Yaqina BFE 3/9/2020 Geom: g21 PROPOSED GROUND w/ STOCKPILE WITH BERMS - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 1292 Left bank == Just UP of DS END 15-acre GP pond ...... 02 . .04 . .04 . .08 70 0 0 0 001 0 0 0 Legend 3 3 4 442 4 2 4 60 5 5 5 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 50 WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 10 2.0 ft/s Ground 0 Levee -10 Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft)

Appendix J HEC-RAS Model Input and Output Plan p22 – Proposed+Landfill but No 15-Acre Pond Berm Contents: Output Data

Profile Changed Cross-Sections from P21

Appendix J. HEC-RAS Model Input and Output: Plan p22 – Proposed+Landfill but No 15-acre Pond Berm

Contents:

• Profile • Output Data Table

• Printouts of Changed Cross-Sections (See Plans p11 or p01 for the others)

d 15-Acre Bri

r r Berm 30-Acre

le Berm But

Figure J-1. HEC-RAS Profile for Plan p22 – Proposed with Stockpile but No 15-acre (West) Pond Berm

Cross-Sections (Only if Changed from Plans p11 or p01) Included:

15-acre (West) Pond and Berm 2759 2548 2049 1681 1292

Yaquina River - Proposed+Landfill Ground No 15-Acre Pond Berm (HEC-RAS Plan p22)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

Upper-most X-Section - Existing End of Detailed Flood Insurance Study - 700 Feet Downstream of Confluence with Mill Creek 8622 10-Yr FEMA=20k 20000 -17.58 14.87 -4.87 14.99 0.000048 3.07 10158.5 862.15 0.11 8612 8622 50-Yr FEMA=27.2k 27200 -17.58 16.53 -3.04 16.71 0.000065 3.76 11616.65 885.28 0.13 8612 8622 100-Yr FEMA=30k 30000 -17.58 17.12 -2.39 17.31 0.000072 4 12133.59 889.43 0.14 8612 8622 500-Yr FEMA=37.5 37500 -17.58 18.76 -0.73 19 0.000085 4.52 13602.51 897.25 0.15 8612

Just Below Upstream End of 30-acre (East) Pond and Riverside Berm Left of Channel 5183 10-Yr FEMA=20k 20000 -9.87 14.74 -1.52 14.83 0.000041 2.52 9523.68 941.05 0.1 5173 5183 50-Yr FEMA=27.2k 27200 -9.87 16.36 -0.28 16.5 0.000055 3.07 11092.12 983.94 0.12 5173 5183 100-Yr FEMA=30k 30000 -9.87 16.93 0.17 17.08 0.000059 3.26 11652.71 989.74 0.12 5173 5183 500-Yr FEMA=37.5 37500 -9.87 18.55 1.28 18.74 0.000069 3.68 13271.38 1006.43 0.13 5173

30-acre (East) Pond and Riverside and Land-side Berms Left of Channel 3260 10-Yr FEMA=20k 20000 -10.26 14.69 -1.66 14.76 0.000032 2.15 9478.56 556.87 0.09 3250 3260 50-Yr FEMA=27.2k 27200 -10.26 16.29 -0.24 16.4 0.000045 2.69 10376.63 564.48 0.11 3250 3260 100-Yr FEMA=30k 30000 -10.26 16.85 0.19 16.98 0.00005 2.89 10691.88 566.89 0.11 3250 3260 500-Yr FEMA=37.5 37500 -10.26 18.44 1.2 18.61 0.00006 3.34 11597.78 573.66 0.13 3250

Cross-Berm at Downstream End of 30-acre (East) Pond and Upstream End of 15-acre (West) Pond Left of Channel 2822 10-Yr FEMA=20k 20000 -9.8 14.66 -2.05 14.74 0.000037 2.34 8659.44 493.59 0.1 2812 2822 50-Yr FEMA=27.2k 27200 -9.8 16.24 -0.58 16.38 0.000052 2.94 9451.69 505.06 0.11 2812 2822 100-Yr FEMA=30k 30000 -9.8 16.79 0.03 16.95 0.000058 3.15 9730.81 508.87 0.12 2812 2822 500-Yr FEMA=37.5 37500 -9.8 18.36 1.25 18.57 0.000071 3.66 10537.86 519.88 0.14 2812

15-acre (West) Pond but No Berm Left of Channel 2548 10-Yr FEMA=20k 20000 -9.33 14.66 14.73 0.000033 2.2 9435.08 628.29 0.09 2538 2548 50-Yr FEMA=27.2k 27200 -9.33 16.24 16.36 0.000046 2.74 10436.17 633.54 0.11 2538 2548 100-Yr FEMA=30k 30000 -9.33 16.8 16.93 0.00005 2.94 10787.5 640.04 0.11 2538 2548 500-Yr FEMA=37.5 37500 -9.33 18.37 18.55 0.000061 3.4 11811.67 674.73 0.13 2538 Yaquina River - Proposed-with-Stockpile Ground No 15-Acre (West) Pond Berm (HEC-RAS Plan p22)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

15-acre (West) Pond but No Berm Left of Channel - Treatment Ponds Right of Channel - Inflow from Olalla Creek / Slough This X-Section 2049 10-Yr FEMA=20k 21100 -8.06 14.66 -1.98 14.72 0.000024 1.85 11538.87 1832.52 0.08 2039 2049 50-Yr FEMA=27.2k 28700 -8.06 16.3 -0.86 16.34 0.000018 1.68 21946.04 1975.03 0.07 2039 2049 100-Yr FEMA=30k 31700 -8.06 16.87 -0.46 16.9 0.000019 1.77 23058.52 1978.03 0.07 2039 2049 500-Yr FEMA=37.5 39600 -8.06 18.47 0.61 18.52 0.000021 1.95 26253.34 2008.15 0.07 2039

15-acre (West) Pond but No Berm Left of Channel - Treatment Ponds Right of Channel 1681 10-Yr FEMA=20k 21100 -9.32 14.65 -2.39 14.71 0.000025 1.87 11437.66 1828.91 0.08 1671 1681 50-Yr FEMA=27.2k 28700 -9.32 16.3 -1.1 16.33 0.000018 1.68 21974.58 1995.48 0.07 1671 1681 100-Yr FEMA=30k 31700 -9.32 16.86 -0.66 16.9 0.000019 1.77 23098.32 2000.75 0.07 1671 1681 500-Yr FEMA=37.5 39600 -9.32 18.47 0.45 18.51 0.000021 1.95 26330.04 2032.04 0.07 1671

497 Bridge

Yaquina River OR - BFE Study near Toledo Plan: p22 PROPOSED w/ STOCKPILE NO 15-ACRE BERM - Yaqina BFE 3/9/2020 Geom: g22 PROPOSED GROUND w/ STOCKPILE NO 15-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2759 BREACH 15-AC PR/STOCKPILE BERM .08 . . .04 . . . .02 .04 60 0 0 0 0 1 Legend 4 4 4 4 2 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k 40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s 1.5 ft/s

Elevation (ft) Elevation 10 2.0 ft/s 0 2.5 ft/s Ground -10 Ineff Bank Sta -20 -2000 -1500 -1000 -500 0 500

Station (ft) Yaquina River OR - BFE Study near Toledo Plan: p22 PROPOSED w/ STOCKPILE NO 15-ACRE BERM - Yaqina BFE 3/9/2020 Geom: g22 PROPOSED GROUND w/ STOCKPILE NO 15-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 2548 BREACH 15-AC PR/STOCKPILE BERM .035 .04 . . .02 .04 60 01 Legend 42 WS 500-Yr FEMA=37.5 50 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 1.0 ft/s 20 1.5 ft/s Elevation (ft) Elevation 2.0 ft/s 10 2.5 ft/s Ground 0 Ineff Bank Sta -10 -1000 -800 -600 -400 -200 0 200 400

40 WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k 30 0.0 ft/s 0.5 ft/s 20 1.0 ft/s

Elevation (ft) Elevation 1.5 ft/s 10 2.0 ft/s Ground

0 Ineff Bank Sta -10 -1000 -500 0 500 1000 1500 2000

Station (ft) 1

Yaquina River OR - BFE Study near Toledo Plan: p22 PROPOSED w/ STOCKPILE NO 15-ACRE BERM - Yaqina BFE 3/9/2020 Geom: g22 PROPOSED GROUND w/ STOCKPILE NO 15-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 1681 BREACH 15-AC PR/STOCKPILE BERM .035 . ... .02 . .03 .08 80 0 001 0 Legend 4 442 4 WS 500-Yr FEMA=37.5 60 WS 100-Yr FEMA=30k WS 50-Yr FEMA=27.2k WS 10-Yr FEMA=20k

40 0.0 ft/s 0.5 ft/s 1.0 ft/s 20 Elevation (ft) Elevation 1.5 ft/s 2.0 ft/s 0 Ground Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft) Yaquina River OR - BFE Study near Toledo Plan: p22 PROPOSED w/ STOCKPILE NO 15-ACRE BERM - Yaqina BFE 3/9/2020 Geom: g22 PROPOSED GROUND w/ STOCKPILE NO 15-ACRE BERM - Yaquina River BFE Study Flow: Yaquina - FEMA Flows River = YAQUINA RIVER Reach = Yaquina River RS = 1292 BREACH 15-AC PR/STOCKPILE BERM ...... 02 . .04 . .04 . .08 70 0 0 0 001 0 0 0 Legend 3 3 4 442 4 2 4 60 5 5 5 WS 500-Yr FEMA=37.5 WS 100-Yr FEMA=30k 50 WS 50-Yr FEMA=27.2k 40 WS 10-Yr FEMA=20k 0.0 ft/s 30 0.5 ft/s 20 1.0 ft/s Elevation (ft) Elevation 10 1.5 ft/s 2.0 ft/s 0 Ground -10 Ineff Bank Sta -20 -1000 -500 0 500 1000 1500 2000

Station (ft)

Appendix K HEC-RAS Model Input and Output Plan p23 – Proposed+Landfill but No 30-Acre Pond Riverside Berm

Contents: Output Data Profile (See Plan p13 for Changed Cross-Sections)

Appendix K. HEC-RAS Model Input and Output: Plan p23 – Proposed+Landfill but No 30-acre Pond Riverside Berm

Contents:

• Profile • Output Data Table

• No Printouts of Changed Cross-Sections (None were changed; see Plans p13, p11 or p01)

d 15 -Acre Bri

r r Berm No 30-Acre

le Berm But

Figure K-1. HEC-RAS Profile for Plan p23 – Proposed with Stockpile but No 30-acre (East) Pond Riverside Berm

No Cross-Sections Are Printed; The Stockpile Only Coincides with the 15-Acre (West) Pond (See Plans p13, p11, or p01 for the cross-sections)

Yaquina River - Proposed+Landfill Ground No 30-Acre Pond Berm (HEC-RAS Plan p23)

X-Section Profile Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev (ft) E.G. Slope (-/-) Vel Chnl (ft/s) Flow Area (ft2) Top Width (ft) Froude # Chl Total Ch Len (ft)

Just Below Cross-Berm at Downstream End of 15-acre (West) Pond Left of Channel - Treatment Ponds Right of Channel 1216 10-Yr FEMA=20k 21100 -10.35 14.64 -2.59 14.69 0.000025 1.85 11558.24 1718.28 0.08 1206 1216 50-Yr FEMA=27.2k 28700 -10.35 16.25 -1.25 16.31 0.000029 2.09 17551.56 1959.94 0.08 1206 1216 100-Yr FEMA=30k 31700 -10.35 16.81 -0.76 16.88 0.000031 2.2 18658.03 2009.79 0.09 1206 1216 500-Yr FEMA=37.5 39600 -10.35 18.41 1.27 18.49 0.000034 2.43 21991.69 2119.63 0.09 1206

497 Bridge

Appendix L Analysis of Flows

Contents: Comparison of FIS and USGS Flows USGS Flow Report Downstream USGS Flow Report Upstream

FLOWS FOR HEC-RAS FROM INFERRED FEMA CALC

Area (mi2) 10-yr cfs 50-yr cfs 100-yr cfs 500-yr cfs Location 197 21100 28700 31700 39600 D/s of Butler Bridge (calc by Wood) 186.1 20000 27200 30000 37500 FEMA At Confluence with Mill Creek (u/s limit Toledo model)

USGS STREAMSTATS FLOWS Location Up end of model just d/s of Mill Creek confluence

Statistic Flow (cfs) USGSLower SS Q Upper Q Location Statistic 10 Year Peak50 Flood Year Peak100 Flood Year Peak500 Flood Year Peak Flood 10 Year Peak Flood17200 10800 27300 Up end of model just d/s of Mill Creek confluence Flow (cfs) USGS17200 SS 23200 25800 31500 50 Year Peak Flood23200 15700 34300 Lower Q 10800 15700 20400 16200 100 Year Peak Flood25800 20400 32600 Upper Q 27300 34300 32600 61300 500 Year Peak Flood31500 16200 61300 Location D/s of Butler Bridge (calc by Wood) Statistic Flow (cfs) USGSLower SS Q Upper Q Location 10 Year Peak Flood17500 11000 27800 D/s of Butler Bridge (calc by Wood) Statistic 10 Year Peak50 Flood Year Peak100 Flood Year Peak500 Flood Year Peak Flood 50 Year Peak Flood23600 16000 34800 Flow (cfs) USGS17500 SS 23600 26200 32000 100 Year Peak Flood26200 20800 33000 Lower Q 11000 16000 20800 16500 500 Year Peak Flood32000 16500 62200 Upper Q 27800 34800 33000 62200

COMPARE FLOWS - UP END OF RAS MODEL JUST D/S OF MILL CREEK

Location D/s of Butler Bridge (d/s limit Toledo model)

Q FEMA DS end of model Flow Comparison: Downstream Study Limit (197 mi2) (21 to 24 70000 pct over Q FEMA DS end of model (197 mi2) Area (mi2) USGS) Flow (cfs) USGSUSGS StreamStats Range (upper-lower) / RegressionRATIO: Q (StreamStats)Q Equations FEMA / Q USGS (21 to 24 pct over USGS) 10 21100 17500 27800 1.21 60000 Flow (cfs) USGS StreamStats / Regression 50 28700 23600 34800 1.22 Equations 100 31700 26200 33000 1.21 500 39600 32000 62200 1.24 USGS Range (upper-lower) Q (StreamStats) 50000 10 11000 50 16000 100 20800 40000 500 16500

30000

20000 Flow (cfs) in Yaquima River FlowYaquima (cfs) in 10000

0 10 100 Peak Flow Event (year)

FEMA At Confluence with Mill Creek (u/s limit Toledo model) Up end of model just d/s of Mill Creek confluence Flow Comparison: Upstream Study Limit Q FEMA UP end of 70000 model (186.1 mi2) Q FEMA UP end of model (186.1 mi2) (16 to 19 60000 (16 to 19 pct over USGS) pct over Flow (cfs) USGS SS Area (mi2) USGS) Flow (cfs) USGSUSGS SS Range (upper-lower)RATIO: Q Q FEMA / Q USGS 10 20000 17200 27300 1.16 50000 USGS Range (upper-lower) Q 50 27200 23200 34300 1.17 100 30000 25800 32600 1.16 500 37500 31500 61300 1.19 40000 10 10800 50 15700 100 20400 30000 500 16200

20000 Flow (cfs) in Yaquima River FlowYaquima (cfs) in

10000

0 10 100 Peak Flow Event (year) Yaquina River d/s of Butler Bridge

Downstream Boundary of HEC-RAS Model

Region ID: OR Workspace ID: OR20200226005415878000 Clicked Point (Latitude, Longitude): 44.60975, -123.93608 Time: 2020-02-25 16:54:33 -0800

Basin Characteristics

Parameter Parameter Description Value Unit Code DRNAREA Area that drains to a point on a stream 197 square miles Maximum 24-hour precipitation that occurs on average I24H2Y once in 2 years - Equivalent to precipitation intensity 3.07 inches index inches per SOILPERM Average Soil Permeability 2.65 hour Mean Maximum January Temperature from 2K JANMAXT2K 49.2 degrees F resolution PRISM 1961 -1990 data Available water capacity from STATSGO data using WATCAPORC 0.14 inches methods from SIR 2005 -5116 ORREG2 Oregon Region Number 729 dimensionless

Peak-Flow Statistics Parameters [Reg 1 Coastal Cooper]

Parameter Min Max Parameter Name Value Units Code Limit Limit DRNAREA Drainage Area 197 square miles 0.28 673 I24H2Y 24 Hour 2 Year Precipitation 3.07 inches 2.52 5.79 inches per SOILPERM Average Soil Permeability 2.65 0.72 4.76 hour Mean Maximum January Temperature from JANMAXT2K 49.2 degrees F 42.4 53.9 2K resolution PRISM 1961 -1990 data WATCAPORC Available_Water_Capacity_OR_Cooper 0.14 inches 0.1 0.23 ORREG2 Oregon Region Number 729 dimensionless

Peak-Flow Statistics Flow Report [Reg 1 Coastal Cooper]

PIl: Prediction Interval-Lower, PIu: Prediction Interval-Upper, SEp: Standard Error of Prediction, SE: Standard Error (other -- see report) Equiv. Statistic Value Unit PIl PIu SE SEp Yrs. 2 Year Peak Flood 10500 ft^3/s 7150 15300 26.8 26.8 2.4 5 Year Peak Flood 14700 ft^3/s 9520 22700 25.3 25.3 3.7 10 Year Peak Flood 17500 ft^3/s 11000 27800 25.6 25.6 5 25 Year Peak Flood 21000 ft^3/s 11300 39100 26.6 26.6 6.4 50 Year Peak Flood 23600 ft^3/s 16000 34800 27.8 27.8 7.2 100 Year Peak Flood 26200 ft^3/s 20800 33000 29.1 29.1 7.9 500 Year Peak Flood 32000 ft^3/s 16500 62200 32.6 32.6 8.9

Figure L-1. Drainage Basin at Downstream End of Study (below Butler Bridge; 197 mi2)

Peak-Flow Statistics Citations

Cooper, R.M.,2005, Estimation of Peak Discharges for Rural, Unregulated Streams in Western Oregon: U.S. Geological Survey Scientific Investigations Report 2005-5116, 76 p. USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality standards relative to the purpose for which the data were collected. Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems, nor shall the act of distribution constitute any such warranty.

USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore, the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages resulting from its authorized or unauthorized use.

USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not imply endorsement by the U.S. Government.

Application Version: 4.3.11

Yaquina River - Upstream of Toledo at Mill Creek

Upstream Boundary of HEC-RAS Model

Basin Characteristics

Parameter Parameter Description Value Unit Code DRNAREA Area that drains to a point on a stream 185 square miles Maximum 24-hour precipitation that occurs on average I24H2Y once in 2 years - Equivalent to precipitation intensity 3.08 inches index inches per SOILPERM Average Soil Permeability 2.68 hour Mean Maximum January Temperature from 2K JANMAXT2K 49.2 degrees F resolution PRISM 1961 -1990 data Available water capacity from STATSGO data using WATCAPORC 0.13 inches methods from SIR 2005 -5116 ORREG2 Oregon Region Number 729 dimensionless

Peak-Flow Statistics Parameters [Reg 1 Coastal Cooper]

Parameter Min Max Parameter Name Value Units Code Limit Limit DRNAREA Drainage Area 185 square miles 0.28 673 I24H2Y 24 Hour 2 Year Precipitation 3.08 inches 2.52 5.79 inches per SOILPERM Average Soil Permeability 2.68 0.72 4.76 hour Mean Maximum January Temperature from JANMAXT2K 49.2 degrees F 42.4 53.9 2K resolution PRISM 1961 -1990 data WATCAPORC Available_Water_Capacity_OR_Cooper 0.13 inches 0.1 0.23 ORREG2 Oregon Region Number 729 dimensionless

Peak-Flow Statistics Flow Report [Reg 1 Coastal Cooper]

PIl: Prediction Interval-Lower, PIu: Prediction Interval-Upper, SEp: Standard Error of Prediction, SE: Standard Error (other -- see report) Equiv. Statistic Value Unit PIl PIu SE SEp Yrs. 2 Year Peak Flood 10200 ft^3/s 6980 15000 26.8 26.8 2.4 5 Year Peak Flood 14400 ft^3/s 9330 22300 25.3 25.3 3.7 10 Year Peak Flood 17200 ft^3/s 10800 27300 25.6 25.6 5 25 Year Peak Flood 20700 ft^3/s 11100 38500 26.6 26.6 6.4 50 Year Peak Flood 23200 ft^3/s 15700 34300 27.8 27.8 7.2 100 Year Peak Flood 25800 ft^3/s 20400 32600 29.1 29.1 7.9 500 Year Peak Flood 31500 ft^3/s 16200 61300 32.6 32.6 8.9

Figure L-2. Drainage Area at Upstream Study Boundary at Mill Creek (185 mi2)

Peak-Flow Statistics Citations

USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not imply endorsement by the U.S. Government.

Application Version: 4.3.11

Region ID: OR Workspace ID: OR20200226004430162000 Clicked Point (Latitude, Longitude): 44.59336, -123.91286 Time: 2020-02-25 16:44:48 -0800