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RS_Appendix_F_Basis_of_Design_Report_210420_v1
LOWER MADSEN CREEK BASIS OF DESIGN REPORT Prepared for: City of Renton Public Works Utility Systems -- Surface Water Utility Engineering 1055 South Grady Way Renton, WA 98057 Prepared by: 506 2nd Avenue, Suite 2700 Seattle, WA 98104 206-521-3000 December 18, 2020 November 2020 Madsen Creek Basis of Design Report 2 Contents Contents ..................................................................................................... 2 Figures ....................................................................................................... 3 Introduction ................................................................................................. 4 Background .................................................................................................. 4 Phase 1 Investigation Summary ........................................................................... 7 Methods ................................................................................................... 7 Flood Problem Sites ..................................................................................... 8 Flood Reduction Solutions ............................................................................. 14 Phase 2 -- Selected Flood Reduction Solutions ........................................................ 15 Future Restoration and Flood Reduction Concepts ................................................... 17 Hydraulic Modeling of Future Alternatives .......................................................... 18 FA #1 - Reconnect Channel to the Cedar River ..................................................... 18 FA #2 – Relocate and Restore Madsen Creek ........................................................ 33 Geomorphic Assessment of Future Alternatives .................................................... 38 Environmental Permitting Considerations ........................................................... 41 Future Alternative Conclusions ....................................................................... 43 References ................................................................................................. 44 Appendix A ................................................................................................. 45 November 2020 Madsen Creek Basis of Design Report 3 Figures Figure 1 - Madsen Creek Watershed ..................................................................... 5 Figure 2 - Detailed diagram of lower Madsen Creek................................................... 6 Figure 3 - Flooding sources ............................................................................... 10 Figure 4 - 2-year flooding, existing conditions ........................................................ 11 Figure 5 - 25-year flooding, existing conditions ...................................................... 12 Figure 6 - 100-year flooding, existing conditions ..................................................... 13 Figure 7 - Future Alternative #1, Variation 1 .......................................................... 21 Figure 8 - Future Alternative #1, Variation 2 .......................................................... 22 Figure 9 - Future Alternative #1, Variation 3 .......................................................... 23 Figure 10 - FA#1 (Variation 1), 2-Year Flood .......................................................... 24 Figure 11 - FA#1 (Variation 1), 25-Year Flood ......................................................... 25 Figure 12 - FA#1 (Variation 1), 100-Year Flood ....................................................... 26 Figure 13 - FA#1 (Variation 2), 2-Year Flood .......................................................... 27 Figure 14 - FA#1 (Variation 2), 25-Year Flood ......................................................... 28 Figure 15 - FA#1 (Variation 2), 100-Year Flood ....................................................... 29 Figure 16 - FA#1 (Variation 3), 2-Year Flood .......................................................... 30 Figure 17 - FA#1 (Variation 3), 25-Year Flood ......................................................... 31 Figure 18 - FA#1 (Variation 3), 100-Year Flood ....................................................... 32 Figure 19 - Future Alternative #2 ....................................................................... 34 Figure 20 - FA#2, 2-Year Flood .......................................................................... 35 Figure 21 - FA#2, 25-Year Flood ......................................................................... 36 Figure 22 - FA#2, 100-Year Flood ....................................................................... 37 Figure 23 - Longitudinal profiles of future alternative channels ................................... 40 Figure 24 - Average channel velocities of future alternatives ...................................... 40 November 2020 Madsen Creek Basis of Design Report 4 Introduction Lower Madsen Creek in the City of Renton (City), Washington frequently floods public and private lands. In 2018, the City retained Watershed Science & Engineering (WSE) to determine the cause of the flooding and to identify solutions. WSE completed the first phase (Phase 1) of the investigation in December 2018 and presented the findings both in a written report (WSE, 2019) and an oral presentation to City staff. The report documented the history of flooding along with maintenance activities and structural improvements that have been built over the past 40 plus years to reduce flooding. It also describes 10 actions the City can complete to reduce flooding, including both one-time capital projects and recurring annual maintenance and monitoring. Based upon WSE’s findings and recommendations, the City selected four actions to carry forward to design. All are relatively simple, inexpensive, and easy to permit solutions. The City retained WSE and partner Herrera Environmental (Herrera) to develop detailed plans, cost estimates and specifications for each action and to work with City staff to secure the permits required for construction. This report documents the basis of the design of each action. Herrera led the design and permitting effort with support provided by WSE. The Muckleshoot Indian tribe has expressed a desire for a much larger and all-inclusive project to solve flooding and restore fish habitat within Lower Madsen Creek. At the request of the tribe, the City agreed to develop concepts for two future comprehensive alternatives to restore habitat and reduce flooding. These alternatives are not feasible at this time because they are complex and/or expensive; however, they will serve as a starting point for future discussions among stakeholders. At the request of the City, WSE developed two concepts which are presented in the last section of this report. Background Madsen Creek originates on a large glacial plateau in east Renton before it descends through a steep ravine to the Cedar River floodplain (Figure 1). The portion of the creek that flows across the Cedar River floodplain is referred to as lower Madsen Creek and is the subject of this investigation. Commercial and residential development on the glacial plateau in the 1960 and 1970s increased runoff and sediment supply to lower Madsen Creek, increasing the frequency and severity of flooding. A complete history of flooding is presented in the Phase 1 report (WSE, 2019). In response to the increase in flooding, King County designed and constructed a flood bypass system along lower Madsen Creek in 1976. The system includes an inline sediment pond at the location where the stream exists the ravine and a high-flow bypass channel that captures and conveys flood water from the sediment pond directly to the Cedar River (Figure 2). The Madsen Creek low-flow channel remains active and conveys low flows from the sediment pond to the Cedar River via a circuitous route including passing through culverts under the High- Flow Bypass, SR-169, and 149th Ave SE, before flowing through Ron Regis Park and on to the Cedar. Ma d s e n Cr e e k CedarRiver Madsen Creek Watershed§¨¦90 §¨¦5 02 Jul 2020 0 1,000 2,000Feet Scale: 1:19,487NAD 1983 HARNStatePlane WashingtonSouth FIPS 4602 Feet U Figure #1 Lower Madsen Creek 149th Ave SE150th Ln SE Oak Dr154th Pl SE150th Ave SEAccess RdMaple DrPedestrian Walk Birch Dr145th Ave SE146th Pl SESE 158th St SE 157th Pl SE 155th Pl 1 4 2 n d P l S E Pr iva te Rd BirchDrPed e s t r i a n W a l k 1 4 3 r d A v e SE SE Jon e s P l 152nd Ave SECedar River T r a i l Maple Valley H w y SE 154th St SE 153rd Pl SE Jo n e s R d 1 4 0 t h W a y SE Access RdPine DrPrivate RdCedar River MadsenCreekHigh Flow BypassMadsen CreekHigh Flow BypassMadsen CreekLower Madsen Creek SystemUV169 CedarRiver 0 300 600Feet Scale: 1:4,658NAD 1983 HARN StatePlaneWashington North FIPS 4601 Feet U Madsen Creek Figure #2 Madsen Creek passesunder the High-FlowBypass Channel Sediment Pond Channel is confined toa steep gully upstreamof the Sediment Pond Channel terminates intoWetland Ponds Wonderland Estates Church Field 149th Ave Ditch Ron Regis Park November 2020 Madsen Creek Basis of Design Report 7 Phase 1 Investigation Summary Methods To identify the cause of the flooding and the locations where it is occurring, WSE and partners Herrera Environmental and Pacific Geomatic Services (PGS) completed a detailed discovery investigation which included the tasks listed below. Study methods, results and conclusions are fully documented in the Phase 1 report (WSE, 2019). Phase 1 tasks: 1. Topographic Survey PGS conducted a topographic survey of lower Madsen Creek starting upstream of the sediment pond and extending to the Cedar River. The survey included the low-flow Madsen Creek channel, the High-Flow Bypass, and all hydraulic structures. 2. Wetland Delineation & Preliminary Permitting Requirements Herrera Environmental completed a wetland delineation along both the low-flow and high-flow bypass channels. They also identified the permits that would be required to perform channel maintenance activities and construct flood reduction projects. 3. Flood & Maintenance History A flood and maintenance history was compiled based upon a review of flood photographs, and conversations with local residents, City, and King County personnel. 4. Field Investigation WSE staff examined and documented flow conveyance conditions in both the low-flow channel and High-Flow Bypass. This included examining each culvert crossing to determine if it was partially filled with sediment and debris. 5. Hydrologic Modeling and Analysis WSE created a hydrologic model of the Madsen Creek watershed and used it to estimate the magnitude and frequency of flood flows entering the lower Madsen Creek system. 6. Hydraulic Modeling and Analysis WSE used the topographic survey completed by PGS and available LiDAR data to create a two-dimensional hydraulic model of lower Madsen Creek project, which includes both the low-flow channel and the High-Flow Bypass. WSE used the model to evaluate existing channel capacity, identify sites where water floods adjacent parcels by overtopping the channel banks, and to aid in the design and evaluation of flood reduction actions. Hydraulic modeling efforts are discussed in more detail in the following section. 7. Sediment Transport and Deposition Analysis November 2020 Madsen Creek Basis of Design Report 8 WSE examined sediment transport and deposition characteristics throughout both the low-flow and High-Flow Bypass channels. Flood Problem Sites The discovery investigation led to the identification of multiple flooding sources which are identified in Figure 3 and described below. The magnitude of flooding is illustrated in Figures 4 – 6 which show the flood inundation extents of the 2-, 25-, and 100-year floods for existing conditions as computed with the hydraulic model. Primary Flooding Sources - 1. Overtopping of the right (east) berm of the Upper High-Flow Bypass The High-Flow Bypass is contained between earthen berms extending between the sediment pond and SR-169. The left berm (viewing downstream) serves as an access road to the sediment pond and is slightly higher than the right berm. Hydraulic modeling reveals that the right berm begins to overtop at less than a 25-year flood. Flow passing over the berm floods the church field to the east before entering and overwhelming the Madsen Creek low-channel. These overflows are responsible for a majority of the flooding that occurs along the low-flow channel and 149th Ave SE downstream of the High-Flow Bypass. 2. Sedimentation in the Bypass Channel and SR-169 Culvert Sediment has deposited in both the upper and lower sections of the High-Flow Bypass channel and within the culvert that carries it under SR-169. This has reduced the capacity of the High-Flow Bypass which has increased the frequency of overtopping of the right-bank berm along the upper High-Flow Bypass. 3. Excessive Vegetation in the Lower High-Flow Bypass Channel The lower High-Flow Bypass channel not only has accumulated sediment, but at times also contains substantial vegetation. King County is responsible for maintaining the lower High-Flow Bypass channel which they do through annual mowing; however, mowing usually occurs in January which is after flood season starts in November. The vegetation increases channel roughness which reduces channel capacity and decreases flow velocities. The low flow velocities are partially responsible for excess sediment deposition in this reach. 4. Low Left Bank along the Wonderland Estates Reach The left bank of the Madsen Creek low-flow channel overtops during floods downstream from the High-Flow Bypass and upstream of SR-169. The water floods the front yard of a residential property and portions of Wonderland Estates, a King County Housing Authority housing complex. 5. Low Berm along the Right Bank between SR-169 and 149th Ave SE November 2020 Madsen Creek Basis of Design Report 9 An existing earthen/concrete ecology block berm is too low along the Madsen Creek low-flow channel between SR-169 and 149th Ave SE culverts. During high flows the berm overtops and water floods several residential properties north of the channel. 6. Lack of Capacity in the 149th Ave SE Ditch and Culverts A small lateral weir located in the right bank of the channel at the inlet to the 149th Ave SE culvert allows water to flow into a roadside ditch that heads north away from Madsen Creek. At the north end of the ditch, two small culverts connect the ditch to the High-Flow Bypass channel. Water in the ditch is supposed to empty into the High- Flow Bypass; however, the culverts are too small to convey the large amount of water carried by the ditch; therefore, water backs up and floods the road and several adjacent residential properties. 7. Sedimentation in Madsen Creek Channel in Ron Regis Park Within Ron Regis Park, Madsen Creek has lost approximately 75% of its capacity due to sediment deposition. This not only causes flooding problems in the Park and on adjacent private parcels, it also causes water to back-up in the channel which increases flooding along 149th Ave SE, as well as along Wonderland Estates. # # # # ## #High Flow BypassHigh Flow BypassMadsenCreekMadsen CreekCed a r R i v e r 1 3 5 2 6 7 4 Flooding Sources UV169 CedarRiver 0 150 300Feet Scale: 1:2,485NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek #Flooding Sources Figure #3 Ce d a r R i v e r Existing Conditions2-year FloodUV169 CedarRiver 0 200 400Feet Scale: 1:3,000NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 2-year Flood Depths (ft)0.5123>3Figure #4 Ce d a r R i v e r Existing Conditions25-year FloodUV169 CedarRiver 0 200 400Feet Scale: 1:3,000NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 25-year Flood Depths (ft)0.5123>3Figure #5 Ce d a r R i v e r Existing Conditions100-year FloodUV169 CedarRiver 0 200 400Feet Scale: 1:3,000NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 100-year Flood Depths (ft)0.5123>3Figure #6 November 2020 Madsen Creek Basis of Design Report 14 Flood Reduction Solutions The Phase I investigation revealed that many of the flooding problems within the project reach could be reduced or solved with relatively simple design and maintenance solutions. The range of solutions were divided into two categories - maintenance actions and one-time capital improvements. These are described below: Maintenance Actions: • Restore the capacity of the High-Flow Bypass and the SR-169 culvert by removing sediment and developing an effective sediment removal and annual vegetation maintenance program. • Monitor sediment accumulations within the three culverts listed below. Remove the sediment if it starts to limit the capacity of the culvert and increase flooding upstream. This may require removing sediment from the channel downstream from the culvert to prevent the culvert from rapidly refilling with sediment. o Madsen Creek culvert under High-Flow Bypass o Madsen Creek SR-169 culvert o Madsen Creek 149th Avenue SE culvert One-Time Capital Improvement Projects: 1. Raise the right bank berm along the upper High-Flow Bypass between the sediment pond and the SR-169 culvert. 2. Continue to limit the amount of flow that enters Madsen Creek by either retaining the existing plates or installing a slide gate on the entrance to the Madsen Creek culvert at the outlet of the sediment basin. 3. Raise the right bank ecology block berm along the section of channel between SR-169 and 149th Avenue SE. 4. Raise the height of the ground or provide other flood protection measures in the area separating Madsen Creek from Wonderland Estates and the residential property immediately upstream. 5. Raise the berm that surrounds the sediment pond and add a rock-lined emergency spillway that discharges to the high flow bypass. 6. Increase culvert capacity at the downstream end of the ditch along 149th Avenue SE either by improving the existing culvert outlet system, or preferably installing a second culvert outlet that drains to the Cedar River and not the high flow bypass. Also, consider enlarging the ditch. November 2020 Madsen Creek Basis of Design Report 15 7. Raise the ground height surrounding the entrance to the SR-169 High-Flow Bypass culvert to provide freeboard during the 100-year flood if the entrance to the culvert becomes partially blocked by woody debris. Phase 2 -- Selected Flood Reduction Solutions The City has elected to pursue both recommended maintenance actions and four of the eight one-time capital projects. The City’s plan to move forward is discussed below. Maintenance Actions: 1. The City has initiated discussions with both King County and Washington State Department of Transportation (WSDOT) to restore the capacity of the High-Flow Bypass and the low- flow culverts under SR-169. King County agreed to and has already removed sediment and vegetation from the High-Flow bypass downstream from SR-169. They also agree to shift their annual channel mowing program to the fall prior to flood season and to monitor and remove sediment as needed to maintain capacity. Discussions are on-going with WSDOT regarding the monitoring and removal of sediment from both the High-Flow Bypass culvert under SR-169, and the Madsen Creek low-flow channel under SR-169. The City plans to remove sediment from the Upper High-Flow Bypass when they raise the right bank berm as described in capital project No. 2 below. They also plan to monitor channel conditions annually and remove sediment and vegetation as needed to maintain capacity. 2. The City has agreed to monitor sediment accumulations within both the Madsen Creek culvert under the High-Flow Bypass and under 149th Avenue SE culvert. One-Time Capital Improvement Projects: The City elected to pursue four of the capital improvement projects, based on the knowledge that each provides a significant flood hazard reduction benefit, is affordable, is supported by stakeholders, and is likely to be approved by permitting agencies. The four projects are: 1. Sediment Pond Berm Improvements. (Derived from One-Time Capital Improvement Project No. 5 -- Raise the berm that surrounds the sediment pond and add a rock-lined emergency spillway that discharges to the High-Flow Bypass.) 2. Upper High-Flow Bypass Improvements. (Derived from One-Time Capital Improvement Project No. 1 -- Raise the right bank berm along the upper High-Flow Bypass.) 3. Wonderland Estates Berm Improvements. (Derived from One-Time Capital Improvement Project No. 2 -- Raise the height of the ground or provide flood control measures in the area separating Madsen Creek from Wonderland Estates and the residential property immediately upstream.) November 2020 Madsen Creek Basis of Design Report 16 4. Right Bank Berm Improvements SR-169 to 149th Ave SE. (Derived from One-Time Capital Improvement Project No. 3 -- Raise the right bank berm along the section of channel between SR-169 and 149th Avenue SE.) The City requested that the WSE team develop detailed plans, opinions of cost, specifications and bid documents for each. This effort was led by Herrera Environmental with WSE providing support. As of the writing of this report, the design process is ongoing. However, initial design considerations and assumptions are documented below and the preliminary, permitting plan set which includes the four alternatives is presented in Appendix A. Sediment Pond Berm Improvements Hydraulic modeling during Phase 1 revealed that the existing culvert configuration at the outlet of the sediment pond could barely pass the 100-year flood. In fact, given model tolerances, it is possible that the 100-year event would overtop the berm. The City chose, therefore, to elevate the sediment pond berm and create an emergency spillway to safely handle an overtopping event. The plan is illustrated in Design Plan Sheets C-2 and C-6 in Appendix A. Key elements of the project include: • Elevate the sediment pond berm near the outlet culverts a minimum of 12 inches using permeable ballast. • Construct a trapezoidal, armored emergency spillway over the top of the high flow bypass culvert using quarry spalls. Upper High-Flow Bypass Improvements The Phase 1 investigation identified this alternative as a top priority as it will provide the greatest flood reduction benefit. The initial plan is illustrated in Design Plan Sheets C-3 and C-7 in Appendix A. The final design, however, is likely to vary from these plans. Key elements of the project will include: • Remove sediment from the upper high flow bypass to restore channel capacity. • Raise the right berm of the high flow bypass such that large flows will be contained in the channel, but the right berm will remain lower than the left-hand access road. This will prevent flooding of Wonderland Estates during extreme events. Wonderland Estates Berm Improvements During high flows, the short reach of Madsen Creek between the high flow bypass channel and the crossing underneath SR-196 does not have adequate capacity causing flows to escape over the left bank and flood a residential property and portion of Wonderland Estates. Much of this flooding will be mitigated by the repair of the high flow bypass channel which will significantly reduce flow in this segment of Madsen Creek. However, there is still a need to November 2020 Madsen Creek Basis of Design Report 17 provide additional protection; therefore, the City has elected to construct a small berm or wall along the left bank of this reach. Although subject to change, the initial plan is illustrated in Design Plan Sheets C-4 and C-8 in Appendix A. Key elements of the project include: • Construct a berm or wall that extends approximately 240 ft, connecting the high ground of the high flow bypass access road and the SR-169 road prism. • The structure will rise approximately 1.5 feet above the existing ground level. Right Bank Berm Improvements SR-169 to 149th Ave SE The Phase I investigation showed that the small earth/ecology block berm on the right bank between SR-169 and 149th Ave SE will overtop during large events. Flow escapes to the northeast and floods residences along 149th Ave SE. To prevent this, the City has adopted a plan to improve the berm. The berm will be raised and extend to the west where it will tie into an existing weir at the head of the 149th Ave SE ditch, and to the east where it will tie into the Cedar River Trail. The plan for this improved berm is illustrated in Design Plan Sheets C-5 and C-9 in Appendix A. Key elements of the project are listed below. (Note -- Flooding of residential properties along 149th Ave SE is also caused by water leaving the ditch that parallels the east side of the road. Raising the berm will not reduce this flooding. This flooding, discussed in the Phase I report is caused by inadequate capacity of the culverts at the end of the ditch, as well as, high tailwater conditions when the Cedar River is elevated.) • Improve and raise approximately 120’ of existing berm with suitable structural fill • Tie the berm into the high ground of the Cedar River Trail (parallel to SR-169) and into the elevation of the existing concrete weir at the head of the 149th Ave SE ditch. Future Restoration and Flood Reduction Concepts As stated earlier, the City agreed to develop concepts for two future comprehensive alternatives to restore habitat and reduce flooding along Lower Madsen Creek. The alternatives are to serve as a starting point for future discussions among stakeholders. At the request of the City, WSE has developed two concepts which are presented and described below. They will be referred to as Future Alternatives (FA): • FA #1: Reconnect Existing Madsen Creek Channel to the Cedar River • FA #2: Relocate and Restore Madsen Creek The future alternatives were analyzed at a conceptual level to begin to guide future selection and design efforts. WSE evaluated these concepts by creating hydraulic models of each alternative, observing basic hydraulic trends, and evaluating preliminary geomorphological concerns. November 2020 Madsen Creek Basis of Design Report 18 Hydraulic Modeling of Future Alternatives The hydraulic models were adapted from the existing conditions hydraulic model mentioned earlier in this report and discussed extensively in the Phase I report for this project (WSE, 2019). The following model components were adapted from the existing conditions model: • Hydrology – Hydrologic inputs to the future alternatives models were directly based on existing conditions hydrology. For the Phase I analysis, WSE created a hydrologic model of the Madsen Creek basin (WSE, 2019). Using this model, flow hydrographs were generated as inputs to the hydraulic model. The same flow hydrographs developed for the existing conditions model were input into the future alternative models, although the exact locations of some of the subbasin inputs were adjusted to represent the new topography. For example, some runoff from SR-169 was rerouted into the new channel systems. • Topography – Model terrain was altered to represent future alternative conditions by creating new channel segments in the LiDAR topography. There are many potential configurations for each future alternative. For this conceptual level analysis, WSE selected likely channel sizes and alignments, but future analysis of selected alternatives should include additional variations. • Landcover – Roughness values were updated to reflect the new topography. In general, new channel segments were assigned a manning’s n roughness of 0.04, with overbank roughness assumed to be 0.15. • Crossing Structures – Two of the future alternative variations include new crossing structures under SR-169. In the model these were represented simply as gaps in the SR-169 road prism. This simulates a scenario where the hydraulic structures have been sized appropriately so as not to impede flow. FA #1 - Reconnect Channel to the Cedar River The primary focus of FA#1 is to more or less maintain the existing alignment of Madsen Creek downstream from the high-flow bypass and to reconnect the channel to the Cedar River. The primary reason for doing this is to continue to supply water to existing wetlands and habitats within and north of Ron Regis Park. Three variations of the alternative are presented to encourage discussions between stakeholders. The concepts are illustrated in Figures 7 to 9. The 2-year, 25-year, and 100-year flood inundation extents for each variation are shown in Figures 10 - 18. The first variation (Figure 7) simply reconnects the existing stream channel directly to the Cedar River. At the north edge of Ron Regis Park, Madsen Creek has been diverted into a series of wetland ponds which do not connect to the river; therefore, there is currently no definitive way for fish to access Madsen Creek. In this variation of FA #1, a new channel would be excavated that would bypass the ponds and connect directly to the Cedar River. The high-flow bypass would be retained because the Madsen Creek channel does not have the capacity to pass large floods. November 2020 Madsen Creek Basis of Design Report 19 The second variation (Figure 8) would include variation 1, but also would include enlarging the channel downstream of 149th Ave SE through Ron Regis Park. This would temporarily provide adequate hydraulic conveyance to eliminate flooding along 149th Ave SE; however, over a period of several decades the channel will fill with silt and vegetation and the flooding along 149th Ave SE would then return. To maintain the enlarged channel through the park would require peak flows to be increased significantly. This could be accomplished by reconfiguring the culvert outlets at the sediment pond; however, this would increase flooding upstream from 149th Ave SE for the existing channel system does not have the capacity to carry larger flows, which leads to the third variation. The third variation (Figure 9) would include variations 1 and 2, as well as removing the high- flow bypass and the sediment pond. This would allow sediment deposition in the form of an alluvial fan on the church property, create a new flood protective flow corridor from the outlet of the ravine to Ron Regis Park, and require constructing a new culvert crossings under SR-169 and possibly 149th Ave SE. This variation is a hybrid between FA #1 and FA #2 (described in the next sections) in that Madsen Creek would maintain an alignment similar to existing, but it would also be restored to a more natural character by eliminating the high- flow and sediment control systems. There is limited capacity for improvement within the right-of-way along Wonderland Estates, just north of SR-169, and 149th Ave SE; therefore it would be more sensible to alter the channel alignment away from its existing constricting reaches. Figure 9 shows one possible alignment that has the advantage of not requiring a new crossing under 149th Ave SE. The Pros and Cons of each variation are presented below to foster discussions among stakeholders: FA #1 -- Variation 1 (reconnect existing channel to Cedar) Pros: • Restores fish access to Madsen Creek • Continues to supply water to existing wetlands within and north of Ron Regis Park Cons: • Does not reduce flooding along 149th Ave SE • Reduces or eliminates inflow to existing habitat ponds • Retains high-flow bypass and sediment pond FA #1 – Variation 2 (enlarge channel downstream of 149th Ave SE and reconnect to Cedar) Pros: • Restores fish access to Madsen Creek • Continues to supply water to existing wetlands within and north of Ron Regis Park • Reduces/eliminates flooding along 149th Ave SE Cons: • Unsustainable – channel will gradually fill with sediment and vegetation and flooding along 149th Ave SE will return. November 2020 Madsen Creek Basis of Design Report 20 • Reduces or eliminates inflow to existing habitat ponds • Retains high-flow bypass and sediment pond FA #1 – Variation 3 (eliminate sediment/high-flow system, reconnect larger channel to Cedar) Pros: • Restores fish access to Madsen Creek • Increases both aquatic and riparian habitat • Continues to supply water to existing wetlands within and north of Ron Regis Park Reduces/eliminates flooding along entire system Cons: • Requires significant land acquisition (approximately 4 private parcels) • Requires new culvert crossings under SR-169, Cedar River Trail, and possibly 149th Ave SE (depending on alignment) • Reduces or eliminates inflow to existing habitat ponds Ced a r R i v e r MadsenCreekHigh Flow BypassMadsen CreekHigh Flow BypassMadsen CreekFuture Alternative (FA) #1Variation 1UV169 Ced a r R i v e r 0 300 600Feet Scale: 1:5,000NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek Reconstructed Channel Existing Channel King County Public Property 2ft Contours Figure #7 King County City of Rento n Reconnect channel toCedar River Maintain Sediment Pondand High Flow Bypass Ced a r R i v e r MadsenCreekHigh Flow BypassMadsen CreekHigh Flow BypassMadsen CreekFuture Alternative (FA) #1Variation 2UV169 Ced a r R i v e r 0 300 600Feet Scale: 1:5,000NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek Reconstructed & Enlarged Channel Existing Channel King County Public Property 2ft Contours Figure #8 King County City of Rento n Reconnect channel toCedar River, but enlarge entire channel downstream of 149th Ave SE Maintain Sediment Pondand High Flow Bypass Ced a r R i v e r MadsenCreekHigh Flow BypassMadsen CreekHigh Flow BypassMadsen CreekFuture Alternative (FA) #1Variation 3UV169 Ced a r R i v e r 0 300 600Feet Scale: 1:5,000NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek Possible New Alignment Existing Channel Aluvial Fan Development Zone King County Public Property 2ft Contours Figure #9 Replace the existing bypass culvert with a new, larger crossing Allow natural channel migration and alluvial fan development Abandon a Portion ofExisting Channel Restore Madsen Creekto new combined flow channel King County City of Rento n Purchase properties Reconnect channel toCedar River Terminate 149th Ave SE Berm along 149th Ave SE Ce d a r R i v e r FA #1 - Variation 12-year FloodUV169 CedarRiver 0 300 600Feet Scale: 1:4,460NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 2-year Flood Depths (ft)0.5123>3Figure #10 Ce d a r R i v e r FA #1 - Variation 125-year FloodUV169 CedarRiver 0 300 600Feet Scale: 1:4,459NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 25-year Flood Depths (ft)0.5123>3Figure #11 Ce d a r R i v e r FA #1 - Variation 1100-year FloodUV169 CedarRiver 0 300 600Feet Scale: 1:4,460NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 100-year Flood Depths (ft)0.5123>3Figure #12 Ce d a r R i v e r FA #1 - Variation 22-year FloodUV169 CedarRiver 0 300 600Feet Scale: 1:4,459NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 2-year Flood Depths (ft)0.5123>3Figure #13 Ce d a r R i v e r FA #1 - Variation 225-year FloodUV169 CedarRiver 0 300 600Feet Scale: 1:4,459NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 25-year Flood Depths (ft)0.5123>3Figure #14 Ce d a r R i v e r FA #1 - Variation 2100-year FloodUV169 CedarRiver 0 300 600Feet Scale: 1:4,460NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 100-year Flood Depths (ft)0.5123>3Figure #15 Ce d a r R i v e r FA #1 - Variation 32-year FloodUV169 CedarRiver 0 300 600Feet Scale: 1:4,459NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 2-year Flood Depths (ft)0.5123>3Figure #16 Ce d a r R i v e r FA #1 - Variation 325-year FloodUV169 CedarRiver 0 300 600Feet Scale: 1:4,459NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 25-year Flood Depths (ft)0.5123>3Figure #17 Ce d a r R i v e r FA #1 - Variation 3100-year FloodUV169 CedarRiver 0 300 600Feet Scale: 1:4,460NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 100-year Flood Depths (ft)0.5123>3Figure #18 November 2020 Madsen Creek Basis of Design Report 33 FA #2 – Relocate and Restore Madsen Creek FA #2 would relocate Madsen Creek to the east so that it follows a more direct path to the Cedar River. The sediment pond and high-flow bypass will be removed and sediment would deposit in the form of an alluvial fan on the large field that is currently owned by the adjacent church. A new channel would be constructed to SR-196, a new water crossing would be built to pass the stream under SR-196 and the Cedar River Trail, a new channel would be excavated to the Cedar River, and the entire corridor between the berms would be planted to produce a vibrant riparian corridor. The west berm of the existing bypass channel would be retained to protect Wonderland Estates and the residences along 149th Ave SE. Figure 19 shows a conceptual layout of FA #2. The flood inundation extents of this concept are shown in Figures 20 -22. The pros and cons of the concept are: Pros: • Reduces/eliminates flooding along entire system • Restores fish access to Madsen Creek • Increases both aquatic and riparian habitat • Minimizes sediment management requirements (see following section) • King County owns several parcels along the proposed route north of SR-169,limiting the extent of land acquisition with inter jurisdictional coordination Cons: • Land acquisition (approximately 4 parcels) • Requires new crossing under (SR-169/Cedar River Trail) • Shorter low-flow channel length than exists today • Will impact existing wetlands and ponds within and north of Ron Regis Park Cedar River High Flow BypassMadsen CreekHigh Flow BypassMadsen CreekFuture Alternative (FA) #2 UV169 CedarRiver 0 200 400 Feet Scale: 1:3,210NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek Existing Channel Proposed Alignment Aluvial Fan Development Zone King County Public Property 2ft Contours Figure #19 New SR-169 Crossing Structure Allow natural channel migration and alluvial fan development Abandon Existing ChannelsAbandon Existing Channels Restore Madsen Creekto new combined flow channel King County City of Rento n Ce d a r R i v e r FA #225-year FloodUV169 CedarRiver 0 300 600 Feet Scale: 1:4,459NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 25-year Flood Depths (ft)0.5123>3Figure #21 Ce d a r R i v e r FA #2100-year FloodUV169 CedarRiver 0 300 600 Feet Scale: 1:4,460NAD 1983 HARN StatePlaneWashington South FIPS 4602Feet U Madsen Creek 100-year Flood Depths (ft)0.5123>3Figure #22 November 2020 Madsen Creek Basis of Design Report 38 Geomorphic Assessment of Future Alternatives Lower Madsen Creek is generally stable; although, it is prone to a gradual sedimentation. A good example of this is within the channel that flows through Ron Regis Park. This reach of the stream was constructed in 1989 as a much larger channel than it is today. Over the past 30 years, sediment has been transported to and settled within this reach significantly reducing cross-sectional area and channel capacity. Each proposed future alternative can be expected to remain generally stable, with the exception that several will be prone to gradual sedimentation and, therefore, loss of capacity. In the future the rate of sediment delivery to lower Madsen Creek is likely to remain similar to past rates or increase slightly due to higher flows produced by climate change; therefore, the future alternatives need to address sediment deposition. Factors that need to be considered include: • Flow Velocity – The alternatives should seek to maintain velocities that are high enough to transport most sediment through to the Cedar River. Channel velocity is directly correlated to channel slope. If the slope is too flat, sediment will deposit within the channel which is what happened to the reach through Ron Regis Park. Figures 23 and 24 show channel bed profiles and average velocities for the future alternatives considered. FA#2 is preferable to the three variations of FA#1 because high velocities are maintained due to a shorter and therefore, steeper channel. Of the FA#1 variations, Variation 3 is the most desirable for a similar reason. Variations 1 and 2, however, will suffer from the same low slope as the existing channel. • Sediment Capture - The existing sediment basin has been essential in prolonging the life of lower Madsen Creek and some form of sediment basin or capture facility will be required for all future alternatives. Variations 1 and 2 of FA#1 both assume the sediment basin will remain. In variation 3 of FA#1 and FA#2 the sediment basin has been removed and replaced with an alluvial fan that will be allowed to form naturally at the south end of the church field. Coarse sediment transported from the upstream ravine will deposit in this area because here there is a significant reduction in channel slope. Over decades the fan will gradually grow and as it does the channel will shift back and forth across the face of the fan. The fan will capture nearly all cobbles and course gravel along with a significant portion of small gavels and sands. If the channel slope downstream from the fan is steep enough, velocities will be high enough to transport fine gravel, sand and slit through to the Cedar River. FA#2 maintains the highest velocities; therefore, it has the best chance of transporting sediment. • Reduced Number of Road Culverts – Alternatives that seek to reduce the number of road culverts have a better chance of transporting sediment through to the Cedar River. The existing culverts tend to fill with sediment because they have relatively flat slopes. Lower Madsen Creek currently passes through four culverts after leaving the sediment basin. These four structures are maintained for variations 1 and 2 of FA#1, but variation 3 of FA#1 and FA#2 include only one culvert which would be a new crossing under SR-169. November 2020 Madsen Creek Basis of Design Report 39 • Vegetation Management – If vegetation is allowed to grow within the channel, as it currently does in the high flow bypass or in the reach of Lower Madsen Creek just downstream from Ron Regis Park, velocities will slow and sediment will deposit. Vegetation management will be a critical piece to consider for all four alternatives. Alternatives 1 and 2 of FA#1 will require annual mowing or removal of vegetation from the high flow bypass, and measures to remove and prevent reed canary grass from filling channel below Ron Regis Park. Alternatives 3 FA#1 and FA#2 are much less likely to be impacted by vegetation because they will each maintain year-round flow. 0 1 2 3 4 5 6 7 8 0 500 1000 1500 2000 2500 3000 3500 4000Average Velocity (ft/s)Distance from Sediment Pond Outlet (ft) Average 2-Year Velocity along Channel FA #1 (Variation 2) FA #1 (Variation 3) FA #2 Figure 24 –Average in-channel velocities of Future Alternatives. Not shown here is FA#1 Variation 1,which follows a similar trend to Variation 2, except with reduced velocities in the lower channel. 80 85 90 95 100 105 110 115 120 125 130 0 500 1000 1500 2000 2500 3000 3500 4000 4500Elevation (ft, NAVD88)Distance from Sediment Pond (ft) FA #1 (Variation 1 and 2) FA #1 (Variation 3) FA #2 Figure 23 –Longitudinal profiles of the streambed. Note: FA#2 Variation 1 and 2 share the same profile. Variation 1 and 2 profile shows the terrain over each culvert November 2020 Madsen Creek Basis of Design Report 41 Environmental Permitting Considerations In regards to environmental permitting, any of the alternatives (and variations of them) would require federal review by the U.S. Army Corps of Engineers (USACE) for Section 401/404 Clean Water Act authorization, which mandates additional compliance reviews with Section 106 of the National Historic Preservation Act (NHPA) and concurrence by the U.S. Fish and Wildlife Service and National Marine Fisheries Service, for Section 7 Endangered Species Act (ESA) and Essential Fish Habitat (EFH) protection. The alternatives would also require a Clean Water Act Section 401 Water Quality Certification from the Washington State Department of Ecology, a Hydraulic Project Approval (HPA) from the Washington Department of Fish of Wildlife (WDFW), and King County compliance reviews associated with the State Environmental Policy Act (SEPA), critical areas, floodplain management and land disturbance regulations, and a jurisdictional shoreline (associated with the Cedar River). It is anticipated that King County would be the lead entity for SEPA administration. These permits and approvals represent the entire range of environmental regulatory requirements that a creek-related project can encounter in the region, and thus represent a complex permitting process to undertake. However, the ecological improvement that would result from the project is such that there could be some elements of the process eligible for streamlined documentation and application requirements. Alternative #1 – Variation 3 and Alternative #2, both of which extend south into the City of Renton, would additionally require compliance with the City’s environmental regulations and permit requirements, including critical areas compliance for stream and wetland alternations and geotechnical designs. Coordination with the Washington State Department of Transportation (WSDOT) would be required for the review and approval of the new State Route 169 Crossing Structure under FA#1 – Variation 3 and FA#2. The following table summarizes agency reviews and permitting requirements for the future alternatives. Permit planning and coordination with applicable agencies should be initiated within the 30% design phase of the project in order to determine feasible approaches for project implementation according to best available science, sequencing to avoid environmental impacts, and mitigation strategies to minimize environmental impacts if unavoidable impacts would occur. Project permitting may require a year or more for agencies to complete their project reviews and issue authorizations, especially at the federal level regarding ESA compliance. November 2020 Madsen Creek Basis of Design Report 42 Environmental Permitting Regulatory Reviews and Authorizations Applicable to Future Alternatives Regulatory Agency Permit/Authorization Application/Compliance Requirements Future Conceptual Design Alternatives: FA 1 V 1 FA 1 V2 FA 1 V3 FA 2 US Army Corps of Engineers (USACE) Clean Water Act Section 404/401 Joint Aquatic Resources Permit Application (JARPA) Section 106 Compliance with National Historic Preservation Act Section 7 of Endangered Species Act Consultation - Biological Evaluation/Assessment Required for All Alternatives Washington State Department of Ecology (Ecology) Section 401 Water Quality Certification Construction Stormwater General Permit Temporary Erosion and Sediment Control (TESC) Plan, SWPPP (Stormwater Pollution Prevention Plan), and likely a construction- phase Water Qualit y Monitoring and Protection Plan Construction Stormwater General Permit Application Required for All Alternatives Washington Department of Fish and Wildlife (WDFW) Hydraulic Project Approval (HPA) Aquatic Protection Permitting System (APPS) Online Submittal and JARPA Required for All Alternatives King County SEPA Clearing and Grading Critical Areas Floodplain SEPA Categorical Exemptions, Checklist and Determination Permit Packet Critical Areas Assessment and Mitigation Plan Drainage Control Plan and Flood Hazard Certification Required for All Alternatives City of Renton SEPA Critical Areas SEPA Determination from King County Critical Areas Assessment and Mitigation Plan Drainage Control Plan Not Applicable Not Applicable Required Required November 2020 Madsen Creek Basis of Design Report 43 Future Alternative Conclusions It is WSE’s opinion that FA #2 is superior to all variations of FA #1 because: • It restores Madsen Creek to its original, pre-development alignment and function (no high flow bypass/sediment pond and allowance for an alluvial fan). • Impacts fewer private parcels (when compared to FA #1 - variation 3) • King County already owns multiple parcels along the route. • Requires only one new water crossing through SR-69/Cedar River trail • The channel slope is steeper and therefore, sediment that does not deposit on the alluvial fan or floodplain is more likely to move through the system rather than deposit within the stream channel. November 2020 Madsen Creek Basis of Design Report 44 References WSE, 2019. “Lower Madsen Creek Existing Conditions Flood & Sediment Assessment”, project report prepared for the City of Renton Public Works, by Watershed Science & Engineering. March 20, 2019. November 2020 Madsen Creek Basis of Design Report 45 Appendix A PROF E SSIONA L E N G INEERREGIST E R E DSTATE O F W ASHIN G TON29434MARK E W BA N K75% DESIGN - NOT FOR CONSTRUCTION O:\proj\Y2018\18-06779-000\CAD\Dwg\G-1.dwg | 6/11/2020 2:19 PM | Jonathan WaggonerJUNE 2020 18-06779-001 MADSEN CREEK FLOODING IMPROVEMENT PROJECT ORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below. Call before you dig. ® 19 DRA F T J. WAGGONER R. GLEASON - AS NOTED J. WAGGONER R. GLEASON M. EWBANK AT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLYDRAWN: CHECKED: APPROVED: DATE: PROJECT NO:ONE INCH© 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED: DESIGNED: DESIGNED: SCALE: DRAWN: DRAWING NO: SHEET NO: OFNo.REVISION BY APP'D DATE A C-4 1 C-1 MADSEN CREEK FLOODING IMPROVEMENT PROJECT RENTON, WA VICINITY MAP SCALE: 1"=1/4 MILE PROJECT LOCATION NOTE AND DETAIL/SECTION REFERENCING "-" INDICATES THAT THE DETAIL/SECTION IS SHOWN ON THE SAME SHEET "TYP" INDICATES THAT THE DETAIL/SECTION IS UNIFORMLY TYPICAL THROUGHOUT PROJECT EXCEPT WHERE OTHERWISE NOTED "VAR" SPECIFIES THAT DETAIL/SECTION WAS TAKEN FROM VARIOUS DRAWINGS SCALE: DETAIL 1 C-1NTS SCALE: SECTION/PROFILE A C-2NTS OWNER: CITY OF RENTON PUBLIC WORKS DEPARTMENT 1055 SOUTH GRADY WAY RENTON, WA 98057 PHONE: (425) 430-7205 CONTACT: AMANDA PIERCE, P.E. ENGINEER: HERRERA ENVIRONMENTAL CONSULTANTS 2200 SIXTH AVENUE SUITE 1100 SEATTLE, WA 98121 PHONE: (206) 441-9080 CONTACT: MARK EWBANK, P.E.DETAIL REFERENCE NUMBER DRAWING ON WHICH DETAIL IS SHOWN DETAIL REFERENCE NUMBER DRAWING FROM WHICH DETAIL WAS TAKEN SECTION REFERENCE LETTER DRAWING ON WHICH SECTION IS SHOWN SECTION/PROFILE REFERENCE LETTER DRAWING FROM WHICH SECTION/PROFILE WAS TAKEN SITE LOCATION SHEET INDEX SHEET DRAWING DESCRIPTION 1 G-1 COVER PAGE 2 G-2 NOTES & LEGEND 3 G-3 ALIGNMENT STATIONING 4 C-1 EXISTING CONDITIONS & INDEX SHEET 5 C-2 SITE PLAN - SITE 1 6 C-3 SITE PLAN - SITE 2 7 C-4 SITE PLAN - SITE 3 8 C-5 SITE PLAN - SITE 4 9 C-6 PROFILES - SITE 1 10 C-7 PROFILES - SITE 2 11 C-8 PROFILES - SITE 3 12 C-9 PROFILES - SITE 4 13 L-1 PLANTING PLAN - SITE 1 14 L-2 PLANTING PLAN - SITES 1 AND 2 15 L-3 PLANTING PLAN - SITE 2 16 L-4 PLANTING PLAN - SITE 3 17 L-5 PLANTING PLAN - SITE 4 18 L-6 PLANTING DETAILS 19 L-7 PLANTING PLAN SECTIONS COVER PAGE G-1 1 PROF E SSIONA L E N G INEERREGIST E R E DSTATE O F W ASHIN G TON29434MARK E W BA N K75% DESIGN - NOT FOR CONSTRUCTION O:\proj\Y2018\18-06779-000\CAD\Dwg\G-2.dwg | 6/11/2020 2:20 PM | Jonathan WaggonerJUNE 2020 18-06779-001 MADSEN CREEK FLOODING IMPROVEMENT PROJECT ORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below. Call before you dig. ® 19 DRA F T J. WAGGONER R. GLEASON - AS NOTED J. WAGGONER R. GLEASON M. EWBANK AT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLYDRAWN: CHECKED: APPROVED: DATE: PROJECT NO:ONE INCH© 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED: DESIGNED: DESIGNED: SCALE: DRAWN: DRAWING NO: SHEET NO: OFNo.REVISION BY APP'D DATE NOTES & LEGEND G-2 2 GENERAL CONSTRUCTION NOTES: 1. ALL WORK SHALL CONFORM TO THE CURRENT VERSION OF THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, KING COUNTY ENGINEERING DESIGN AND DEVELOPMENT STANDARDS (EDDS), AND ALL OTHER APPLICABLE CODES AND STANDARDS UNLESS SPECIFICALLY INDICATED OTHERWISE BY THESE PLANS 2. IN CASE OF A CONFLICT BETWEEN THE REGULATORY STANDARDS OR SPECIFICATIONS, THE MORE STRINGENT REQUIREMENT SHALL PREVAIL. 3. A COPY OF THE APPROVED PLANS SHALL BE ONSITE DURING CONSTRUCTION AT ALL TIMES. 4. CONTRACTOR SHALL NOT COMMENCE WORK UNTIL WRITTEN AUTHORIZATION TO PROCEED HAS BEEN PROVIDED BY OWNER. 5. A PRE CONSTRUCTION MEETING AND A 24-HOUR NOTICE IS REQUIRED PRIOR TO STARTING NEW CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ARRANGE THE PRE CONSTRUCTION MEETING WITH ALL CONCERNED PARTIES (OWNER AND ENGINEER). 6. CONTRACTOR SHALL OBTAIN ANY AND ALL REQUIRED CONSTRUCTION EASEMENTS AND PERMITS PRIOR TO STARTING CONSTRUCTION. 7. FRANCHISED UTILITIES OR OTHER INSTALLATIONS THAT ARE NOT SHOWN HEREIN SHALL NOT BE CONSTRUCTED UNLESS A PERMIT HAS BEEN ISSUED BY THE CITY OF RENTON, KING COUNTY, OR ITS DESIGNATED REPRESENTATIVE AGENCY. 8. APPROVAL OF THESE DRAWINGS DOES NOT CONSTITUTE AN APPROVAL OF ANY OTHER CONSTRUCTION NOT SPECIFICALLY SHOWN. THESE PLANS ARE FOR STANDARD ROAD, DRAINAGE, AND UTILITY IMPROVEMENTS ONLY. 9. CONSTRUCTION NOISE SHALL BE LIMITED IN ACCORDANCE WITH LOCAL CODE; OR 7 AM TO 7 PM ON WEEKDAYS AND 9 AM TO 6 PM ON WEEKENDS AND LEGAL HOLIDAYS, WHICHEVER IS MORE STRINGENT. 10. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY AND DAMAGE FROM CONSTRUCTION OPERATIONS TO STRUCTURES AND OTHER IMPROVEMENTS. 11. THE CONTRACTOR SHALL RETAIN, REPLACE OR RESTORE ALL VEGETATION IN RIGHTS-OF-WAY, EASEMENTS, AND ACCESS TRACTS THAT IS DISTURBED DURING CONSTRUCTION BEYOND THE CLEARING LIMITS SHOWN ON THESE PLANS AT NO COST TO THE OWNER. 12. THE OWNER WILL COORDINATE AND NOTIFY RESIDENTS AND BUSINESSES IN ADVANCE OF ANY WORK AFFECTING ACCESS OR SERVICE. THE CONTRACTOR SHALL MINIMIZE INTERRUPTIONS TO DRIVEWAYS FOR RESIDENTS AND BUSINESSES ADJACENT TO THE PROJECT. COONTRACTOR TO NOTIFY THE ENGINEER ONE (1) WEEK PRIOR TO COMMENCEMENT OF WORK TO PROVIDE THE OWNER TIME TO NOTIFY RESIDENTS AND BUSINESSES. 13. PROTECT EXISTING CURB, GUTTER, SIDEWALK, TRAIL, DRIVEWAYS, AND ROAD SHOULDERS (PAVED OR GRAVEL) FROM DAMAGE DURING CONSTRUCTION. DEMOLISH ONLY THOSE FACILITIES INDICATED ON THE PLANS. CONTRACTOR SHALL REPLACE AT THEIR COST ANY FACILITY TO REMAIN THAT IS DAMAGED AS A RESULT OF CONTRACTOR'S OPERATIONS. SITE PREPARATION NOTES: 1. THE CONTRACTOR SHALL PREPARE AND IMPLEMENT A SPILL PREVENTION, CONTROL, AND COUNTERMEASURE PLAN (SPCC PLAN) FOR ALL FUELS, PETROLEUM PRODUCTS, AND HAZARDOUS MATERIALS, AS DEFINED IN ACCORDANCE WITH SECTION 1-07.15(1) OF THE STANDARD SPECIFICATIONS, INCLUDING THE WSDOT REPORT TEMPLATE REFERENCED IN THAT SECTION. 2. TRAFFIC CONTROL MEASURES SHALL BE EMPLOYED IN ACCORDANCE WITH WSDOT TEMPORARY TRAFFICE CONTROL REQUIREMENTS. 3. THE CONTRACTOR SHALL BE RESPONSBILE FOR THE VERIFICATION OF EXISTING UTILITY LOCATIONS WHETHER OR NOT THESE UTILITIES ARE SHOWN ON THE PLANS. THE CONTRACTOR SHALL EXERCISE CARE TO AVOID DAMAGE TO ANY UTILITY. IF CONFLICTS WITH EXISTING UTILITIES ARISE DURING CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE ENGINEER. 4. THE CONTRACTOR SHALL BE RESPOSIBLE FOR ALL EROSION AND SEDIMENT CONTROL, INCLUDING PROTECTION OF ALL ADJACENT PROPERTIES FROM SEDIMENT DEPOSITION. 5. PRIOR TO INITIATION OF THE SITE WORK, HIGHLIGHT VISIBLE MARKERS SUCH AS BRIGHT ORANGE BARRIER FENCING SHALL BE USED TO IDENTIFY NGPA BOUNDARIES. PRIOR TO RECORDING, ALL NGPA'S SHALL BE CLEARLY AND PERMANTENTLY MARKED ON THE PROJECT SITE. SIGNS SHALL BE PLACED NO GREATER THAN 100 FEET APART AROUND THE PERIMETER OF THE NGPA, NEITHER CLEARING OF ANY VEGETATION NOR GRADING ARE ALLOWED WITHIN THE NGPA AREAS. 6. THE CONTRACTOR SHALL CLEAR, GRUB, AND REMOVE ALL UNSUITABLE MATERIAL FROM THE SITE AS DESCRIBED IN THE CONTRACT DOCUMENTS. RENTON AND KING COUNTY TEMPORARY EROSION AND SEDIMENT CONTROL NOTES: 1. APPROVAL OF THIS EROSION AND SEDIMENTATION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G., SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC.). 2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/ESC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED. 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY SURVEY TAPE OR FENCING, IF REQUIRED, PRIOR TO CONSTRUCTION (SWDM APPENDIX D). DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 4. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. 5. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN CONJUNCTION WITH ALL CLEARING AND GRADING SO AS TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS, DRAINAGE SYSTEMS, FLOW CONTROL BMP LOCATIONS (EXISTING AND PROPOSED),AND ADJACENT PROPERTIES IS MINIMIZED. 6. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS (E.G. ADDITIONAL COVER MEASURES, ADDITIONAL SUMP PUMPS, RELOCATION OF DITCHES AND SILT FENCES, PERIMETER PROTECTION ETC.) AS DIRECTED BY KING COUNTY. 7. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/ESC SUPERVISOR AND MAINTAINED TO ENSURE CONTINUED PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REVIEWS OF THE ESC FACILITIES. 8. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO CONSECUTIVE DAYS DURING THE WET SEASON OR SEVEN DAYS DURING THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.). 9. ANY AREA NEEDING ESC MEASURES THAT DO NOT REQUIRE IMMEDIATE ATTENTION SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 10. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH DURING THE DRY SEASON, BI-MONTHLY DURING THE WET SEASON, OR WITHIN TWENTY FOUR (24) HOURS FOLLOWING A STORM EVENT. 11. AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER INTO THE DOWNSTREAM SYSTEM. 12. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION SYSTEM, THE TEMPORARY FACILITY MUST BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. FLOW CONTROL BMP AREAS (EXISTING OR PROPOSED) SHALL NOT BE USED AS TEMPORARY FACILITIES AND SHALL BE PROTECTED FROM SEDIMENTATION AND INTRUSION. 13. COVER MEASURES WILL BE APPLIED IN CONFORMANCE WITH APPENDIX D OF THE KING COUNTY SURFACE WATER DESIGN MANUAL. 14. PRIOR TO THE BEGINNING OF THE WET SEASON (OCT. 1), ALL DISTURBED AREAS SHALL BE REVIEWED TO IDENTIFY WHICH ONES CAN BE SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE DPER INSPECTOR. TRAFFIC CONTROL NOTES: 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INTERIM TRAFFIC CONTROL DURING CONSTRUCTION ON OR ALONG TRAVELED CITY ROADS. SEE SPECIAL PROVISIONS SECTION XX. 2. TRAFFIC CONTROL SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF CONSTRUCTION. INTERRUPTION OF NORMAL TRAFFIC FLOW SHALL REQUIRE TRAFFIC CONTROL. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACTOR. 4. ALL BARRICADES, SIGNS AND FLAGGING SHALL CONFORM TO THE REQUIREMENTS OF THE MUTCD. SIGNS MUST BE LEGIBLE AND VISIBLE AND SHALL BE REMOVED AT THE END OF EACH WORK DAY IF NOT APPLICABLE AFTER CONSTRUCTION HOURS. APPROX APPPROXIMATE AVG AVERAGE BLDG BUILDING BMP BEST MANAGEMENT PRACTICE BSB BARFUSE SETBACK BERM BVC BEGIN VERTICAL CURVE CB CATCH BASIN CFS CUBIC FEET PER SECOND CG CLEAR AND GRUB C/L, CL CENTERLINE CONC CONCRETE CONST CONSTRUCT, CONSTRUCTION COS CITY OF SEATTLE CP CONTROL POINT CSBC CRUSHED SURFACING BASE COURSE CSTC CRUSHED SURFACING TOP COURSE DEMO DEMOLITION DIA DIAMETER DWG DRAWING E EAST, EASTING EA EACH EL ELEVATION ELS ENGINEERED LOG STRUCTURE EVC END VERTICAL CURVE EX, EXIST EXISTING FT FEET/FOOT HMA HOT MIX ASPHALT HOR HORIZONTAL HR HAFFNER REVETMENT HT HEIGHT HSC HAFFNER SIDE CHANNEL IN INCH/INCHES L LENGTH LF LINEAL FOOT/FEET LT LEFT ABBREVIATIONS MAX MAXIMUM MIN MINIMUM N NORTH/NORTHING NA NOT APPLICABLE NO NUMBER NTS NOT TO SCALE OC ON CENTER OHW ORDINARY HIGH WATER PC POINT OF CURVATURE PI POINT OF INTERSECTION PREP PREPARATION PVI POINT OF VERTICAL INTERSECTION QTY QUANTITY RD ROAD REF REFERENCE RM RIVER MILE ROW RIGHT-OF-WAY RT RIGHT S SOUTH, SLOPE SPEC SPECIFICATION SRR SETBACK ROCK REVETMENT STA STATION STD STANDARD SWDM SURFACE WATER DESIGN MANUAL (KING COUNTY) SWPPP STORMWATER POLLUTION PREVENTION PLAN TESC TEMPORARY EROSION AND SEDIMENT CONTROL TYP TYPICAL VCL VERTICAL CURVE LENGTH W WEST, WATER WSDOT WASHINGTON STATE DEPARTMENT OF TRANSPORTATION WSE WATER SURFACE ELEVATION ALIGNMENT STATIONING G-3 3PROF E SSIONA L E N G INEERREGIST E R E DSTATE O F W ASHIN G TON29434MARK E W BA N K75% DESIGN - NOT FOR CONSTRUCTION O:\proj\Y2018\18-06779-000\CAD\Dwg\G-2.dwg | 6/11/2020 2:20 PM | Jonathan WaggonerJUNE 2020 18-06779-001 MADSEN CREEK FLOODING IMPROVEMENT PROJECT ORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below. Call before you dig. ® 19 DRA F T J. WAGGONER R. GLEASON - AS NOTED J. WAGGONER R. GLEASON M. EWBANK AT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLYDRAWN: CHECKED: APPROVED: DATE: PROJECT NO:ONE INCH© 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED: DESIGNED: DESIGNED: SCALE: DRAWN: DRAWING NO: SHEET NO: OFNo.REVISION BY APP'D DATE / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / / / / / / / / / / // / /SHEETS C-2, L-1SHEETS C-4, L-5SHEETS C-5, L-6SHEETS C-3, L-3SHEETS C-3, L-4OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOH W OHW OHW OH W OH W OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW OHW OHW OHW PROFESSIONAL ENGI N E ERREGISTERED STA T E OF WASHINGTON29434M ARK EWBANK75% DESIGN - NOT FOR CONSTRUCTIONO:\proj\Y2018\18-06779-000\CAD\Dwg\3 C-1.dwg | 6/11/2020 2:20 PM | Jonathan Waggoner JUNE 202018-06779-001MADSEN CREEK FLOODINGIMPROVEMENT PROJECTORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below.Call before you dig.®19DRAFTJ. WAGGONERR. GLEASON-AS NOTEDJ. WAGGONERR. GLEASONM. EWBANKAT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLY DRAWN:CHECKED:APPROVED:DATE:PROJECT NO:ONE INCH © 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED:DESIGNED:DESIGNED:SCALE:DRAWN:DRAWING NO:SHEET NO: OFNo.REVISIONBY APP'D DATEEXISTING CONDITIONS & INDEX SHEETC-14SEDIMENT PONDMADSEN CREEKWETLANDS (TYP)WONDERLAND ESTATESHIGH FLOW BYPASSLOW FLOW CHANNELSR-16 9 HIGH FLOW BYPASSCRITICAL AREASBUFFER BOUNDARY (TYP)CULVERTSGRAVEL ACCESS ROAD600601201"=60'APPROXIMATE MAINTENANCEEASEMENT BOUNDARYRON REGIS PARK149TH AVE SESITE 1SITE 2SITE 3SITE 4MADS E N C R E E K / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / // / // / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / / / / / / / / / / / / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / / / / / / / / / / /0+000+66OHWOHWOHWOHWOHWOHWOHWOHWOH W OHW OHW OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWXXXXXXXXXXXXXXXXXXXX XXXXX X X X X X X X SITE PLAN - SITE 1C-2575% DESIGN - NOT FOR CONSTRUCTIONO:\proj\Y2018\18-06779-000\CAD\Dwg\C-SITE PLANS.dwg | 6/11/2020 2:21 PM | Jonathan Waggoner JUNE 202018-06779-001MADSEN CREEK FLOODINGIMPROVEMENT PROJECTORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below.Call before you dig.®19DRAFTJ. WAGGONERR. GLEASON-AS NOTEDJ. WAGGONERR. GLEASONM. EWBANKAT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLY DRAWN:CHECKED:APPROVED:DATE:PROJECT NO:ONE INCH © 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED:DESIGNED:DESIGNED:SCALE:DRAWN:DRAWING NO:SHEET NO: OFNo.REVISIONBY APP'D DATESEDIMENT PONDHIGH FLOW BYPASSMADSEN CREEKMAD S E N C R E E K LOW FLOW CHANNELEX CONCRETEBOX CULVERT(11.8' x 3.0')EX HIGH FLOW BYPASS WEIR (~118 FT)10010201"=10'AC-6RAMP DOWN TO ACCESSROAD AT 5:1RAMP DOWN TOACCESS ROAD AT 5:1WONDERLAND ESTATES18 IN MIN DEPTH CLASS A ROCK FOR EROSION AND SCOURPROTECTION PER SECTION 9-13.4 OF THE STANDARDSPECIFICATIONS. EACH LIFT BACKFILLED WITH PERMEABLEBALLAST PER SECTION 9-03.9(2) IF THE STANDARDSPECIFICATIONS TO FILL VOIDS AND CREATE A SOLIDDRIVEABLE SURFACE. EACH LIFT COMPACTED TO 95% OFMAX DENSITY PER METHOD C OF SECTION 2-03.3(14)C OFTHE STANDARD SPECIFICATIONS.INSTALL RISER TO MATCHPROPOSED GRADE PER CITYOF RENTON STANDARD PLAN 400.1EXISTING GRAVEL ACCESS ROAD12 IN MIN DEPTH PERMEABLEBALLAST PER SECTION 9-03.9(2)OF THE STANDARDSPECIFICATIONSSILT FENCE PER CITY OF RENTONSWDM SECTION D.2.1.3.1 (TYP)SILT FENCE DURINGCONSTRUCTIONEXISTING GRAVEL ACCESS ROADNOTES:1. SEE ARMORED SPILLWAY SECTION, SHEET C-6, FOR SUBSURFACETREATMENTS.2. KEY NEW SPILLWAY RIPRAP INTO EXISTING RIPRAP IN BOTTOM OFDOWNSTREAM CHANNEL.12 IN MIN DEPTH PERMEABLEBALLAST PER SECTION 9-03.9(2)OF THE STANDARDSPECIFICATIONS / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / /2+002+37 102103 OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW OHW OHWOHW1+002+003+004+005+006+006+251+002+003+004+005+005+482+003+004+005+006+007+007+25XXXXXXXXXXXXXXX XIIIIII/ / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / /0+00OHWOHWOHWOHWOHWOHW OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW0+000+000+001+00X X75% DESIGN - NOT FOR CONSTRUCTIONO:\proj\Y2018\18-06779-000\CAD\Dwg\C-SITE PLANS.dwg | 6/11/2020 2:21 PM | Jonathan Waggoner JUNE 202018-06779-001MADSEN CREEK FLOODINGIMPROVEMENT PROJECTORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below.Call before you dig.®19DRAFTJ. WAGGONERR. GLEASON-AS NOTEDJ. WAGGONERR. GLEASONM. EWBANKAT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLY DRAWN:CHECKED:APPROVED:DATE:PROJECT NO:ONE INCH © 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED:DESIGNED:DESIGNED:SCALE:DRAWN:DRAWING NO:SHEET NO: OFNo.REVISIONBY APP'D DATESITE PLAN - SITE 2C-3620020401"=20'MADSEN CREEKHIGH FLOW BYPASS CHANNELMATCHLINE - SEE BELOW MATCHLINE - SEE ABOVE AC-7BC-7LOW FLOW CHANNELEX CONCRETE BOX CULVERTFOR LOW FLOW CHANNELEX CONCRETE BOX CULVERTUNDER SR 169SR-169 WONDERLAND ESTATESRAISE ACCESS ROAD (320 LF),PERMEABLE BALLAST PER STANDARDSPECIFICATIONS SECTION 9-03.9(2)ELEVATE EXISTING FLOOD CONTROLBERM (430 LF), BERM EMBANKMENT FILLPER SECTION 9-03.16 OF THE SPECIAL PROVISIONSCHANNEL DREDGING AND WIDENING (635 LF)NOTES:1. CLEAR AND GRUB EXISTING VEGETATION ON BOTH SIDES OFCREEK CHANNEL WITHIN PLANTING AREAS SHOWN IN SHEET L-4.2. STOCKPILE SUITABLE DREDGED MATERIAL FOR REUSE IN BERM.3. SEE SHEET G-3 FOR STREAM CHANNEL, MAINTENANCE ACCESSROAD, AND BERM CENTERLINE STATIONING TABLES.4. TREES SHOWN IN APPROXIMATE LOCATION.SILT FENCE DURINGCONSTRUCTIONSTABILIZED CONSTRUCTIONENTRANCE PER CITY OF RENTONSWDM SECTION D.2.1.4.1RED ALDER (23.4" DBH)NORWAY MAPLE (26.8" DBH)COMMON HAWTHORN (15.9" DBH)NORWAY MAPLE (14.0" DBH)OREGON ASH (5.8" DBH)RED ALDER (10.8" DBH)BIG LEAF MAPLE (25.0" DBH)EXISTING GRAVEL ACCESS ROADEXISTING GRAVEL ACCESS ROAD / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / // / // / // / // / // / /0+00 1+002+002+370+00 0+40 / / // / / / / / / / / / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / /102102103103102102103103OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOH W OHW OHWOHWOHWOHWOHW6+00 6+25 5+48 X X X X X X X XXX X IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII75% DESIGN - NOT FOR CONSTRUCTIONO:\proj\Y2018\18-06779-000\CAD\Dwg\C-SITE PLANS.dwg | 6/11/2020 2:21 PM | Jonathan Waggoner JUNE 202018-06779-001MADSEN CREEK FLOODINGIMPROVEMENT PROJECTORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below.Call before you dig.®19DRAFTJ. WAGGONERR. GLEASON-AS NOTEDJ. WAGGONERR. GLEASONM. EWBANKAT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLY DRAWN:CHECKED:APPROVED:DATE:PROJECT NO:ONE INCH © 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED:DESIGNED:DESIGNED:SCALE:DRAWN:DRAWING NO:SHEET NO: OFNo.REVISIONBY APP'D DATESITE PLAN - SITE 3C-4710010201"=10'NEW LEFT BANK BERM(215 LF)PROTECT EX SHRUBSSR-169WONDERLAND ESTATESPAVED PARKING AND DRIVEWAY AREAEX CULVERTMADSEN CREEKB C-8 AC-8INSTALL RISER TO MATCHPROPOSED GRADE PER CITYOF RENTON STANDARD DETAIL 400.1REMOVE EX VEGETATION IN12 FOOT ACCESS CORRIDORREMOVE EX VEGETATION IN12 FOOT ACCESS CORRIDORCURB AT EDGEOF PAVEMENTNOTES:1. CLEAR AND GRUB EXISTING VEGETATION WITHIN ACCESSCORRIDORS.2. PROTECT EXISTING VEGETATION OUTSIDE PROJECT LIMITS.3. SEE SHEET G-3 FOR BERM CENTERLINE STATIONING TABLE.4. PRIVATE PROPERTY FRONT YARD AREA. ABSOLUTELY NO STAGINGOR CONSTRUCTION ACTIVITY BEYOND PROJECT LIMITS AS SHOWNWITHOUT APPROVAL OF THE ENGINEER.STRAW WATTLESOR EQUIVALENTEXISTING TELEPHONE POLE (EXISTINGGUY WIRE TO BE RELOCATED BY OTHERS)REMOVE 16 LF OF EX CHAIN LINK FENCEAND POST(S) AND REPLACE IN KIND UPONCOMPLETION OF BERM CONSTRUCTIONSEE NOTE 4 / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / /0+001+001+19 12'1001011011001011010 + 0 0 0 + 4 0 OHWOHWOHWOHWOHWOHWOHWOHWOHWO H W OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWHVSFHVSFHVSFHVSFHVSFHVSFHVSFHVSFHVSF75% DESIGN - NOT FOR CONSTRUCTIONO:\proj\Y2018\18-06779-000\CAD\Dwg\C-SITE PLANS.dwg | 6/11/2020 2:21 PM | Jonathan Waggoner JUNE 202018-06779-001MADSEN CREEK FLOODINGIMPROVEMENT PROJECTORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below.Call before you dig.®19DRAFTJ. WAGGONERR. GLEASON-AS NOTEDJ. WAGGONERR. GLEASONM. EWBANKAT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLY DRAWN:CHECKED:APPROVED:DATE:PROJECT NO:ONE INCH © 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED:DESIGNED:DESIGNED:SCALE:DRAWN:DRAWING NO:SHEET NO: OFNo.REVISIONBY APP'D DATESITE PLAN - SITE 4C-58REMOVE ECOLOGYBLOCK WALL(APPROX 60 LF)10010201"=10'REMOVE AND REPLACEEXISTING FENCE AS NECESSARYNEW RIGHT BANK BERM(115 LF)REINFORCE EXISTING WOODBRIDGE WITH STEEL PLATEDURING CONSTRUCTIONMADSEN CREEKSR-169149TH AVE SE AC-9BC- 9 EX CONCRETE CULVERTCONCRETE CULVERTEXISTING DRIVEWAYKING COUNTYCITY OF RENTONHIGH VISIBILITY SILT FENCEPER WSDOT STANDARDPLAN I-30.17-01NOTES:1. CLEAR AND GRUB EXISTING VEGETATION WITHIN ACCESSCORRIDORS.2. PROTECT EXISTING VEGETATION OUTSIDE PROJECT LIMITS.3. SEE SHEET G-3 FOR BERM CENTERLINE STATIONING TABLE.4. PRIVATE PROPERTY FRONT YARD AREA. ABSOLUTELY NO STAGINGOR CONSTRUCTION ACTIVITY BEYOND PROJECT LIMITS AS SHOWNWITHOUT APPROVAL OF THE ENGINEER.SEE NOTE 4PROTECT EXISTINGFENCE AND GATESTABILIZES CONSTRUCTION ENTRANCE PERCITY OF RENTON SWDM SECTION D.2.1.4.1 ONSOUTH EDGE EXISTING UNPAVED DRIVEWAY ELEVATION IN FEET STATION1161201241281161201241280+000+500+662.0'5.0'616121216 IN18 IN75% DESIGN - NOT FOR CONSTRUCTIONO:\proj\Y2018\18-06779-000\CAD\Dwg\C-PROFILES.dwg | 6/11/2020 2:21 PM | Jonathan Waggoner JUNE 202018-06779-001MADSEN CREEK FLOODINGIMPROVEMENT PROJECTORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below.Call before you dig.®19DRAFTJ. WAGGONERR. GLEASON-AS NOTEDJ. WAGGONERR. GLEASONM. EWBANKAT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLY DRAWN:CHECKED:APPROVED:DATE:PROJECT NO:ONE INCH © 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED:DESIGNED:DESIGNED:SCALE:DRAWN:DRAWING NO:SHEET NO: OFNo.REVISIONBY APP'D DATEPROFILES - SITE 1C-69HORIZ. SCALE:VERT. SCALE:SECTION - ARMORED SPILLWAY AT SITE 1AC-31"=5'2X12 IN MIN DEPTH PERMEABLE BALLASTPER SECTION 9-03.9(2) OF THESTANDARD SPECIFICATIONSEXISTING GROUND SURFACEFINISHED GRADEEXISTING CONCRETEBOX CULVERTNOTES:1. 18 IN MIN DEPTH CLASS A ROCK FOR EROSION AND SCOURPROTECTION PER SECTION 9-13.4 OF THE STANDARDSPECIFICATIONS. EACH LIFT BACKFILLED WITH PERMEABLEBALLAST PER SECTION 9-03.9(2) IF THE STANDARD SPECIFICATIONSTO FILL VOIDS AND CREATE A SOLID DRIVEABLE SURFACE. EACHLIFT COMPACTED TO 95% OF MAX DENSITY PER METHOD C OFSECTION 2-03.3(14)C OF THE STANDARD SPECIFICATIONS.BERM EMBANKMENT SOIL PER SECTION9-03.16 OF THE SPECIAL PROVISIONS,COMPACTED PER SECTION 2-03.3(14)C OFTHE SPECIAL PROVISIONSWOVEN GEOTEXTILE FOR SOILSTABILIZATION PER SECTION 9-33 OF THESTANDARD SPECIFICATIONS6 IN DEPTH BEDDING ROCK WITH 34 IN TO112 IN COARSE AGGREGATE FOR PORTLANDCEMENT CONCRETE PER SECTION 9-03.1(4)OF THE STANDARD SPECIFICATIONSBERM EMBANKMENT SOIL PER SECTION9-03.16 OF THE SPECIAL PROVISIONS,COMPACTED PER SECTION 2-03.3(14)C OFTHE SPECIAL PROVISIONSWOVEN GEOTEXTILE FOR SOILSTABILIZATION PER SECTION 9-33 OF THESTANDARD SPECIFICATIONS12 IN MIN DEPTH PERMEABLE BALLASTPER SECTION 9-03.9(2) OF THESTANDARD SPECIFICATIONSSEE NOTE 1 ELEVATION IN FEET STATION96100104108961001041080+000+501+001+502+002+50ELEVATION IN FEET STATION96100104108961001041082+503+003+504+004+505+00ELEVATION IN FEET STATION96100104108961001041085+005+506+006+507+007+25ELEVATION IN FEET STATION929610010410811292961001041081120+000+500+601.4' FREEBOARD10.00'5.00'4.00'50' EASEMENT (APPROXIMATE)75% DESIGN - NOT FOR CONSTRUCTIONO:\proj\Y2018\18-06779-000\CAD\Dwg\C-PROFILES.dwg | 6/11/2020 2:22 PM | Jonathan Waggoner JUNE 202018-06779-001MADSEN CREEK FLOODINGIMPROVEMENT PROJECTORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below.Call before you dig.®19DRAFTJ. WAGGONERR. GLEASON-AS NOTEDJ. WAGGONERR. GLEASONM. EWBANKAT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLY DRAWN:CHECKED:APPROVED:DATE:PROJECT NO:ONE INCH © 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED:DESIGNED:DESIGNED:SCALE:DRAWN:DRAWING NO:SHEET NO: OFNo.REVISIONBY APP'D DATEPROFILES - SITE 2C-710HORIZ. SCALE:VERT. SCALE:PROFILE - UPPER HIGH FLOW BYPASS CHANNEL BOTTOMAC-31"=10'2XHORIZ. SCALE:VERT. SCALE:TYPICAL SECTION AT CHANNEL STATION 6+00BC-31"=5'1"=5'EXISTING CHANNEL BOTTOM (TYP)PROPOSED CHANNEL BOTTOM (TYP)EXCAVATE CHANNEL (TYP)BERM EMBANKMENT FILL PER SECTION9-03.16 OF THE SPECIAL PROVISIONSRAISE EXISTING ROAD WITHPERMEABLE BALLAST PER STANDARDSPECIFICATIONS SECTION 9-03.9(2)EXISTING GROUND SURFACEFINISHED GRADEREMOVE SEDIMENTAND VEGETATIONNOTES:1. CLEAR AND GRUB EXISTING VEGETATION IN AREAS OF BERMCONSTRUCTION ON BOTH SIDES OF HIGH FLOW BYPASS CHANNEL.2. TOP ELEV OF PROPOSED ROAD AND BERM VARIES.3. PLACE LAYER OF BIODEGRADABLE EROSION CONTROL BLANKETBETWEEN BERM FILL AND PLANTING SOIL PER SECTION 9-14.6(2)BOF THE STANDARD SPECIFICATIONS.LOW FLOW CHANNEL CULVERTSR-169KEY BASE OF BERM INTOSUBSURFACE 50% OF HEIGHTABOVE EXISTING GROUND3.9%0.5%0.5%0.5%0.25%100-YR WLBERM PLANTING SOILOHWFENCE(APPROX)SEE NOTE 3 ELEVATION IN FEET STATION981001041081001041080+000+501+001+502+002+37ELEVATION IN FEET STATION96100104961001040+000+404.0'WETLAND212175% DESIGN - NOT FOR CONSTRUCTIONO:\proj\Y2018\18-06779-000\CAD\Dwg\C-PROFILES.dwg | 6/11/2020 2:22 PM | Jonathan Waggoner JUNE 202018-06779-001MADSEN CREEK FLOODINGIMPROVEMENT PROJECTORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below.Call before you dig.®19DRAFTJ. WAGGONERR. GLEASON-AS NOTEDJ. WAGGONERR. GLEASONM. EWBANKAT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLY DRAWN:CHECKED:APPROVED:DATE:PROJECT NO:ONE INCH © 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED:DESIGNED:DESIGNED:SCALE:DRAWN:DRAWING NO:SHEET NO: OFNo.REVISIONBY APP'D DATEPROFILES - SITE 3C-811HORIZ. SCALE:VERT. SCALE:PROFILE - SITE 3 LEFT BANK BERMAC-41"=10'2XHORIZ. SCALE:VERT. SCALE:SECTION AT STATION 1+37BC-41"=5'2XFLOOD CONTROL BERMTOP ELEV = 103 FTALIGN NORTHERN END OF BERMTO PROTECT TALL SHRUBSFLOOD CONTROL BERMTOP ELEV = 103 FTEXISTING GROUNDNOTES:1. CLEAR AND GRUB EXISTING VEGETATION ON SOUTH SIDE OFCREEK CHANNEL WITHIN PLANTING AREAS SHOWN IN SHEET L-3.2. PLACE LAYER OF BIODEGRADABLE EROSION CONTROL BLANKETBETWEEN BERM FILL AND PLANTING SOIL PER SECTION 9-14.6(2)BOF THE STANDARD SPECIFICATIONS..EXISTINGGROUNDSURFACEKEY BASE OF BERM INTOSUBSURFACE 50% OF HEIGHTABOVE EXISTING GROUND100-YR WLBERM PLANTING SOILBERM EMBANKMENT FILLPER SECTION 9-03.16 OFTHE SPECIAL PROVISIONSSEE NOTE 2 ELEVATION IN FEET STATION96100104961001040+000+501+001+19ELEVATION IN FEET STATION96100104961001040+000+403.0'WETLANDWETLAND75% DESIGN - NOT FOR CONSTRUCTIONO:\proj\Y2018\18-06779-000\CAD\Dwg\C-PROFILES.dwg | 6/11/2020 2:22 PM | Jonathan Waggoner JUNE 202018-06779-001MADSEN CREEK FLOODINGIMPROVEMENT PROJECTORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below.Call before you dig.®19DRAFTJ. WAGGONERR. GLEASON-AS NOTEDJ. WAGGONERR. GLEASONM. EWBANKAT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLY DRAWN:CHECKED:APPROVED:DATE:PROJECT NO:ONE INCH © 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED:DESIGNED:DESIGNED:SCALE:DRAWN:DRAWING NO:SHEET NO: OFNo.REVISIONBY APP'D DATEPROFILES - SITE 4C-912FLOOD CONTROL BERMTOP ELEV = 101.4 FT1212REMOVE ECO-BLOCK WALLEXISTING GROUND SURFACENOTES:1. CLEAR AND GRUB EXISTING VEGETATION ON BOTH SIDES OFCREEK CHANNEL WITHIN PLANTING AREAS SHOWN IN SHEET L-4.2. PLACE LAYER OF BIODEGRADABLE EROSION CONTROL BLANKETBETWEEN BERM FILL AND PLANTING SOIL PER SECTION 9-14.6(2)BOF THE STANDARD SPECIFICATIONS..FLOOD CONTROL BERMTOP ELEV = 101.4 FTEXISTING GROUND SURFACEKEY BASE OF BERM INTOSUBSURFACE 50% OF HEIGHTABOVE EXISTING GROUND100-YR WL 102.0 FTBERM PLANTING SOILBERM EMBANKMENT FILLPER SECTION 9-03.16 OFTHE SPECIAL PROVISIONSHORIZ. SCALE:VERT. SCALE:PROFILE - SITE 4 RIGHT BANK BERMAC-51"=10'2XHORIZ. SCALE:VERT. SCALE:SECTION AT STATION 0+36BC-51"=5'2XSEE NOTE 2 / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / /100YR100YR100YR100YR100YR 100YR100YR100YR100YR100YR100YR100YR100YR 1 0 0 Y R 100YR 100YR 100YR 100YR 100YR 100YR 100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR0+000+66SFSFSFSFSFSFSFSFSFSF SFS F S F S F S F TSHE ALRU ALRU ALRU ALRU THPL THPL THPL THPL L-11375% DESIGN - NOT FOR CONSTRUCTIONO:\proj\Y2018\18-06779-000\CAD\Dwg\LA-PLANTING_75Prct.dwg | 6/11/2020 2:23 PM | Jonathan Waggoner JUNE 202018-06779-001MADSEN CREEK FLOODINGIMPROVEMENT PROJECTORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below.Call before you dig.®19DRAFTJ. WAGGONERR. GLEASON-AS NOTEDJ. WAGGONERR. GLEASONM. EWBANKAT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLY DRAWN:CHECKED:APPROVED:DATE:PROJECT NO:ONE INCH © 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED:DESIGNED:DESIGNED:SCALE:DRAWN:DRAWING NO:SHEET NO: OFNo.REVISIONBY APP'D DATEN O. 1 4 4 8 E X P. 1 2 /12/19 KATHR Y N SUZANNE FORESTERSTA T E OF WASHINGTONLICENSED LANDSCAPE AR C HITECT 10010201"=10'MADSEN CREEK MADS E N C R E E K H I G H F L O W B Y P A S S C H A N N E L LEGENDGENERAL NOTES:1. PROTECT EXISTING NATIVEVEGETATION AND SOILS FROMDAMAGE OR COMPACTION DURINGWEED REMOVAL AND PLANTING.2. AFTER REMOVAL OF INVASIVE ANDWEEDY VEGETATION, PLANTNATIVE SPECIES WITHIN PLANTINGZONES.PLANTING PLAN - SITE 1ALRUALNUS RUBRATHUJA PLICATASHRUB ZONEPSEUDOTSUGA MENZIESIITSUGA HETEROPHYLLAEXISTING TREESSITE 1EDGES OF RAISED ACCESS ROADSHALL NOT BE PLANTED OR SEEDEDTO MAINTAIN DRIVING SURFACESITE 1 MITIGATION PLANTING -SEE SHEET L-2 FOR MORE DETAILR. GLEASONJ. WAGGONERK. FORESTERJ. WAGGONERK. FORESTER / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / /100YR100YR 0+00 1+00 0+00 0+00 0+00 0+00 0+00 1+00/ / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / / / / / / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / /100YR100YR100YR100YR100YR100YR100YR100Y R 100YR 100YR 100YR 100YR 100YR100YRSF S F SF L-2 14 75% DESIGN - NOT FOR CONSTRUCTION O:\proj\Y2018\18-06779-000\CAD\Dwg\LA-PLANTING_75Prct.dwg | 6/11/2020 2:24 PM | Jonathan WaggonerJUNE 2020 18-06779-001 MADSEN CREEK FLOODING IMPROVEMENT PROJECT ORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below. Call before you dig. ® 19 DRA F T J. WAGGONER R. GLEASON - AS NOTED J. WAGGONER R. GLEASON M. EWBANK AT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLYDRAWN: CHECKED: APPROVED: DATE: PROJECT NO:ONE INCH© 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED: DESIGNED: DESIGNED: SCALE: DRAWN: DRAWING NO: SHEET NO: OFNo.REVISION BY APP'D DATE N O. 1 4 4 8 E X P . 12/12/19KATHRYN S U Z A NNE FO R E STERSTATE O F WASHIN G T ONLI CENS E D LANDS C A P E A RCHITECT10 0 10 20 1"=10'MATCHLINE - SEE BELOWMATCHLINE - SEE ABOVEMADSEN CREEK HIGH FLOW BYPASS CHANNEL LEGEND ALRU ALNUS RUBRA THUJA PLICATA NATIVE SHRUB ZONE PSEUDOTSUGA MENZIESII TSUGA HETEROPHYLLA EROSION CONTROL SEED MIX MATCHLINE - SEE SHEET ###SITE 1 MITIGATION PLANTING - SEE SHEET L-1 FOR SITE 1 PROJECT LOCATION EXISTING TREES SITE 2 MITIGATION PLANTING - SEE SHEET L-3 FOR ADDITIONAL SITE 2 PLANTING GENERAL NOTES PLANTING PLAN - SITE 1 R. GLEASON J. WAGGONER K. FORESTER J. WAGGONER K. FORESTER / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / // / // / // / // / // / // / /100YR100YR100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100Y R 100Y R 100Y R 100Y R 100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR5+00 6+00 7+00 7+25 4+00 5+00 6+00 6+25 4+00 5+00 5+48 4+00 5+00 6+00 6+25 4+00 5+00 5+48 5+00 6+00 7+00 7+25 SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSFSFSF SF/ / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / /100YR100YR 100YR100YR100YR100YR100YR100YR100YR100YR100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR 100YR100YR100YR100YR100YR100YR100YR100YR 100YR100YR 100YR 100YR100YR2+00 3+00 1+00 2+00 1+00 2+00 1+00 2+00 1+00 2+00 2+00 3+00 L-3 15 75% DESIGN - NOT FOR CONSTRUCTION O:\proj\Y2018\18-06779-000\CAD\Dwg\LA-PLANTING_75Prct.dwg | 6/11/2020 2:24 PM | Jonathan WaggonerJUNE 2020 18-06779-001 MADSEN CREEK FLOODING IMPROVEMENT PROJECT ORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below. Call before you dig. ® 19 DRA F T J. WAGGONER R. GLEASON - AS NOTED J. WAGGONER R. GLEASON M. EWBANK AT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLYDRAWN: CHECKED: APPROVED: DATE: PROJECT NO:ONE INCH© 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED: DESIGNED: DESIGNED: SCALE: DRAWN: DRAWING NO: SHEET NO: OFNo.REVISION BY APP'D DATE N O. 1 4 4 8 E X P . 12/12/19KATHRYN S U Z A NNE FO R E STERSTATE O F WASHIN G T ONLI CENS E D LANDS C A P E A RCHITECT10 0 10 20 1"=10'MATCHLINE - SEE BELOWMATCHLINE - SEE ABOVERENTON-MAPLE VALLEY ROAD - SR 169MADSEN CREEK HIGH FLOW BYPASS CHANNEL LEGEND ALRU ALNUS RUBRA THUJA PLICATA NATIVE SHRUB ZONE PSEUDOTSUGA MENZIESII TSUGA HETEROPHYLLA MATCHLINE - SEE ###SITE 3 - SEE SHEET L-4 EXISTING TREES SITES 1 AND 2 PLANTING PLAN BERM PLANTING - EROSION CONTROL SEED MIX AND NATIVE SHRUBS EROSION CONTROL SEED MIX GENERAL NOTES R. GLEASON J. WAGGONER K. FORESTER J. WAGGONER K. FORESTER / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / /100YR 100 Y R 100Y R 100Y R 10 0 Y R 100YR 100YR 100YR 100YR 100Y R 100YR 100Y R 100YR 100YR 100YR 100 Y R 100 Y R 100 Y R 100YR100YR1 0 0YR 100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100Y R 100YR100YR100YR 100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR1 0 0 Y R 100YR 100Y R 7+007+256+006+255+480+001+00 2+00 2+370+000+40/ / // / // / // / // / // / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / /102 102 103 103 102 102 103 103 6+006+255+487+007+25SFSFSFSFSFSFSFSFSFSFSFIIIIII III III III III III III III III III III III III III III III III III III II I II I III III III III III III III III III III III III III III III III III III L-4 16 75% DESIGN - NOT FOR CONSTRUCTION O:\proj\Y2018\18-06779-000\CAD\Dwg\LA-PLANTING_75Prct.dwg | 6/11/2020 2:24 PM | Jonathan WaggonerJUNE 2020 18-06779-001 MADSEN CREEK FLOODING IMPROVEMENT PROJECT ORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below. Call before you dig. ® 19 DRA F T J. WAGGONER R. GLEASON - AS NOTED J. WAGGONER R. GLEASON M. EWBANK AT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLYDRAWN: CHECKED: APPROVED: DATE: PROJECT NO:ONE INCH© 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED: DESIGNED: DESIGNED: SCALE: DRAWN: DRAWING NO: SHEET NO: OFNo.REVISION BY APP'D DATE N O. 1 4 4 8 E X P . 12/12/19KATHRYN S U Z A NNE FO R E STERSTATE O F WASHIN G T ONLI CENS E D LANDS C A P E A RCHITECT10 0 10 20 1"=10' RENT O N - M A P L E V A L L E Y R O A D - S R 1 6 9 MADS E N C R E E K LEGEND NATIVE SHRUB ZONE EMERGENT ZONE GROUNDCOVER ZONE TEMPORARY ACCESS PATH, REPLACED IN-KIND WITH NATIVE ORNAMENTAL SHRUBS PLANTING PLAN - SITE 3 BERM PLANTING - NATIVE SHRUBS AND BARK MULCH GENERAL NOTES 1. P 2. AVOID DISRUPTING EXISTING ARBORVITAE HEDGE DURING CONSTRUCTION. R. GLEASON J. WAGGONER K. FORESTER J. WAGGONER K. FORESTER / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / // / / / / / / / / X X X 100YR 100YR 100YR 100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100 Y R 100YR100YR100YR100 Y R 100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR100YR 100YR100YR1 0 0 Y R 100YR 100 Y R 100Y R 100YR100 Y R 100YR100YR 100YR100YR100YR100YR100YR100YR100YR100YR100YR100 Y R 100YR100YR1 0 0 Y R 1 0 0 YR 1 0 0YR 1 0 0YR 1 0 0 Y R 100Y R 100YR 100YR1 0 0 1 0 1 1 0 1 0 + 0 0 1+00 1+1912' 100 101 101 1 0 0 1 0 1 1 0 1 0+000+40H V S F H V S F HVSF HVSF HVSF HVSF HVSF HVSF HVSF RENTON KC L-5 17 75% DESIGN - NOT FOR CONSTRUCTION O:\proj\Y2018\18-06779-000\CAD\Dwg\LA-PLANTING_75Prct.dwg | 6/11/2020 2:24 PM | Jonathan WaggonerJUNE 2020 18-06779-001 MADSEN CREEK FLOODING IMPROVEMENT PROJECT ORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below. Call before you dig. ® 19 DRA F T J. WAGGONER R. GLEASON - AS NOTED J. WAGGONER R. GLEASON M. EWBANK AT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLYDRAWN: CHECKED: APPROVED: DATE: PROJECT NO:ONE INCH© 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED: DESIGNED: DESIGNED: SCALE: DRAWN: DRAWING NO: SHEET NO: OFNo.REVISION BY APP'D DATE N O. 1 4 4 8 E X P . 12/12/19KATHRYN S U Z A NNE FO R E STERSTATE O F WASHIN G T ONLI CENS E D LANDS C A P E A RCHITECT10 0 10 20 1"=10' RENT O N - M A P L E V A L L E Y R O A D - S R 1 6 9MADSEN CREEKLEGEND ALRU ALNUS RUBRA THUJA PLICATA NATIVE SHRUB ZONE EMERGENT ZONE GROUNDCOVER ZONE PLANTING PLAN - SITE 4 BERM PLANTING - EROSION CONTROL SEED MIX AND NATIVE SHRUBS GENERAL NOTES BLACK COTTONWOOD (TO REMAIN) RED ALDER 18" (TO REMAIN) SITKA WILLOW 15" (TO REMAIN) SITKA WILLOW 8" (TO REMAIN) SITKA WILLOW 8" (TO REMAIN) SITKA WILLOW 12" (TO REMAIN) SITKA WILLOW 8" (TO REMAIN) BLACK COTTONWOOD 24" (TO REMAIN) BLACK COTTONWOOD 20" (TO REMAIN) WILLOW SHRUBS (TO BE REMOVED*) R. GLEASON J. WAGGONER K. FORESTER J. WAGGONER K. FORESTER 10" SCALE: DETAIL - 10" DEEP ROOT PLUG PLANTING 2 L-6NTS PLANT AT SAME LEVEL AS GROWN IN POT REMOVE CONTAINER PRIOR TO PLANTINGKEEP MULCH AWAY FROM BASE OF PLANT SCALE: LIVE STAKE PLANTING DETAIL 4 L-6NTS 1. SOAK BOTTOM 6" OF ALL STAKES IN WATER FOR MINIMUM OF 24 HOURS PRIOR TO PLANTING NOTES: PLANT LIVE STAKE WITH MIN 2 LATERAL BUDS ABOVE GRADE PRE-DIG HOLE BEFORE INSERTING LIVE STAKE, TAMP SOIL TO REMOVE AIR POCKETS MINIMUM 2/3 OF LENGTH BELOW GROUND BACKFILLED AMENDED SOIL SCALE: DETAIL - BAREROOT TREE OR SHRUB PLANTING 1 L-6NTS BUILD A SMALL SOIL BERM RING AT PLANT DRIP LINE TO INCREASE WATER RETENTION 8 WHILE BACKFILLING, FIRM SOIL AROUND PLANT GENTLY WITH HANDS TO ELIMINATE AIR POCKETS. DO NOT INJURE ROOT SYSTEM WHILE BACKFILLING AND COMPACTING. ALL ROOTS SHALL BE BURIED BELOW THE SOIL SURFACE 7 ROOT-SHOOT INTERFACE SHALL BE AT SOIL SURFACE. DO NOT BURY TREE COLLAR WHERE TRUNK FLARE OCCURS IN ORDER TO AVOID ROTTING DUE TO BURIAL 6 PLACE ROOTS INTO PLANTING HOLE ON TOP OF SOIL MOUND AND GENTLY SPREAD ROOTS OUT EVENLY WITH FINGERS, CAREFUL NOT TO CAUSE HARM OR DAMAGE TO ROOTS. NO BUNCHING, J-ROOTING, OR TANGLING OF ROOTS SHALL OCCUR 5 BUILD A SMALL SOIL MOUND IN CENTER OF PLANTING HOLE TO PROVIDE A STABLE BASE FOR PLANTING THE TREE OR SHRUB. COMPACT SOIL MOUND TO REDUCE SOIL SETTLING EFFECTS 4 ROUGHEN SIDES OF PLANTING HOLE WITH SHOVEL OR SPADE 3 REMOVE ROOTS, ROCKS, AND WOODY DEBRIS LARGER THAN 2 INCHES FROM PLANTING HOLE. 2 EXCAVATE PLANTING HOLE 2x THE ROOT WIDTH AND 1.5x ROOT DEPTH WITH ENOUGH ROOM TO ALLOW ROOTS TO BE SPREAD DOWNWARDS AND LATERALLY THROUGHOUT THE SOIL PROFILE. EDGES OF THE PLANTING HOLE SHALL BE CUT PERPENDICULARLY TO THE SOIL SURFACE 1 SCALE: DETAIL - CONTAINER TREE AND SHRUB PLANTING 3 L-6NTS 6" FINISHED GROUND. INSTALL A 4-FOOT MULCH RING FOR EACH TREE AND A 2-FOOT MULCH RING FOR EACH SHRUB.PLANT AT SAME LEVEL AS GROWN IN CONTAINER PLANTING HOLE/ EXCAVATION 2X GREATER THAN ROOTBALL OR CONTAINER WIDTH GREATER THAN ROOTBALL OR CONTAINER DEPTH COMPRESS SOIL INTO SMALL, FLAT TOPPED MOUND BENEATH ROOTBALL FOR SUPPORT EXCAVATE SOIL FOR PLANTING TO DIMENSIONS SHOWN. FIRM SOIL AROUND ROOTBALL AND WATER SETTLE. DO NOT LEAVE AIR POCKETS. DO NOT DAMAGE ROOTS DURING PLANTING OPERATIONS REMOVE CONTAINER PRIOR TO PLANTING. DURING PLANTING OPERATIONS GENTLY LOOSEN AND SPREAD ROOTS AT BOTTOM OF ROOTBALL 75% DESIGN - NOT FOR CONSTRUCTION O:\proj\Y2018\18-06779-000\CAD\Dwg\LA-PLANTING_75Prct.dwg | 6/11/2020 2:25 PM | Jonathan WaggonerJUNE 2020 18-06779-001 MADSEN CREEK FLOODING IMPROVEMENT PROJECT ORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below. Call before you dig. ® 19 DRA F T J. WAGGONER R. GLEASON - AS NOTED J. WAGGONER R. GLEASON M. EWBANK AT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLYDRAWN: CHECKED: APPROVED: DATE: PROJECT NO:ONE INCH© 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED: DESIGNED: DESIGNED: SCALE: DRAWN: DRAWING NO: SHEET NO: OFNo.REVISION BY APP'D DATE N O. 1 4 4 8 E X P . 12/12/19KATHRYN S U Z ANNE FO R E STERSTATE O F WASHIN G T ONLICEN S E D LANDSCA P E A RCHITECTK. FORESTER K. FORESTER L-6 18 PLANTING DETAILS K. FORESTER R. GLEASON 2 1 1 2 OHW WETLANDWETLANDELEVATION IN FEETSTATION 92 96 100 104 108 112 92 96 100 104 108 112 0+00 0+50 0+60 1. PLANT GROUNDCOVERS, SHRUBS, AND TREES AS SHOWN ON PLAN. GROUNDCOVERS AND SHRUBS SHALL BE IN CLUSTERS OF UNEVEN NUMBERS (E.G. THREE, FIVE, SEVEN, ETC.) 2. PLANTS SHALL BE ARRANGED SO THAT AS THEY MATURE, THEY GROW IN TO MASSINGS AND FULLY COVER THE SOIL SURFACE. 3. PROVIDE A 3 FOOT RADIUS MULCH-ONLY AREA AROUND EACH TREE AND A 2 FOOT RADIUS MULCH-ONLY AREA AROUND EACH SHRUB. PLANTING LAYOUT NOTES: TREE, TYP GROUNDCOVER SHRUB, TYP 75% DESIGN - NOT FOR CONSTRUCTION O:\proj\Y2018\18-06779-000\CAD\Dwg\LA-PLANTING_75Prct.dwg | 6/11/2020 2:25 PM | Jonathan WaggonerJUNE 2020 18-06779-001 MADSEN CREEK FLOODING IMPROVEMENT PROJECT ORIGINATED BY: / DATE:CHECKED BY: / DATE:BACK-CHECKED BY: / DATE:///CORRECTED BY: / DATE:VERIFIED BY: / DATE://Know what's below. Call before you dig. ® 19 DRA F T J. WAGGONER R. GLEASON - AS NOTED J. WAGGONER R. GLEASON M. EWBANK AT FULL SIZE, IF NOT ONEINCH SCALE ACCORDINGLYDRAWN: CHECKED: APPROVED: DATE: PROJECT NO:ONE INCH© 2018 Herrera Environmental Consultants, Inc. All rights reserved.DESIGNED: DESIGNED: DESIGNED: SCALE: DRAWN: DRAWING NO: SHEET NO: OFNo.REVISION BY APP'D DATE N O. 1 4 4 8 E X P . 12/12/19KATHRYN S U Z ANNE FO R E STERSTATE O F WASHIN G T ONLICEN S E D LANDSCA P E A RCHITECTK. FORESTER L-7 19 PLANTING PLAN SECTIONS HORIZ. SCALE: VERT. SCALE: SITE 3 PLANTING SECTION (TYP.)3 L-71"=5' 2X MAPLE VALLEY HIGHWAY 100-YR WL BERM EMBANKMENT FILL BERM PLANTING SOIL NATIVE FLOWERING SHRUBS TO REPLACE ORNAMENTAL SHRUBS WONDERLAND ESTATES MADSEN CREEK NATIVE EMERGENTS AT WATER EDGE EXISTING ARBORVITAE SHRUB TO REMAIN NATIVE GROUNDCOVER BETWEEN BERM AND CREEK 12" DEEP BERM PLANTING SOIL BERM EMBANKMENT FILL HORIZ. SCALE: VERT. SCALE: SITE 4 PLANTING SECTION (TYP.)4 L-71"=5' 2X HORIZ. SCALE: VERT. SCALE: SITE 2 PLANTING SECTION (TYP.)1 L-71"=5' 2X HORIZ. SCALE: VERT. SCALE: PLANTING DETAIL (TYP.)3 L-71"=5' 2X NATIVE SHRUBS PLANTED TO ORDINARY HIGH WATER (OHW) 100-YR WL MADSEN CREEK HI-FLOW BYPASS NATIVE SHRUBS ON BERM AND ADJACENT TO THE BERM ACCESS ROAD EROSION CONTROL NATIVE GRASS SEED MIXEROSION CONTROL NATIVE GRASS SEED MIX BERM EMBANKMENT FILL 12" DEEP BERM PLANTING SOIL 100-YR WL MADSEN CREEK 100-YR WL MADSEN CREEK NATIVE SHRUBS AND GROUNDCOVER ON BERM NATIVE PLANTINGS ALONG WETLAND EDGE PROPOSED GRADE EXISTING GRADE K. FORESTER R. GLEASON J. WAGGONER J. WAGGONER