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Home My WebLink About19980260 Ver 3_U-2579AB_4C_Meeting Minutes_Final_20190613SUBJECT: U-2579AB — Forsyth County, NC Concurrence Point 4C Meeting Minutes 1/14/19 at 9:00 AM In attendance: Craig Lee Allison White Robert Patterson Bill Barrett Marla Chambers Nicholle Braspennickx Wyatt Yelverton Kaitlin Helms James Rice Mike Sanderson John Jamison Felix Davila Via Conference Dave Wanucha Amy Euliss Mark Staley NCDOT Hydraulics NCDOT PMU NCDOT EA U NCDOT EA U NCWRC USACE HDR HDR HDR NCDOT EPU NCDOT EPU FHWA NCDWQ NCDOT Division 9 NCDOT REU Following introductions around the room James Rice led the meeting beginning with general notes about the project and then discussions about each permit site. General Notes o This project is an eastern section of the overall Winston-Salem Northern Beltway extending from north of Kernersville Rd to south of proposed interchange with I- 40. o U-2579AB has been through a previous 4B concurrence point in January of 2008. Since that time, the major changes to the design include the interchange revision at Kernersville Rd (Y4) and the mainline L; updated to diverging diamond interchange (DDI). The other major update is the typical section on I-40 to include future lanes and concrete barrier in the median. 2nd 4B held on November 16, 2017. o There are 4 major stream crossings on the project. Crossings are on Fiddlers Creek and tributaries to Fiddlers Creek. Fiddlers Creek has a Class C surface water designation and is part of the Yadkin -Pee Dee River Basin. o There are no specific buffer requirements on the project, but will work towards MEP. o CSR's for culvert crossings were approved in June 2009. Conditional Letter of Map Revision (CLOMR) was done following previous design with CLOMR approval in August of 2012. o Large fill heights will require shoulder berm gutter in many locations. o BMPs utilized when possible, but steep slopes hinder the use in most cases. o Pre -formed scour holes utilized where possible o For jurisdictional outfalls, outlet protection will be placed on the banks of the stream and not in the stream bed whenever possible, but due to steep grades on some pipes outlet protection may be needed for stability. o HDR will evaluate the need for outlet protection in the channel bed at pipe outfalls depending on outlet velocities o If any outlet protection is needed in the stream bed, the rip rap is to be embedded at stream level. o Some pipes on jurisdictional streams may be too steep to justify burying the pipe o All pipes or culverts to be buried will be labeled appropriately on the plans. Also, HDR will provide a list of all pipes to be buried o Several streams did not show up as jurisdictional in the final survey file at the time of 4B. We coordinated with location surveys to get this updated. Notice any remaining discrepancies? o Geotextile for bank stabilization? o Allows to settle in holes if scour does occur o Allows vegetation to grow through rocks James Rice mentioned that some Divisions have decided not to use geotextile under rip rap for bank stabilization due to piping and water getting behind geotextile fabric. Amy Euliss indicated that the Division would like to continue use of geotextile for this application. Bill Barrett asked about providing a table noting each pipe or culvert to be buried and not -buried. The table will be provided in the permit. Sheet 6 Site 1 — ESE-S63 • 30" RCP outfall o JS Begins just upstream of pipe outfall. o Not anticipating burying pipe o Due to confluence with ESE-569, realigning channel and rip rapping to the ROW for stability. Site 22 — ESE-S69 • New site from 4B o Previously tying to existing channel before start of JS o Due to stability concerns, rip rapping channel all the way to new confluence with ESE-S63 Site 2 — ESE-S8 • JS begins at existing pipe outlet • 36" Crosspipe o Cross pipe not intended to be buried • Scour hole at existing 30" Outfall o Utilizing drop structure and energy dissipater basin to reduce velocities o Utilizing bank stabilization to the end of the easement. Regarding fish passage, the jurisdictional stream starts at the outlet of existing pipe, therefore there is nothing upstream that would constitute fish passage. After some discussion about the type of impact to be taken at bank stabilization, it was decided that permanent stream impacts should be taken instead of temporary. A question was asked about the reason for the "ESE" naming convention on jurisdictional features. It was unclear why this convention was used but this designation was carried out on the permit drawings to be consistent with the Jurisdictional Determination document. Sheet 7 Site 3 — ESE-S61 • Section of ESE-S61 to the existing 36" Pipe system • 54" Crosspipe o Do not plan on burying — Long pipe with 90 degree turn Sheet 8 Site 3 — ESE-S61 • Section of ESE-S61 to the existing 36" Pipe system • 54" Crosspipe o Do not plan on burying — Long pipe with 90 degree turn Site 4 — ESE-S61 • Section of ESE-S61 from outlet of the existing 36" Pipe system to the pond Site 4A — ESE-W8 • Wetlands at the head of the pond • Total take Site 4B — ESE-P6 • Total take of pond • Any update on if this is a designated stormwater pond? Amy Euliss noted that we do not have to worry about this being a stormwater pond. Amy Euliss brought up the need for language in the contract for fish relocation as a result of draining of ponds. Site 5 — ESE-S61 • Section of ESE-S61 from outlet of the pond to the pond to the ROW • Temporary stream impacts to tie to existing stream • Site was extended to include removal of existing 36" pipe. o Temporary impacts to remove the existing 36" pipe and daylight the stream Site 5A — ESE-W51 • Being shown as hand clearing currently • Only hand clearing on the project • Show as mechanized clearing? The area is to be shown as mechanized clearing. This will be updated in the impact summary. We evaluated putting the trunk line down the west side of the mainline, but due to constructability concerns and maintenance of deep boxes, it did not seem like a better alternative than the one shown. Sheet 9 Site 6— ESE- S 11 (Fiddler's Creek) • Double 12'(W) x 10'(H) RCBC and will be buried 1' with a 2' sill in barrel #2 o Backfilled with Class B and Native material 0 0.43% Slope o Inlet end ■ Inlet channel protection — Class I Rip Rap ■ Permanent impacts to construct channel tie in for overflow barrel ■ Temp impacts for dewatering ■ PSH for SBG Detail III needs to be removed from permit drawings. Detail KKKK needs to be updated to show f oodplain bench. Detail `I ' needs to be renamed so as not to be confused with detail 7'. Temporary impacts need to be extended out to ROW limits. On culvert profile sheet, more existing ground will be shown at outlet end to show how culvert ties to existing ground. o Outlet end ■ Outlet channel protection (rip rap in bottom of channel) • Flush with existing channel bed Site 6A— ESE-W52 0 Total take Sheet 10 Site 7 — ESE-S59 • 54" proposed pipe o Not buried due to steep pipe and rip rap o Added a drop structure to reduce outlet velocities downstream o Utilizing rip rap in the channel bottom at outlet o PSH to discharge from SBG • Removing existing 48" pipe upstream o Providing rip rap for daylighted section to the inlet of the 54" pipe Temporary stream impacts need to be taken to extent of ROW at outlet side. Site 7A — ESE-W48 • Total take under fill slope Site 8 — ESE-S59 • 42" pipe at outlet o JS starts in the middle of the system at the loop o Outlet will not be buried o Showing only bank stabilization at the outlet ■ Flattened out last section to reduce velocity ■ Last section is only 0.7% o TS at outfall for dewatering Site 9 — ESE-S 12 • Additional culvert due to revised ramp alignment • Was originally a 60" pipe, but requested to be changed to a box culvert • Single 6'(W) x 7'(H) RCBC and will be buried 1' with baffles 0 338ft at 2.3% slope o Backfilled with Class B and Native material o Has multiple kinks to miss bridge pier/footings and line up with existing channel o Inlet end ■ Bank Stabilization ■ Temp impacts for dewatering o Outlet end ■ Outlet channel protection (rip rap in bottom of channel) • Flush with existing channel bed o Extended to the confluence with other ditch and pipe James Rice discussed new ramp alignment and additional impacts to be taken due to new culvert. It was asked why the change was being made. Allison White noted that there was a highway weaving concern at the location of the ramp and new alignment would eliminate conflict points. Amy Euliss noted a potential permit site on top left of page, sheet 9 (ESE-E61). HDR and NCDOT to check on status of pipe. Impacts to be added to site S if needed. Inlet and outlet channel details need to be broken out separately with separate details. Site 10 — ESE-S13 • 60" Pipe o JS starts just inside fill slope o Not buried o Drop structure at the outlet to reduce velocities • Site numbers were added to the blow up sheets per comment from Bill Barrett at 413 Craig Lee suggested a note be added to the impact summary indicating that there is no site 11 for the project. Sheet 11 Site 12 — ESE-S 16 • Single 5'(W) x 7'(H) RCBC and will not be buried 0 357ft at 2.8% slope o JS starts just upstream of culvert inlet o Inlet end ■ Rip rap channel from outlet of the 42" pipe to culvert inlet o Outlet end ■ Rip rap proposed channel through the old pond The profile sheet for the culvert needs to be updated to show it not being buried and baffles removed. Label to be updated as not buried. Site 12A — ESE-W12 • Wetlands on fringe of pond. o Wetlands go away if pond goes away o Showing as mechanized clearing since internal to interchange per 4B Site 12B — ESE-P7 • Pond is internal to interchange and will be drained • Showing proposed rip rap channel through old pond bed o Note saying location and stabilization of channel may be adjusted by the engineer in the field. Sheet 12 Site 13 — ESE-S 19 • 36" Pipe o JS starts just inside fill slope o Not buried o Drop structure at the outlet to reduce velocities o Bank Stabilization at the outlet o Temporary impacts for dewatering Bank stabilization to be extended on the outer bend of stream up to where temporary impact starts. Site 13A — ESE-W26 • Total take — under fill Site 23 — ESE-S42 • Relocation of stream outside the proposed fill slope Site 23A — ESE-W25 • Determined at 4B to be total take • Hatching wasn't updated with correct hatching It was decided to keep impacts to W25 as mechanized clearing but show excavation within the permanent ditch. Sheet 16 Site 14 — ESE-S49 • Extending existing 72" pipe on the inlet end o Existing pipe has 1.5-2ft of sediment at the outlet and 2-3ft of sediment at the inlet. o Proposed pipe extension is sized to be buried 1 ft. o Some sediment will need to be removed o Bank Stabilization at inlet o TS added at the outlet to provide some room for erosion control for cleanout Site 14A — ESE-W46 • Currently not showing up as a total take — decided to keep as mechanized clearing Slope stakes were adjusted to avoid impacts to ESE-W36 ChPPt 17 Site 27 — ESE-S51 • Replacing existing 36" pipe with a 42" pipe o JS starts at outlet of existing 36" pipe o Rip rap in bed of JS for Stability Additional permanent drainage easement added to include proposed ditch Sheet 18 Site 15 — ESE-S52 • Existing 60" pipe • Due to cover issues, only a 42" pipe will fit under the ramp o To maintain capacity, additional 42" pipe is required o Currently both pipes are at the same inlet elevation o Tying new bore and jack pipe to existing stream at outlet o May need additional temporary impacts due to bore and jack Temporary impacts will be extended back to the end of existing pipe. HDR will investigate providing a bench to raise one of the pipes. Sheet 19 Site 12A — ESE-W12 ■ Continued from PSH 11 Site 12B — ESE-P7 ■ Continued from PSH 11 Site 16 — ESE-S56 • Extension of existing 54" pipe o Inlet end ■ Permanent impacts for ditches tying to stream ■ Temp impacts for dewatering o Outlet end ■ Permanent impacts for ditch tying to stream ■ Temp impacts for dewatering • Proposed 54" pipe upstream of existing — not buried o Drop box to reduce velocities o Inlet end ■ Temp impacts for dewatering o Outlet end ■ Bank Stabilization at outlet ■ Temp impacts for dewatering At proposed 54 "pipe it was requested to look at options for allowing fish passage. It was noted that the drop box did not actually have a drop, but was utilized to flatten the last segment of pipe to reduce velocities. There will not be a jump that will impede fish passage. Site 17 — ESE-S 15 0 From outlet of the pond (P7) to inlet of existing culvert ■ Single 8'(W) x 7'(H) RCBC and will not be buried (note on profile still shows buried) 0 309ft at 0.5% slope o Inlet end ■ Channel relocation and everything rip rapped o Outlet end ■ Proposed rip rap channel Site 17A — ESE-W9 ■ Total take Site 17B — ESE-W10 ■ Total take Site 17C — ESE-W11 ■ Total take Site 28 — ESE-S 14 ■ Relocation of small tributary — total take Site 29 — ESE-S 12 ■ Relocation to the outside in a rip rap lined channel Site 30 — ESE-S10 ■ Temporary impacts for dewatering Temporary impacts to be extended to ROW. Sheet 20 Site 18 — ESE-S25 (Fiddler's Creek) ■ Fiddler's Creek realignment o Slope ranges from 0.6% to 0.8% o Embankment rip rap where ties back to existing Fiddler's Creek o Temporary impacts for dewatering Rock cross vanes were requested to be added as a line item in the contract in case they were needed during construction. After discussion of a reasonable location to show the rock cross vanes, it was decided to remove them from the Fiddler's Creek relocation sites and show them on sheet 19 in the channel through the pond. A note will be added indicating that the rock cross vanes are to be used as needed. Site 19 — ESE-S58 ■ Multiple pipes through the ROW ■ On inlet end o Bank Stabilization and TS for dewatering ■ Between each segment of pipe, showing rip rap channel for stabilization ■ On outlet end o Bank stabilization where Fiddler's Creek ties o TS for dewatering ■ Haven't heard any further discussions on natural channel design Sheet 21 Site 18 — ESE-S25 (Fiddler's Creek) ■ Continuation of Fiddler's Creek realignment ■ Armored slope with rip rap where stream relocation starts from 4B direction Temporary stream impacts to be extended to ROW. Site 20 — ESE-S72 ■ Extension of existing 60" pipe ■ JS starts at outlet of existing pipe ■ Pipe extension will not be buried ■ 60" pipe under noise wall ■ Stream impacts take between the 2 pipes ■ TS upstream for dewatering Rip rap is to be shown through entire ditch between outlet of'noisewall pipe to inlet of' 60" pipe extension. Rip rap outlet cell to be removed. Sheet 22 Site 21 — ESE-S50 ■ Relocation JS outside the fill slope on both sides of the alignment ■ TS on both ends for dewatering Temporary impacts to be extended on the upstream end to limits of wetland. Sheet 25 Site 24 — ESE-P14 ■ Total take of the pond A note will be added saying that the Engineer may revise the location of the ditch through pond as needed. The JS feature ESE-S 12 starts below the tie in point of the proposed ditch. The TS shown needs to be removed. Sheet 26 Site 25 - ESE-S25 (Fiddler's Creek) ■ Triple 12'(W) x 7'(H) RCBC o Buried 1' with 2' sills in barrels 2 & 3 o To be backfilled with mixture of Class B rip rap and native material o Inlet end ■ Inlet channel protection — Class I Rip Rap ■ Permanent impacts to construct channel tie in for overflow barrel ■ Temp impacts for dewatering o Outlet end ■ Outlet channel protection (rip rap in bottom of channel) • Flush with existing channel bed Bank stabilization will be added at the inlet end and the summary will be updated The outlet channel protection will be changed to Class I Rip Rap Detail KKKK will be updated and made clear where we intend to use. Site 26 - ESE-S26 ■ 7'(W) x 8'(H) RCBC o Buried 1' and to be backfilled with mixture of Class B rip rap and native material o Inlet end ■ Inlet channel protection — Class I Rip Rap o Temp impacts for dewatering Inlet end ■ Permanent impacts to construct channel tie in ■ Temp impacts for dewatering o Outlet end ■ Outlet channel protection (rip rap in bottom of channel)