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HomeMy WebLinkAbout20130773 Ver 1_Application_20131107STATE OF NORTH CAROLINA DEPARTMENT OF TRANSPORTATION PAT L. MCCRORY ANTHONY J. TATA GOVERNOR SECRETARY July 10, 2013 Revised November 7, 2013 U.S. Army Corps of Engineers Regulatory Field Office 151 Patton Avenue, Room 208 Asheville, NC 28801-5006 ATTN: Ms. Lori Beckwith NCDOT Coordinator Subject: Revised Application for an Individual Section 404 Permit and Section 401 Water Quality Certification for the US 19E Widening from SR 1186 in Yancey County to multilane section west of Spruce Pine in Mitchell County. State Project No. 6.909001T, Division 13, TIP R-2519B. Debit $570 from WBS Number 35609.1.1 Dear Madam: Please note this Permit Application will take the place of the Permit application dated July 10, 2013. Revisions are in response to questions raised in the USACE Post Public Notice Letter and NCDWR On -Hold Letters for the original July 2013 application. All revisions to this application are in bold italics and are located on page 2, in Table 4 on pages 4 through 8 (tempoary impacts were added), in the Compensatory Mitigation Section on page 20 and the Permit Drawing Impact Summary Sheet. The North Carolina Department of Transportation (NCDOT) proposes to improve US 19E in Yancey and Mitchell Counties. The R-2519B project, approximately 7.5 miles in length, will be widening US 19E from two lanes to a multi -lane facility. The project begins at SR 1186 west of Micaville and ends at the existing multilane section west of Spruce Pine. This application consists of: the revised cover letter, ENG form 4345, revised EEP mitigation acceptance letter, interagency hydraulic design review (4B) meeting minutes, South Toe River Bridge hydraulic review, interagency permit drawing review (4C) meeting minutes and actions taken, Right of Way Consultation, NCDWQ Onsite Mitigation Review, revised Mitigation Plan, Stormwater Management Plan, permit drawings with revised summary sheet, and half-size roadway plan sheets. MAILING ADDRESS: NC DEPARTMENT OF TRANSPORTATION PROJECT DEVELOPMENT & ENVIRONMENTAL ANALYSIS UNIT 1598 MAIL SERVICE CENTER RALEIGH NC 27699-1548 TELEPHONE: 919-707-6000 FAX: 919-212-5785 WEBSITE:NCDOT.GOV LOCATION: CENTURY CENTER, BUILDING B 1020 BIRCH RIDGE DRIVE RALEIGH NC 27610 Purpose and Need: The purpose of the project is to add capacity, correct roadway deficiencies, and provide system linkage along US 19E. The need is based on future capacity limitations and upgrading US 19E as part of the North Carolina Strategic Highway Corridor 10 between Asheville and Boone (I-26, US 19/US 19E, NC 105). Summary of Jurisdictional Impacts: Overall, the project will permanently impact approximately 7,256 linear feet of stream (68131f of permanent fill and 443 lf of total bank stabilization) and 0.15 acre of wetlands. The project will temporarily impact 0.52 acre of streams. The project will also impact <0.01 acre of surface water (pond). Summary of Utility Impacts: No impacts to jurisdictional resources as a result of utility relocations have been noted. Summary of Mitigation: The project has been design to avoid and minimize impacts to jurisdictional areas throughout the National Environmental Policy Act (NEPA) and design process. However, project impacts will necessitate compensatory mitigation for the unavoidable impacts. Onsite mitigation will yield 1,499 if of mitigation credit to apply to the total permanent stream impacts for the project. EEP will provide mitigation for 5,246 lf of permanent stream impacts and 0.15 acre of permanent wetland impact. Please refer to the Compensatory Mitigation Section of this Cover Letter for details on impacts and mitigation. PROJECT SCHEDULE R-2519B is currently scheduled to Let on February 18, 2014 and Right of Way for the project was obtained on January 27, 2012. NEPA DOCUMENT STATUS The State EA for R-2519B was approved July 1, 2005 with the State FONSI being approved July 17, 2009. A Right -of -Way Consultation for the project was signed September 12, 2011. In compliance with the NEPA/404 Merger Process, Concurrence Point 4B was reached for R-2519B on September 23, 2009 with separate meetings held on June 28, 2011, June 20, 2012 and August 22, 2012 for the South Toe River crossing. Concurrence Point 4C was reached on January 16, 2013. INDEPENDENT UTILITY The subject project is in compliance with 23 CFR Part 771.111(f) which lists the Federal Highway Administration (FHWA) characteristics of independent utility of a project: (1) The project connects logical termini and is of sufficient length to address environmental matters on a broad scope, (2) The project is usable and a reasonable expenditure, even if no additional transportation improvements are made in the area, 2 (3) The project does not restrict consideration of alternatives for any other reasonable foreseeable transportation improvements. RESOURCE STATUS Project R-2519B is located within sub -basin 040306 of the French Broad River Basin Watershed (HUC 06010108). Little Crabtree Creek, Big Crabtree Creek, Long Branch, Brushy Creek, English Creek and Ayles Creek and their tributaries have the North Carolina Division of Water Quality's (NCDWQ) stream classification of C; Tr. The South Toe River is classified as B;Tr, and is designated as an Outstanding Resource Water (ORW). 303 (d) Impaired Waters: There are no streams from the R-2519B project footprint listed on the North Carolina Department of Environment and Natural Resources (NCDENR's) 2012 Final 303 (d) Lists for impaired waters. Wetland and stream determinations for R-2519B were conducted using the field delineation method outlined in the 1987 Corps of Engineers Wetland Delineation Manual and the 2010 Eastern Mountains and Piedmont Supplement. The project was originally verified by Steve Lund of the U.S. Army Corps of Engineers (USACE) and a representative of the NCDWQ on September 1, 2004. Mr. Tyler Crumbley of the USACE and Mr. Mike Parker of the NCDWQ reverified the wetlands and surface waters on March 14, 2012. USACE requested revised Rapanos forms for the project that will be submitted concurrently with the permit application and will issue the Final Approved Jurisdictional Determination with the Individual Permit upon their approval. IMPACTS TO WATERS OF THE U.S. Tables 1, 2, 3, and 4 summarize the project -wide impacts to jurisdictional water resources from final design impacts for R-2519B. Site impact numbers correspond with the permit (hydraulic) drawings included in this application and the stream and wetland numbers correspond to the jurisdictional delineation maps provided to the agencies. Brief descriptions of each impact site will follow the section -specific tables. Table 1. Impacts to jurisdictional streams Project Section Design Stage Impact Type Impact Length (linear feet) Temporary Impacts (acres) R-2519B Final Impacts Perm. Fill 6,813 -- Bank Stabilization 443 -- Temp. Fill -- 0.52 Total Permanent Impacts (Perm. Fill +Bank Stabilization): 7,256 -- Total Temporary Impacts: -- 0.52 Table 2. Impacts to jurisdictional wetlands Project Section Design Stage Impact Type Impact Area (acres) Temporary Impacts (acres) R-2519B Final Impacts Perm. Fill 0.06 -- Temp. Fill Excavation 0.05 -- Mechanized Clearing 0.04 -- Total Impacts : 0.15 -- 3 Table 3. Impacts to ponds Project Section Design Stage Permanent Impact Area (acres) Temporary Impacts (acres) R-2519B Final Impacts -- <0.01 Total Impacts: -- <0.01 Table 4. R-2519B — Final Desi>sn Stream Impacts Permit Site No. Stream Name Stream JD Reference Impact Type Impact Length (linear feet) USACE Mitigation NCDWQ Mitigation 1 UT Little Crabtree Creek 2UT2A Perm. Fill 43 43 Bank Stabilization Temp. Fill -- 2 Little Crabtree Creek 2A Perm. Fill 117 117 117 Floodplain Bench 118 118 118 Temp. Fill 97 2A UT Little Crabtree Creek SA Perm. Fill 65 65 Bank Stabilization Temp. Fill 44 3 UT Little Crabtree Creek 2B/UT2B Perm. Fill 311 311 311 Bank Stabilization 12 12 Temp. Fill 21 4 Phipps Creek 2C Perm. Fill 97 97 Bank Stabilization 44 Temp. Fill 15 4A UT South Toe River SB Perm. Fill 34 34 Bank Stabilization Temp. Fill -- 5 South Toe River STR Perm. Fill -- Bank Stabilization Temp. Fill 160 5A Long Branch 2D Perm. Fill 148 148 148 Bank Stabilization -- Temp. Fill -- 6 Long Branch 2D Perm. Fill 28 28 28 Bank Stabilization - Temp. Fill 57 7 Long Branch 2D Perm. Fill 358 358 358 Bank Stabilization Temp. Fill 15 7A UT Long Branch UT2D Perm. Fill 24 24 Bank Stabilization - Temp. Fill -- 7B UT Long Branch 2UT2D Perm. Fill 131 131 Bank Stabilization Temp. Fill -- Permit Site No. Stream Name Stream JD Reference Impact Type Impact Length (linear fee USAGE Mitigation NCDWQ Mitigation 7C UT Long Branch 3UT2D Perm. Fill 55 70 Bank Stabilization -- Temp. Fill 15 8 Long Branch 2D Perm. Fill 432 432 432 Bank Stabilization Temp. Fill -- 8A UT Long Branch 7UT2D Perm. Fill 94 94 Bank Stabilization Temp. Fill 11 8B Long Branch 2D Perm. Fill 58 58 58 Bank Stabilization Temp. Fill -- 8C Long Branch 2D Perm. Fill 69 69 69 Bank Stabilization Temp. Fill 11 9 Long Branch 2D Perm. Fill -- Bank Stabilization 37 37 Temp. Fill 10 10 UT Long Branch 12UT2D Perm. Fill 183 183 183 Bank Stabilization Temp. Fill 15 11 Long Branch 2D Perm. Fill -- Bank Stabilization 50 50 Temp. Fill -- 12 UT Long Branch 13UT2D Perm. Fill 79 79 Bank Stabilization Temp. Fill 25 13 Long Branch 2D Perm. Fill 110 110 110 Bank Stabilization Temp. Fill -- 14 Long Branch 2D Perm. Fill 220 220 220 Bank Stabilization - Temp. Fill -- 15 Long Branch 2D Perm. Fill 78 78 78 Bank Stabilization Temp. Fill 15 16 UT Big Crabtree Creek 1H Perm. Fill 32 32 Bank Stabilization 50 Temp. Fill -- 17 UT Big Crabtree Creek UTIH Perm. Fill 33 33 Bank Stabilization 20 Temp. Fill -- 5 Permit Site No. Stream Name Stream JD Reference Impact Type Impact Length (linear feet) USACE Mitigation NCDWQ Mitigation 18 UT Big Crabtree Creek 2UT1H Perm. Fill 152 152 152 Bank Stabilization Temp. Fill 8 19 UT Big Crabtree Creek ] 1 Perm. Fill 144 144 144 Bank Stabilization Temp. Fill -- 21 UT Big Crabtree Creek II Perm. Fill 412 412 412 Bank Stabilization Temp. Fill -- 22 Big Crabtree Creek 1CC Perm. Fill -- Bank Stabilization 23 Temp. Fill 177 23 UT Big Crabtree Creek UT1CC Perm. Fill 27 27 27 Bank Stabilization 20 20 Temp. Fill 34 24 UT Big Crabtree Creek UT1CC Perm. Fill 175 175 175 Bank Stabilization Temp. Fill 12 25 UT Brushy Creek 2E Perm. Fill 174 174 174 Bank Stabilization Temp. Fill 15 26 UT Brushy Creek 2E Perm. Fill 129 129 129 Bank Stabilization 10 Temp. Fill 15 27 UT Brushy Creek SD Perm. Fill 56 56 Bank Stabilization 10 Temp. Fill 10 28 UT Brushy Creek SE Perm. Fill 120 120 Bank Stabilization Temp. Fill -- 28A UT Brushy Creek SL Perm. Fill 141 141 Bank Stabilization Temp. Fill -- 29 Brushy Creek 2BC Perm. Fill 89 89 89 Bank Stabilization 62 62 Temp. Fill 30 29A UT Brushy Creek 1G Perm. Fill 149 149 149 Bank Stabilization Temp. Fill -- 6 Permit Site No. Stream Name Stream JD Reference Impact Type Impact Length (linear feet) USAGE Mitigation NCDWQ Mitigation 30 UT Brushy Creek 1G Perm. Fill 321 321 321 Bank Stabilization Temp. Fill 10 31 UT Brushy Creek 1G Perm. Fill 59 59 59 Bank Stabilization 32 32 Temp. Fill 31 32 UT Brushy Creek 8UT1G Perm. Fill 52 52 Bank Stabilization Temp. Fill 10 33 UT Brushy Creek 1G Perm. Fill 444 444 444 Bank Stabilization -- Temp. Fill -- 34 UT Brushy Creek SUT1G Perm. Fill 33 33 Bank Stabilization 23 Temp. Fill 118 35 UT Brushy Creek SF Perm. Fill 88 88 Bank Stabilization 10 Temp. Fill 8 37 UT Brushy Creek SG Perm. Fill 247 247 247 Bank Stabilization 10 10 Temp. Fill -- 38 UT English Creek ID Perm. Fill 22 22 Bank Stabilization 10 Temp. Fill 5 39 UT Brushy Creek SH Perm. Fill 58 58 Bank Stabilization Temp. Fill 15 40 UT English Creek SI Perm. Fill 269 269 269 Bank Stabilization Temp. Fill 15 41 UT English Creek 1C Perm. Fill 103 103 Bank Stabilization 10 Temp. Fill 15 7 Permit Site No. Stream Name Stream JD Reference Impact Type Impact Length (linear feet) USACE Mitigation NCDWQ Mitigation 42 UT English Creek IZ Perm. Fill 244 244 244 Bank Stabilization 10 10 Temp. Fill 18 43 UT English Creek SJ Perm. Fill 26 26 Bank Stabilization Temp. Fill 15 44 UT English Creek SKA Perm. Fill 147 147 Bank Stabilization Temp. Fill -- 45 UT English Creek SK Perm. Fill -- Bank Stabilization Temp. Fill *(288) Total Permanent Impacts (Perm. Fill +Bank Stabilization): 7,256 Total Temporary Impacts (Linear feet) 1,360 Impacts requiring Mitigation by USACE (2:1): 6,813 Impact requiring Mitigation by NCDWQ (1:1): 5,498 * Not an impact — already ditched stream will be re -ditched Note: Bank stabilization is not considered a mitigable impact according to the USACE. Mitigable impacts calculated for NCDWQ are considering length of impacts to a stream that are greater than or equal to 150 linear feet. 8 Section R-2519B Permit Site Descriptions: Permit Site 1: Stream UT2A is a perennial unnamed tributary to Little Crabtree Creek that will be impacted by a 54" reinforced concrete pipe (RCP) from an existing 30" corrugated metal pipe (CMP). Permanent Stream Impacts: 43 if Permit Site 2: Little Crabtree Creek (Stream 2A) is a perennial stream that will be impacted by the extension of the existing 4@12'x 9' reinforced concrete box culverts (RCBC) upstream and downstream with one foot high baffles placed in the downstream extensions. Floodplain benches will be placed upstream and downstream of both outer barrels to direct flow into the two center barrels. Permanent Stream Impacts: 117 lf Temporary Stream Impacts: 0.06 ac Floodplain bench: 118 lf Permit Site 2A: Stream SA is a perennial unnamed tributary to Little Crabtree Creek that will be impacted by a base ditch and lateral base ditch. Permanent Stream Impacts: 65 lf Temporary Stream Impacts: 0.01 ac Permit Site 3: Stream 2B is a perennial tributary to Little Crabtree Creek that will be impacted by a 48" RCP with bank stabilization. Stream UT2B is a short perennial stream that will be covered roadway fill. Permanent Stream Impacts (Stream 2B): 303 lf Temporary Stream Impacts (Stream 2B): <0.01 ac Bank Stabilization: 121f Permanent Stream Impacts (Stream UT2B): 8 lf Permit Site 4: Phipps Creek (Stream 2C) is a perennial stream that will be impacted by a 36" RCP and a 42" RCP running in tandem with junction boxes to reduce outlet velocities and bank stabilization at the outlet. Permanent Stream Impacts: 971f Temporary Stream Impacts: <0.01 ac Bank Stabilization: 441f Permit Site 4A: Stream SB is a perennial unnamed tributary to the South Toe River that will be impacted by a 36" welded steel pipe with junction boxes to reduce velocities and rip rap at the outlet for energy dissipation. Permanent Stream Impacts: 18 if Rip Rap: 16 if 9 Permit Site 5: The South Toe River will be impacted by the replacement of the current 6 span bridges with dual 315 foot, three span, concrete girder bridges. Permanent stream impacts will arise from piers placed at the water's edge and temporary impacts will result from work pads being utilized for bridge demolition and bridge installation. Work pad installation will be staggered to avoid blocking 50% of the river at any one time. Mussels at the bridge site will be relocated prior to work initiation. Temporary Stream Impacts: 0.15 ac Permit Site 5A: Long Branch (Stream 2D), a perennial tributary to the South Toe River, will be impacted by its relocation to the north away from the work zone for the South Toe Bridges. Permanent Stream Impacts: 148 lf Relocation Natural Stream Design: 148 if Permit Site 6: Long Branch (Stream 2D), a perennial tributary to the South Toe River, will be daylighted by the removal of existing twin 6' x 6' RCBCs. Permanent impacts are from the installation of rock vanes which are considered nonmitigable impacts. Permanent Stream Impacts: 28 lf (NonMitigable) Temporary Stream Impacts: 0.01 ac Daylighting/Natural Stream Design: 1441f Permit Site 7: Long Branch (Stream 2D), a perennial tributary to the South Toe River, will be impacted by the extension of existing 6' x 6' RCBCs. Permanent Stream Impacts: 3581f Temporary Stream Impacts: <0.01 ac Permit Site 7A: Stream UT2D, a perennial tributary to Long Branch, will be impacted by a 30" corrugated steel pipe (CSP). Permanent Stream Impacts: 241f Permit Site 7B: Stream 2UT2D, a perennial tributary to Long Branch, will be impacted by a 30" alternate pipe. Permanent Stream Impacts: 131 lf Permit Site 7C: Stream 3UT2D, a perennial tributary to Long Branch, will be impacted by a 54" RCP. Permanent Stream Impacts: 70 lf Temporary Stream Impacts: <0.01 ac Permit Site 8: Long Branch (Stream 2D), a perennial tributary to the South Toe River, will be impacted by its relocation up and downstream of the existing 7' x7' and 7' x 5' RCBC (see Site 8B) because of roadway fill. Wetland 6UT2D will also be impacted by excavation and mechanical clearing. Permanent Stream Impacts: 4321f Relocation Wetland Excavation: 0.01 ac Wetland Mechanical clearing: 0.04 ac Natural Stream Design: 449 lf 10 Permit Site 8A: Stream 7UT2D, a perennial tributary to Long Branch, will be impacted by a 36" CSP with rip rap placed at the outlet of the pipe for energy dissipation. Permanent Stream Impacts: 94 lf Temporary Stream Impacts: <0.01 ac Permit Site 8B: Long Branch (Stream 2D), a perennial tributary to the South Toe River will be impacted by extension of existing 7' x 5' RCBC on the upstream end and the addition of a 7' x 7 RCBC on the downstream end with sills at the outlet. Permanent Stream Impacts: 58 lf Permit Site 8C: Long Branch (Stream 2D), a perennial tributary to the South Toe River will be impacted by the replacement of an existing stone culvert with a 8' x 6' RCBC with alternating sills in the culvert. Permanent Stream Impacts: 69 if Temporary Stream Impacts: 0.01 ac Permit Site 9: Long Branch (Stream 2D), a perennial tributary to the South Toe River, will be daylighted by the removal of an existing 36" CMP with bank stabilization placed near the confluence of Long Branch and Stream 11UT2D. Temporary Stream Impacts: <0.01 ac Bank Stabilization: 37 lf Daylighting: 40 lf Permit Site 10: Stream 12UT2D, a perennial tributary to Long Branch, will be impacted by a 36" RCP and rip rap at the outlet for energy dissipation. Permanent Stream Impacts: 96 lf Temporary Stream Impacts: <0.01 ac Rip Rap: 871f Permit Site 11: Long Branch (Stream 2D), a perennial tributary to the South Toe River will be impacted by the placement of bank stabilization at the outlet of a 42" RCP. Bank Stabilization: 50 lf Permit Site 12: Stream 3UT2D, a perennial tributary to Long Branch, will be impacted by a 42" RCP. Permanent Stream Impacts: 791f Temporary Stream Impacts: <0.01 ac Permit Site 13: Long Branch (Stream 2D), a perennial tributary to the South Toe River, will be impacted by its relocation to the south because of roadway fill. Wetland 2DM will also be impacted by roadway fill and the removal of hydrology to the site. Permanent Stream Impacts: 110 lf Wetland Fill: 0.06 ac Permit Site 14: Long Branch (Stream 2D), a perennial tributary to the South Toe River, will be impacted by its relocation to the south because of roadway fill. Permanent Stream Impacts: 220 lf 11 Permit Site 15: Long Branch (Stream 2D), a perennial tributary to the South Toe River, will be impacted by a 24" CSP. Permanent Stream Impacts: 78 if Temporary Stream Impacts: < 0.01 ac Permit Site 16: Stream 1H, a perennial tributary to Big Crabtree Creek, will be impacted by a 36" RCP with bank stabilization at the outlet. Permanent Stream Impacts: 32 lf Temporary Stream Impacts: < 0.01 ac Bank Stabilization: 501f Permit Site 17: Stream UT1H, a perennial tributary to Big Crabtree Creek, will be impacted by an 18" CSP with bank stabilization at the outlet. Permanent Stream Impacts: 33 if Bank Stabilization: 20 lf Permit Site 18: Stream 2UT1H, a perennial tributary to Big Crabtree Creek, will be impacted by a 54" welded steel pipe with a rip rap channel at the outlet for energy dissipation. Permanent Stream Impacts: 152 lf Temporary Stream Impacts: <0.01 ac Natural Stream Design: 70 lf Permit Site 19: Stream 1 L, a perennial tributary to Big Crabtree Creek, will be impacted by a 48" alternate pipe with rip rap at the outlet for energy dissipation. Permanent Stream Impacts: 132 lf Rip Rap: 121f Permit Site 20: Wetland 1 C, will be impacted by the excavation of a standard base ditch. The entire wetland will be taken in this action. Wetland Excavation: 0.04 ac Permit Site 21: Stream 1L, a perennial tributary to Big Crabtree Creek, will be impacted by its relocation to the south to avoid roadway fill from the widening. Permanent Stream Impacts: 412 lf Relocation Natural Stream Design: 3 961f Permit Site 22: Big Crabtree Creek (Stream 1 CC) will be impacted by the removal of a 4 @12' x 12' RCBC and the installation of a single span 185' x 96" steel girder bridge with bank stabilization along the channel under the bridge. The removal of the culvert will result in daylighting 40 lf of the creek. Temporary Stream Impacts: 0.17 ac Bank Stabilization: 23 lf 12 Permit Site 23: Stream UT1CC, a perennial tributary to Big Crabtree Creek, will be impacted by a 60" RCP with bank stabilization at the outlet. Permanent Stream Impacts: 27 lf Temporary Stream Impacts: <0.01 ac Bank Stabilization: 20 lf Permit Site 24: Stream UT1CC, a perennial tributary to Big Crabtree Creek, will be impacted by a 24" RCP. Permanent Stream Impacts: 175 if Relocation Temporary Stream Impacts: <0.01 ac Permit Site 25: Stream 2E, a perennial tributary to Brushy Creek, will be impacted by its relocation into a 54" welded steel pipe inside of the existing 60" CMP with a standard base ditch at the inlet. Permanent Stream Impacts: 174 lf Relocation Temporary Stream Impacts: <0.01 ac Natural Stream Design: 941f Permit Site 26: Stream 2E, a perennial tributary to Brushy Creek, will be impacted by a 60" CSP with bank stabilization at the outlet. Permanent Stream Impacts: 129 lf Temporary Stream Impacts: <0.01 ac Bank Stabilization: 10 lf Permit Site 27: Stream SD, a perennial tributary to Brushy Creek, will be impacted by a 24" CSP with bank stabilization at the outlet. Permanent Stream Impacts: Temporary Stream Impacts: Bank Stabilization: 561f <0.01 ac 10 lf Permit Site 28: Stream SE, a perennial tributary to Brushy Creek, will be impacted by a 30" welded steel pipe with rip rap at the outlet for energy dissipation and a standard base ditch with rip rap at the inlet. . Permanent Stream Impacts: 801f Rip Rap: 401f Permit Site 28A: Stream SL, a perennial tributary to Brushy Creek, will be impacted by a 30" welded steel pipe with rip rap at the outlet for energy dissipation and a standard base ditch with rip rap at the inlet. Permanent Stream Impacts: 141 lf 13 Permit Site 29: Brushy Creek (Stream BC) is a perennial stream that will be impacted by the extension of the existing 3@8'x 8' RCBC. Place 1' high sill in 2 outer barrels at entrance only with 6" high sill in middle barrel @ 12' spacing in existing culvert and at entrance of proposed culvert extension. Extend existing 3@8'xl1' RCBC downstream with fish ladder and bank stabilization at outlet. Permanent Stream Impacts: 64 If Temporary Stream Impacts: 0.01 ac Bank Stabilization: 62 lf Fish Ladder: 25 lf Permit Site 29A: Stream 1 G, a perennial tributary to Brushy Creek, will be impacted by a 2@8'x 8' RCBC with 0.5' and 1' sills alternating at 20 foot intervals in the western most barrel. Permanent Stream Impacts: 149 If Permit Site 30: Stream 1G, a perennial tributary to Brushy Creek, will be impacted by its relocation into a 2@8'x 8' RCBC with 0.5' and 1' sills alternating at 20 foot intervals in the western most barrel. Permanent Stream Impacts: 321 if Relocation Temporary Stream Impacts: <0.01 ac Natural Stream Design: 635 lf Permit Site 31: Stream 1 G, a perennial tributary to Brushy Creek, will be impacted by the extension of the existing 2@7'x 6' RCBC with 2@7'x 7' RCBC on the downstream end with bank stabilization at the outlet. Permanent Stream Impacts: 59 if Bank Stabilization: 32 lf Permit Site 32: Stream 8UT1G, a perennial tributary to Brushy Creek, will be impacted by its relocation into a 24" RCP. A small jurisdictional pond will be temporarily impacted during the installation of the 24" RCP. Permanent Stream Impacts: 52 if Temporary Stream Impacts: <0.01 ac Permit Site 33: Stream 1 G, a perennial tributary to Brushy Creek, will be impacted by its relocation into the extension of an existing 2@7'x 6' RCBC. Permanent Stream Impacts: 444 lf Relocation Natural Stream Design: 3001f Permit Site 34: Stream 5UT1G, a perennial tributary to Brushy Creek, will be impacted by the replacement and extension of the existing 1@6'x 6' RCBC with a 1@6'x 7' RCBC with alternating 0.5' and 1' sills. Temporary impacts will result from channel enhancement on the upstream end. Permanent Stream Impacts: 33 lf Temporary Stream Impacts: 0.02 ac Bank Stabilization: 23 lf 14 Permit Site 35: Stream SF, a perennial tributary to Brushy Creek, will be impacted by its relocation into a 30" welded steel pipe with bank stabilization at the outlet. Permanent Stream Impacts: 88 lf Relocation Temporary Stream Impacts: < 0.01 ac Bank Stabilization: 10 If Natural Stream Design: 46 If There is no Permit Site 36 Permit Site 37: Stream SG, a perennial tributary to Brushy Creek, will be impacted by a 42 RCP"/42" welded steel pipe with junction boxes to reduce outlet velocities and to dissipate energy with bank stabilization at the outlet. Permanent Stream Impacts: 2471f Bank Stabilization: 10 If Permit Site 38: Stream 1D, a perennial tributary to Brushy Creek, will be impacted by a 24" alternate pipe with a junction box to reduce outlet velocities and to dissipate energy with bank stabilization at the outlet. Permanent Stream Impacts: 22 lf Temporary Stream Impacts: < 0.01 ac Bank Stabilization: 10 lf Permit Site 39: Stream SH, a perennial tributary to Brushy Creek, will be impacted by rip rap placed for energy dissipation at the outlet of an 18" CSP. Permanent Stream Impacts (Rip Rap): 581f Temporary Stream Impacts: < 0.01 ac Permit Site 40: Stream SI, a perennial tributary to English Creek, will be impacted by its relocation into a 24" CSP and rip rap placed for energy dissipation at the outlet of the pipe. Permanent Stream Impacts: 25 81f Temporary Stream Impacts: < 0.01 ac Rip Rap: 11 if Permit Site 41: Stream 1 C, a perennial tributary to English Creek, will be impacted by its relocation into a 24" CSP with a junction box to reduce outlet velocities and to dissipate energy with bank stabilization at the outlet. Permanent Stream Impacts: 103 if Temporary Stream Impacts: < 0.01 ac Bank Stabilization: 10 lf Permit Site 42: Stream 1Z, a perennial tributary to English Creek, will be impacted by a 24" CSP with a junction box to reduce outlet velocities and to dissipate energy with bank stabilization at the outlet. Permanent Stream Impacts: 244 lf Temporary Stream Impacts: < 0.01 ac Bank Stabilization: 10 If 15 Permit Site 43: Stream SJ, a perennial tributary to English Creek, will be impacted by a 24" CSP with a junction box to reduce outlet velocities and to dissipate energy with bank stabilization at the outlet. Permanent Stream Impacts: 16 lf Temporary Stream Impacts: < 0.01 ac Bank Stabilization: 10 lf Permit Site 44: Stream SKA, a perennial tributary to English Creek, will be impacted by a 30" CSP with an open throat catch basin near the outlet to dissipate energy. Permanent Stream Impacts: 147 lf Permit Site 45: Stream SK, a perennial tributary to English Creek, will be impacted by the replacement of a concrete line channel with rip rap lined standard base ditch. During the 4C meeting, held January 16, 2013, the USACE stated that this site was "no net loss" therefore, a nonmitigable temporary impact. Temporary Stream Impacts: 0.03 ac MORATORIUM The North Carolina Wildlife Resources Commission (NCWRC), in a letter dated July 9, 2007 issued the following moratoriums: • Big Crabtree Creek (& UTs) - October 15 to April 15 (trout); • Little Crabtree Creek (& UTs) - January 1 to April 15 (trout); • Brushy Creek (& UTs) - January 1 to April 15 (trout); • Long Branch (& UTs) - January 1 to April 15 (trout); FEDERALLY PROTECTED SPECIES Plants and animals with Federal classification of Endangered (E) or Threatened (T) are protected under provisions of Section 7 and Section 9 of the Endangered Species Act of 1973, as amended. As of December 26, 2012 the USFWS lists nine federally protected species for Yancey County and eleven federally protected species for Mitchell County (Table 5). 16 Table 5. Federally Protected Species Listed for Yancey & Mitchell Counties. Scientific Name Common Name Federal Status Habitat Present Biological Conclusion County Clemmys muhlenbergii Bog turtle T(S/A) No Not Required Yancey/ Mitchell Glaucomys sabrinus coloratus Carolina northern flying squirrel E No No Effect Yancey/ Mitchell Myotis sodalis Indiana bat E Yes MANLAA Mitchell Corynorhinus (=Plecotus) townsendii virginianus , Virginia big -eared bat E No No Effect Yancey Alasmidonta raveneliana Appalachian elktoe E Yes MALAA Yancey/ Mitchell Microhexura montivaga Spruce -fir moss spider E No No Effect Yancey/ Mitchell Solidago spithamaea BlueRidge goldenrod T No No Effect Mitchell Liatris helleri Heller's blazing star T No No Effect Mitchell Houstonia montana (=Hedyotis purpurea var. montana) Roan Mountain bluet E No No Effect Yancey/ Mitchell Geum radiatum Spreading avens E No No Effect Yancey/ Mitchell Spiraea virginiana Virginia spiraea T Yes MANLAA Yancey/ Mitchell Gymnoderma lineare Rock gnome lichen E No No Effect Yancey/ Mitchell Summary of Species with Habitat Indiana bat - No hibernating habitat for Indiana bat is known in the project footprint but potential roost trees are present though in not enough quantity to warrant mist netting surveys for the species. Appalachian elktoe - Surveys performed in 2002 and 2005 by NCDOT personnel found Appalachian elktoe up and downstream of the South Toe River bridge and a 2008 survey found a nursery colony of Appalachian elktoe in a sand bar along a bent of the South Toe River bridge. A Biological Assessment (BA) was submitted to the US Army Corps of Engineers (USACE) and the US Fish and Wildlife Service (USFWS) on August 9, 2007. A Biological Opinion was issued by USFWS on March 14, 2008. Appalachian elktoe around the South Toe River bridge were relocated in 2008, 2009, 2010 and 2011 with USFWS approved protocol. USFWS reinitiated Section 7 Consultation for the South Toe Crossing only on June 29, 2011 because the temporary impacts at the site were much higher than anticipated and the design included bents in the water. A BA Addendum with reduced temporary impacts and bents only at the water's edge was submitted to USACE and USFWS on March 26, 2013. The Amended BO will be forwarded as soon as it is issued. 17 Virginia spiraea — A known population of Virginia spiraea is located 1.5 miles downstream of the South Toe River crossing though the last specimens were observed in 1988. Initial surveys for Virginia spiraea in the project study area were conducted in 2003 outside of the survey window. Subsequent surveys were conducted in June 2006 and July 2012 with no specimens found during any of the surveys. INDIRECT CUMULATIVE IMPACT ANALYSIS Existing rules for the 401 Water Quality Certification Program (15A NCAC 2H .0506(b)(4)) require that the NCDWQ determine that a project "does not result in cumulative impacts, based on past or reasonably anticipated future impacts, that cause or will cause a violation of downstream water quality standards." Indirect and Cumulative Effects A Qualitative Indirect and Cumulative Effects (ICE) Assessment was completed for the entire R-2518/R-2519 project in February 20041. The report concluded that there would be some increase in regional accessibility throughout this part of western North Carolina when the project was considered cumulatively with other TIP projects (A-10, R-2520, and R-2598). However, even with the occurrence of other factors that also indicated the potential for indirect land use change related to the construction of the project, it was determined that declining population, unsuitable topography, and limited water and sewer availability would severely limit any potential effects. Potential deterioration to water quality as an indirect effect of the project.was therefor also found to be minimal. A Community Impact Assessment (CIA) was completed in February 20052, specifically for the B-section of R-2519. Within the CIA, an ICE Screening Analysis was performed. Consistent with the 2004 ICE, this analysis concluded that while some increase in regional mobility may occur, the overall the likelihood of any significant land use change associated with R-2519B was unlikely. Again, slow population and employment growth, unsuitable land (steep slopes), and lack of water and sewer were listed as the major growth inhibitors. In July 2007, in response to specific comments from the USFWS, an analysis was made of the potential increase in impervious surface that could occur as a result of the R-2518 and R-2519 projects. This report set an arbitrary threshold of 6 percent impervious land cover as the point at which potential water quality problems may occur. The present level of impervious surface within the ICE Future Land Use Study Area (FLUSA) was measured. Calculations were then made to determine how many additional acres of particular land uses (low and high intensity residential, commercial/industrial) would be needed to reach the 6 percent threshold. In all cases, the necessary land use change needed substantially exceeded any realistic induced growth scenario. The overall dominant influence affecting future land development suitability was determined to be the availability of water and sewer service. 18 CULTURAL RESOURCES Archaeology Data Recovery Plans to recover archaeological materials for analysis and interpretation of the occupation of the sites have been prepared. Such an endeavor will include documenting the depth and extent of deposits and defining any additional intact deposits and features present within the archaeological sites. In a letter dated May 7, 2007, the USACE (Lead Federal Agency) indicated that NCDOT's coordination with the HPO to date is acceptable. A Memorandum of Agreement (MOA) between USACE and HPO regarding adverse impact mitigation for sites 31YC31, 31 YC 183, and 31ML80 was executed on June 18, 2012. This MOA includes the Tribal Historic Office of Historic Preservation for the Eastern Band of Cherokee Indians (THPO) as a consulting party in compliance with 36 CFR 800. The THPO has been copied on all relevant historic information throughout the project development process. The MOA was submitted to the pertinent parties and copies are available upon request. Historic Architecture The improvements to US 19E will have an effect on the National Register of Historic Places eligible E.W. and Dollie Huskins House (Figure 3). After consultation with the State Historic Property Office (HPO), NCDOT proposes to mitigate potential adverse effect to the property by including a seeded slope that is feasible for mowing by the owner in the proposed design. In a letter dated May 7, 2007, the lead federal agency for this project, the USACE concurred with the determination of effects under Section 106 of the National Historic Preservation Act and the coordination to date with HPO with respect to historic structures. The letter was submitted to the pertinent parties and copies are available upon request. SECTION 4(f) Section 4(f) and de minimis Potential constraints associated with Section 4(f) resources (as defined in Section 4(f) of DOT Act of 1996, as amended, were evaluated and it was determined that the project will have no effect on Section 4(f) resources. FEMA COMPLIANCE The project has been coordinated with appropriate state and local officials and the Federal Emergency Management Agency (FEMA) to assure compliance with FEMA, state, and local floodway regulations. WILD AND SCENIC RIVER SYSTEM The project will not impact any designated Wild and Scenic Rivers or any rivers included in the list of Study Rivers (Public Law-542, as amended). 19 MITIGATION OPTIONS The NCDOT is committed to incorporating all reasonable and practicable design features to avoid and minimize jurisdictional impacts, and to provide either on -site or compensatory mitigation of all remaining, unavoidable jurisdictional impacts. Avoidance measures were taken during the planning and NEPA compliance stages; minimization measures were incorporated as part of the project design. Avoidance and Minimization Avoidance and minimization measures for the Planning and Design Phase include the following items: • Junction boxes will be utilized at several sites to dissipate energy and reduce outlet velocities. • Hazardous spill basins will be located on both banks of the South Toe River crossing (Site 5) to minimize impacts to the river and endangered species. • Dry detention basins will be employed at three sites to minimize erosive stormwater flows. • Preformed Scour Holes will be utilized at three sites to attenuate and disperse stormwater flow. • Design Standards in Sensitive Watersheds will be implemented throughout the project. For the above bulleted items, please refer to attached Stormwater Management Plan for expanded details. Further avoidance and minimization measures: • The new bridges at the South Toe River crossing will largely span the river except for two bents which will be located at the edge of the water. • Sills will be used in the outer barrels at the Brushy Creek crossing (Site 29) with baffles in the center barrel. • Design for the new South Toe river bridges will eliminate deck drains while directing runoff to grassed swales/hazardous spill basins. • The amount of temporary impacts to streams at the South Toe River crossing has been reduced through redesign from 0.22 acre to 0.15 acre. • 1,499 if of mitigation credit will result from onsite mitigation/natural stream design which will reduce the amount of mitigation required from EEP. Compensatory Mitigation Based on field and meeting discussions with agency representatives and per the NCDOT plans and 401/404 permit application for R-2519B; NCDOT proposes to provide a total of 2,322 linear feet of stream channel relocations and restorations for a total of 1499 feet of mitigation credit. This mitigation credit total is based on a 1:1 ratio for all the sites with the exception of a 1:2 ratio at Site 30 based on the existing and proposed condition. An as -built report will be submitted within 60 days of completion of the each mitigation site to verify actual mitigation areas constructed and planted. The success of the 20 mitigation areas and determination of final credits will be based upon successful completion and closeout of the monitoring period at each site. Proposed Mitigation for R-2519B Permanent Stream Impacts on Project 72561f Impacts Requiring Mitigation from USACE (See Table 4) 6813 if (Impacts Requiring Mitigation from NCDWQ = 5498) Subtract 28 if of non-mitigable impact at site 6 -28 If Subtract 40 If for day -lighting at Site 22 -40 If Subtract Onsite mitigation (see revised mitigation plan) -1499 if Impacts requiring Mitigation from EEP Streams 5246 if Wetlands 0.15 ac REGULATORY APPROVALS Application is hereby made for a USACE Individual 404 Permit as required for the above -described activities. Application is hereby made for a Section 401 Water Quality Certification from the N.C. Division of Water Quality. In compliance with Section 143- 215.3DC of the NCAC we have provided a method of debiting $570, as noted in the subject line of this application, as payment for processing the Section 401 Water Quality Certification application. We are providing five copies of this application to DWQ, for their use. A copy of this permit application will be posted to the DOT website at: http://www.ncdot.org/doh/preconstruct/pe/neu/permit.html. If you have any questions or need additional information, please contact Jeff Hemphill at jemphill@ncdot.gov or (919) 707-6126. Sincerel F Richard W. Hancock, P.E., Manager Project Development and Environmental Analysis Unit Cc: NCDOT Permit Application Standard Distribution 21 U.S. ARMY CORPS OF ENGINEERS APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT 33 CFR 325. The proponent agency is CECW-CO-R. OMB APPROVAL NO 0710-0003 EXPIRES: 28 FEBRUARY 2013 Public reporting for this collection of information is estimated to average 11 hours per response, inc uding the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding this burden estimate or any other aspect of the collection of information, including suggestions for reducing this burden, to Department of Defense, Washington Headquarters, Executive Services and Communications Directorate, Information Management Division and to the Office of Management and Budget, Paperwork Reduction Project (0710-0003). Respondents should be aware that notwithstanding any other provision of law, no person shall be subject to any penalty for failing to comply with a collection of information if it does not display a currently valid OMB control number. Please DO NOT RETURN your form to either of those addresses. Completed applications must be submitted to the District Engineer having jurisdiction over the location of the proposed activity. PRIVACY ACT STATEMENT Authorities: Rivers and Harbors Act, Section 10, 33 USC 403; Clean Water Act, Section 404, 33 USC 1344; Marine Protection, Research, and Sanctuaries Act, Section 103, 33 USC 1413; Regulatory Programs of the Corps of Engineers; Final Rule 33 CFR 320-332. Principal Purpose: Information provided on this form will be used in evaluating the application for a permit. Routine Uses: This information may be shared with the Department of Justice and other federal, state, and local government agencies, and the public and may be made available as part of a public notice as required by Federal law. Submission of requested information is voluntary, however, if information is not provided the permit application cannot be evaluated nor can a permit be issued. One set of original drawings or good reproducible copies which show the location and character of the proposed activity must be attached to this application (see sample drawings and/or instructions) and be submitted to the District Engineer having jurisdiction over the location of the proposed activity. An application that is not completed in full will be returned. (ITEMS 1 THRU 4 TO BE FILLED BY THE CORPS) 1. APPLICATION NO. 2. FIELD OFFICE CODE 3. DATE RECEIVED 4. DATE APPLICATION COMPLETE (ITEMS BELOW TO BE FILLED BY APPLICANT) 5. APPLICANT'S NAME First - Gregory Middle -J. Last - Thorpe Company - NCDOT-PDEA E-mail Address-gthorpe@ncdot.gov 8. AUTHORIZED AGENT'S NAME AND TITLE (agent is not required) First - Phil Middle - Last - Harris Company - NCDOT NES E-mail Address-pharris@ncdot.gov 6. APPLICANT'S ADDRESS: Address- City - State - Zip - Country - 9. AGENT'S ADDRESS: Address - City - State - Zip - Country - 7. APPLICANT'S PHONE NOs. w/AREA CODE a. Residence b. Business c. Fax 919-707-6111 10. AGENTS PHONE NOs. w/AREA CODE a. Residence b. Business c. Fax STATEMENT OF AUTHORIZATION 11. I hereby authorize, to act in my behalf as my agent in the processing of this application and to furnish, upon request, supplemental information in support of this permit application. SIGNATURE OF APPLICANT DATE NAME, LOCATION, AND DESCRIPTION OF PROJECT OR ACTIVITY 12. PROJECT NAME OR TITLE (see instructions) Improvements to US 19/US-19E from SR 1186 in Yancey County to west of Spruce Pine in Mitchell County (TIP No. R-2519B) 13. NAME OF WATERBODY, IF KNOWN (if applicable) Numerous - See permit drawings and cover letter 14. PROJECT STREET ADDRESS (if applicable) Address City State- Zip- 15. LOCATION OF PROJECT Latitude: oN 35.90167 Longitude: oW 82.14413 16. OTHER LOCATION DESCRIPTIONS, IF KNOWN (see instructions) State Tax Parcel ID Municipality Section - Township - Range - ENG FORM 4345, OCT 2012 PREVIOUS EDITIONS ARE OBSOLETE. Page 1 of 3 17. DIRECTIONS TO THE SITE Please see attached vicinity map and cover letter. 18. Nature of Activity (Description of project, include all features) The improvement and expansion of the existing roadway to a multi -lane road facility. 19. Project Purpose (Describe the reason or purpose of the project, see instructions) The purpose of the project is to add traffic capacity, system linkage and safety to US 19/US 19E. USE BLOCKS 20-23 IF DREDGED AND/OR FILL MATERIAL IS TO BE DISCHARGED 20. Reason(s) for Discharge Roadway fill (in wetlands and surface water), pipe/culvert construction, bridge construction (temporary impacts only), stream relocation. 21. Type(s) of Material Being Discharged and the Amount of Each Type in Cubic Yards: Type Type Type Amount in Cubic Yards Amount in Cubic Yards Amount in Cubic Yards See attached cover letter. 22. Surface Area in Acres of Wetlands or Other Waters Filled (see instructions) Acres See attached cover letter. or Linear Feet See attached cover letter. 23. Description of Avoidance, Minimization, and Compensation (see instructions) See attached cover letter. ENG FORM 4345, OCT 2012 Page 2 of 3 24. Is Any Portion of the Work Already Complete? Yes X No IF YES, DESCRIBE THE COMPLETED WORK 25. Addresses of Adjoining Property Owners, Lessees, Etc., Whose Property Adjoins the Waterbody (if more than can be entered hem, please attach a supplemental list). a. Address- See attached permit drawings. City - State - Zip - b. Address - City - State - Zip - c. Address - City - State - Zip - d. Address - City - State - Zip - e. Address - City - State - Zip - 26. List of Other Certificates or Approvals/Denials received from other Federal, State, or Local Agencies for Work Described in This Application. AGENCY TYPE APPROVAL* IDENTIFICATION DATE APPLIED DATE APPROVED DATE DENIED NUMBER * Would include but is not restricted to zoning, building, and flood plain permits 27. Application is hereby made for permit or permits to authorize the work described in this application. I certify that this information in this application is complete and accurate. I further certify that I possess the authority to undertake the work described herein or am acting as the duly authorized agent of the applicant. IV,t 1 �y T� `' ( 20/3TE SI A U OF APPLICANT6 AT 1 SIGNATUREP�OF AGENT / The Application must be signed by the person who desires to undertake the proposed activity (applicant) or it may be signed by a duly authorized agent if the statement in block 11 has been filled out and signed. 18 U.S.C. Section 1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United States knowingly and willfully falsifies, conceals, or covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious or fraudulent statements or entry, shall be fined not more than $10,000 or imprisoned not more than five years or both. ENG FORM 4345, OCT 2012 Page 3 of 3 r;j Ecosystem PROGRAM November 5, 2013 Mr. Richard W. Hancock, P.E. Manager, Project Development and Environmental Analysis Unit North Carolina Department of Transportation 1548 Mail Service Center Raleigh, North Carolina 27699-1548 Dear Mr. Hancock: Subject: EEP Mitigation Acceptance Letter: R-2519B, US 19E from SR 1186 (Old US 19) in Yancey County to Multi -lane section West of Spruce Pine, Mitchell and Yancey Counties The purpose of this letter is to notify you that the Ecosystem Enhancement Program (EEP) will provide the compensatory stream and riparian wetland mitigation for the subject project. Based on the information supplied by you on November 4, 2013, the impacts are located in CU 06010108 of the French Broad River basin in the Northern Mountains (NM) Eco-Region, and are as follows: French Broad 06010108 NM Stream Wetlands Buffer (Sq. Ft.) Cold Cool Warm Riparian Non- Riparian Coastal Marsh Zone 1 Zone 2 Impacts (feet/acres) 5,246.0 i 0 0 0.15 0 0 0 0 *Some of the stream and wetland impacts may be proposed to be mitigated at a 1:1 mitigation ratio. See permit application for details. This mitigation acceptance letter replaces the mitigation acceptance letters issued on June 25 and July 9, 2013. EEP commits to implementing sufficient compensatory riparian wetland mitigation credits to offset the impacts associated with this project as determined by the regulatory agencies in accordance with the N. C. Department of Environment and Natural Resources' Ecosystem Enhancement Program In -Lieu Fee (NCDENR EEP ILF) Instrument dated July 28, 2010. The stream impact and associated mitigation need were under projected by the NCDOT in the 2013 impact data. EEP will commit to implement sufficient compensatory stream mitigation credits to offset the stream impacts associated with this project as determined by the regulatory agencies using the delivery timeline listed in Section F.3.c.iii of the NCDENR EEP ILF Instrument dated July 28, 2010. If the above referenced impact amounts are revised, then this mitigation acceptance letter will no longer be valid and a new mitigation acceptance letter will be required from EEP. 8420. If you have any questions or need additional information, please contact Ms. Beth Harmon at 919-707- Sincerely, Ja ..V . Stanfill EEP Asset Management Supervisor cc: Ms. Lori Beckwith, USACE — Asheville Regulatory Field Office Ms. Amy Chapman, Division of Water Quality, Wetlands/401 Unit File: R-2519B Revised 2 . Protecting Ow( state AVA NCDENR North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-707-8976 / htto://oortal.ncdenr.org/web/eep Beverly Eaves Perdue Governor North Carolina Department of Environment and Natural Resour6 s: Division of Water Quality <t>aY it 1 20 Charles Waklid, P.E. j Dee Freeman Director ,�� 10 uir,;Seeretary May 9, 2012 PDEA-ttt`; ,1.., Mr. Jeff Hemphill NC Department of Transportation Project Development and Environmental Analysis 1598 Mail Service Center Raleigh, North Carolina 27699-1598 Subject: NCDOT TIP R-2519B, Yancey and Mitchell Counties Re -Verification for Final Approved Jurisdictional Determination in the French Broad River Basin, 040306 On -Site Determination for Applicability to the Mitigation Rules (15A NCAC 2H .0506(h) Dear Mr. Hemphill: On March 14, 2012, at your request and in your attendance, Mike Parker, NC Division of Water Quality (NCDWQ) staff, conducted an on -site determination to review drainage features located north and south of US Highway 19E from its intersection with NCSR 1308 (Double Island Road) in Yancey County to NCSR 1271 in Mitchell County for applicability to the mitigation rules (15A NCAC 2H. 0506(h)). The drainage features are approximated on the attached maps initialed and dated May 9, 2012. Stream SA Perennial within Study Area Stream SC Deemed non jurisdictional within Study Area Stream UT 1 CC Perennial within Study Area added 61 lin. ft. Stream SL Perennial within Study Area was added to list Stream UT2D Intermittent outside DOT ROW removed from list Ponds A & C Jurisdictional and inside NCDOT's ROW were added to the Brushy Creek Rapanos form Wetland 2DN abuts Stream 2D is being mowed but wetland criteria being met Wetland WB Wetland IIC at horse corral wetland criteria remains Wetland UT2BC hydrology has been cut off and no longer meets the three wetland criteria Your letter of March 28, 2012, the spread sheet list of streams and wetlands entitled Updated 2012 Change Summary from 2004 Verification and updated Rapanos forms for the Brushy Creek and Big Crabtree Creek drainage areas are also attached, initialed and dated. Please note that other sites identified in the jurisdiction verification request package but not reviewed on site by NCDWQ will be considered accurate as presented. Also, this letter only addresses the applicability to the mitigation rules at the site specifically marked on the attached maps as the study area and does not apply to reaches of the channel or feature outside of the NCDOT project area, or to any other drainage features in the vicinity. This letter only addresses the applicability to the mitigation rules and the buffer rules and does not approve any activity within the buffer, Waters of the United States, or Waters of the State. Any impacts to wetlands or streams must comply with the 404/401 regulations, water supply regulations (15A NCAC 2B .0216), and any other required federal, state and local regulations. SURFACE WATER PROTECTION SECTION -Asheville Regional Office 2090 U.S. Highway 70, Swannanoa, North Carolina 28778-8211 Phone: 828-296-45001 FAX: 828-299-7043 Internet: www.ncwaterquality.org NorthCarolina a l/1;11y An Equal Opportunity i Affirmative Action Employer Mr. Jeff Hemphill May 9, 2012 Page Two The owner (or future owners) or permittee should notify NCDWQ (and other relevant agencies) of this determination in any future correspondences concerning this property and/or project. This on -site determination shall expire five (5) years from the date of this letter. Landowners or affected parties that dispute a deteliiiination made by NCDWQ or Delegated Local Authority that a surface water exists and that it is subject to the mitigation rules may request a determination by the Director. A request for a determination by the Director shall be referred to the Director in writing c/o Brian Wrenn, NCDWQ Wetlands/401 Unit, 1650 Mail Service Center, Raleigh, NC 27699-1650. Individuals that dispute a determination by NCDWQ or Delegated Local Authority that "exempts" a surface water from the mitigation rules may ask for an adjudicatory hearing. You may obtain the petition form from the Office of Administrative Hearings. You must file the petition with the Office of Administrative Hearings within sixty (60) days of receipt of this notice and the date the affected party (including downstream and adjacent landowners) is notified of this decision. A petition is considered filed when it is received in the Office of Administrative Hearings during normal office hours. The Office of Administrative Hearings accepts filings Monday through Friday between the hours of 8:00am and 5:00pm, except for official state holidays. The original and one (1) copy of the petition must be filed with the Office of Administrative Hearings. The petition may be faxed -provided the original and one copy of the document is received by the Office of Administrative Hearings within five (5) business days following the faxed transmission. The mailing address for the Office of Administrative Hearings is: Office of Administrative Hearings 6714 Mail Service Center Raleigh, NC 27699-6714 Telephone: (919)-733-2698, Facsimile: (919)-733-3478 A copy of the petition must also be served on DENR as follows: Ms. Mary Penny Thompson, General Counsel Department of Environment and Natural Resources 1601 Mail Service Center Raleigh, NC 27699-1601 This determination is final and binding unless you ask for a hearing within 60 days. If you have any additional questions or require additional information please call me at 828-296-4500 or at mike.parker@ncdenr.gov. Sincerely, Michael R. Parker Environmental Senior Specialist Attachment cc: Lori Beckwith, USACE — Asheville Regulatory Field Office Transportation Pettititting Unit Mike Parker-ARO Stream Calls for R-2519B US 19E, Yancey and Mitchell Counties Final Minutes for Hydraulic Design Review Meeting R-2519B State Project 35609.1.1 US 19 east from NC 80 in Yancey County to multi -lane section West of Spruce Pines in Mitchell County Division 13 A Hydraulic Design Review Meeting was held on Wednesday, July 22, 2009 in the Hydraulics Conference Room at the NCDOT Century Center Complex, Raleigh. Team Members: Participants: Andrew Nottingham -Hydraulics (Present) David Baker-USACE (Present) Marella Buncick-USFWS (Present) Marla Chambers-NCWRC (Present) Brian Wrenn-NCDWQ (Present) Kathy Matthews -EPA (Present) Charles P. Nicholson -TVA (Absent) Donnie Brew- FHWA (Present) Brenda Moore -Roadway (Present) Quang Nguyen -Structures (Present) Steve Brown-PDEA (Present) Carla Dagnino — PDEA-NEU(Present) Ricky A. Tipton -Division 13 (Absent) Melanie Nguyen — Hydraulics Chris Militscher-EPA Linwood Stone-PDEA Karen Reynolds — PDEA Jeff Hemphill — NEU The meeting began at 1:00 p.m. with introductions initiated by Andrew Notthingham (NCDOT Hydraulics) and proceeded with the review of the project as follows: Sheet 4 • Recommended to move the outlet at station 25+50 —L- Rt (end of bridge) to left side of —L- and ditch down to left side of —Y 1- and along —Y 1- from STA 13+00 —Yl-Lt to 15+40 —Yl-Lt for some treatment before entering the Unnamed Tributary(UT) to Little Crabtree Creek(LCC). • It was determined that the existing 54" CMP right of station 14+00 -Yl- Rt could not be removed and replaced with a open channel due to limited room between — YI- and the new bridge slope. Sheet 5 • No changes recommended. Sheet 6 • The existing 4 @ 12' x 9' reinforced concrete box culvert (RCBC) at station 44+11 —L- will be extended up and downstream as a 4 @ 12' x 10' RCBC. The extension portions of the culvert will have baffles to retain bed material. Low flow floodplain benches will be used up and downstream of the culvert to maintain the natural channel width up and downstream of the culvert. • Roadway drainage has been directed to grass swales for treatment prior to entering Little Crabtree Creek. Sheet 7 • 2GI at station 52+80 —L- LT will be changed to a JB. Drainage that was flowing into this 2GI will be routed to grass swale on sheet 6. • Existing 48" CMP at station 58+27 —L- on UT to LCC is in poor condition and will be lined with a 36" CSP. It will be extended upstream as a 36" CSP and downstream as a 48" RCP. • Grass swale used from station 52+80 to 54+50 —L- Lt. Sheet 8 • No jurisdictional features impacted, no changes recommended. Sheet 9 • Existing 54" RCP that changes to a 4'x 4' RCBC at station 79+15 —L- on UT to South Toe River (STR) will be retained and extended upstream with a 54" RCP. It will be extended downstream with a junction box and 60" RCP. The outlet channel banks will be stabilized with Class II rip rap. • Hazardous spill basin/detention basin will be used from station 83+00 Rt. to 84+50 Rt. —L-. Total capacity required is 8792 cubic ft and the total capacity provided is 11,505 cubic ft. Runoff from the project will be directed to this Hazardous spill basin prior to entering the South Toe River. Sheet 10 • No jurisdictional features impacted, no changes recommended. Sheet 11 • Grass swale/Hazardous spill basin/detention basin will be used from station 111+50 Rt. to 119+00 Rt. —L-. Total capacity required is 6377 cubic ft and the total capacity provided is 43,500 cubic ft. Runoff from the South Toe River bridge will be directed to this Hazardous spill basin. There is also an Archeological site in this location and further coordination will be required with the NCDOT Human Environment Unit. Sheet 12 • NCDOT presented two bridge alternatives for the South Toe River bridge crossing. Alternative #1 is a steel plate girder bridge with 3 spans of 85', 175' and 55'. This alternative spans the river from top of bank to top of bank with no bents located in the normal water surface. Alternative #2 is 72" bulb tee concrete girder bridge with 3 spans of 120', 120' and 75'. This alternative has bents located along the edge of the normal water surface but spans the majority of the main channel. Alternative #2 cost approximately $400,000 less than alternative #1. NCDOT noted that alternative #2 would still have less permanent surface water impacts than the existing structure. It was decided to set up a meeting in the field with the team members and NCDOT construction personnel to discuss constructability and the pros and cons of each structure to make a decision on which alternative to use. • Grass swale/Hazardous spill basin/detention basin will be used from station 124+50 Rt. to 127+00 Rt. —L-. Total capacity required is 5947 cubic ft and the total capacity provided is 24,550 cubic ft. Runoff from the project will be directed to this Hazardous spill basin prior to entering the South Toe River. • The existing culvert on Long Branch Creek left of station 126+50 —L- will be removed.The str eam will be restored in this area. Sheet 13 • The existing 2 @ 6' x 6' RCBC on Long Branch Creek at station 134+80 —L- will be extended upstream 144ft and connected with the existing 2 @ 6' x 6' RCBC at station 10+51 —Y14- and then extended another 194 ft upstream. • The existing 54" CMP on UT to Long Branch Creek at station 139+18 —L- is in poor condition and it will be replaced with a new 54" pipe. • A grass swale is proposed from station 135+75 to 139+00 —L-Lt. Sheets 14 • It was noted that some of the wetlands shown south of the project on this sheet have been filled in by recent construction. NCDOT and the USACOE will investigate. • The existing 30" CMP on UT to Long Branch Creek at station 150+90 —L- is in poor condition and it will be replaced with a new 36" RCP. • Recommended the grass swale at station 155+50 —L- Rt. to station 156+50 —L- Rt. be expanded into a dry detention basin. • The existing 7' x 5' RCBC on UT to Long Branch Creek at station 155+45 —L- will be extended upstream and downstream. There is approximately a 2 ft. drop at the outlet of the existing culvert. NCDOT will design the stream relocation at the outlet with step pools to bring the stream grade back up to the culvert outlet elevation. • The existing 10' x 5' RCBC on UT to Long Branch Creek at station 14+90 —Y17- is in poor condition and will be removed and replaced with an 8' x 6' RCBC with alternating low flow baffles. Sheet 15 • No changes recommended. Sheet 16 • The existing 36" CMP on UT to Long Branch Creek left of station 179+75-L- will be removed. The stream bank adjacent to the road will need to be rip rapped in this area due to the close proximity of the creek. • The existing 36" CMP on UT to Long Branch Creek at station 183+10-L- will be removed and replaced with a new 36" RCP. The stream begins just south of the project and all of the stream south of the project will be permanently impacted. Sheet 17 • The existing 30" CMP on UT to Long Branch Creek at station 191+55-L- will be removed and will be replaced with a 42" RCP. The existing 36" CMP on UT to Long Branch Creek at station 195+61-L- will be removed. This tributary will be picked up in a 24" CSP south of the project and piped to the 42" RCP at station 191+55-L-. Sheet 18 • UT's to Parsnip Branch at station 205+60 and 206+50 —L- north of the project will be impacted due to roadway widening. • A historic property is located right of station 215+00 —L-. It is recommended to eliminate pipe outlet and rip rap ditch from station 214+10 —L- Rt to station 214+70 —L- Rt in this location to avoid impacts to the historic property. • The existing 54" CMP on Parnsip Branch at station 214+00 —L- is in poor condition and it will be replaced with a new 60" pipe. Further coordination will be required with the NCDOT Human Environment Unit to determine if this will have an adverse impact on the historic property. Sheet 19 • No changes recommended. Sheet 20A • Grass swale used from station 237+00 to 241+00 —L- Rt. • Preformed scour used left of station 246+30 —L- • Stream relocation of UT to Big Crabtree Creek from station 244+00 —L- Rt to station 248+00 —L- Rt. NCDOT will investigate if stream mitigation is possible at this location. It was noted that there is an archeological site in this location and that further coordination will be required with the NCDOT Human Environment Unit. Sheet 21A • The existing 4 @ 11' x 11' RCBC on Big Crabtree Creek at station 248E+0 —L- will be replaced with a 3 span concrete girder bridge 216' in length. The center span will span the creek. NCDOT will restore Big Crabtree Creek where the culvert is removed. • A dry detention Basin is proposed right of station 251+00 —L-. • The existing 54" CMP on the UT to Big Crabtree Creek at station 15+05 —Y23A- is in poor condition and will be replaced with a 60" RCP. NCDOT will investigate if the rip rap bank protection upstream of the new 60" RCP in this location can be reduced. At this point in the meeting it was decided that another meeting would be required to finish the 4b review. NCDOT will try to combine the rest of the 4b meeting with the field meeting to review the South Toe River bridge crossing. The meeting was adjourned at 4:15 pm. Final Minutes for Second Hydraulic Design Review Meeting R-2519B State Project 35609.1.1 US 19 east from NC 80 in Yancey County to multi -lane section West of Spruce Pines in Mitchell County Division 13 A Hydraulic Design Review Meeting was held on Wednesday, September 23, 2009 in the Hydraulics Conference Room at the NCDOT Century Center Complex, Raleigh. Team Members: Participants: Andrew Nottingham -Hydraulics (Present) David Baker-USACE (Present) Marella Buncick-USFWS (Present) Marla Chambers-NCWRC (Present) Brian Wrenn-NCDWQ (Teleconference) Kathy Matthews -EPA (Present) Charles P. Nicholson -TVA (Absent) Donnie Brew- FHWA (Present) Brenda Moore -Roadway (Present) Quang Nguyen -Structures (Present) Carla Dagnino — PDEA-NEU(Present) Ricky A. Tipton -Division 13 (Absent) Rekha Patel -Roadway Amy Billings -Hydraulics Melanie Nguyen — Hydraulics Jamie Lancaster-NEU Marissa Rodman-NEU Linwood Stone-PDEA Karen Reynolds — PDEA Jeff Hemphill — NEU The meeting began at 10:00 a.m. with introductions initiated by Andrew Notthingham (NCDOT Hydraulics) and proceeded with the review of the project as follows: Sheet 21 • No changes recommended. Sheet 22 • All existing outlets in this vicinity are badly eroded. Now the drainage is being taken to the dry detention basin on Sht 21. • It is recommended to stabilize the channel beyond the outlet at STA 270+70 —L- (RT) with rip rap. • There was some concern about the wetland in the middle of the page. This wetland is being supplied by the stream along the property line on the bottom portion of the page. Sheet 23 • Show a short section of ditch with rip rap around Sta 282+00 to the JS. (in the middle of the sheet) Sheet 24 • It was recommended to change the angle of the outlet pipe around Sta 300+00 —L- (RT) to come into the stream at an angle less than 90 degrees. This may result in a longer pipe section. Sheet 25 • At the outlet of the 60" CSP, there is a small section of stream before the existing stream. The outlet is very steep; therefore, junction boxes (JB's) are being used to come out at a flatter slope. The erosion is minimized by piping to JB's. • There are additional jurisdictional streams (JS) identified by Jeff Hemphill on this sheet left of station 305+50 —L-. These streams as well as other new streams noted in these minutes will need to be confirmed by USACE and DWQ. Sheet 26 • There is an additional JS identified by Jeff Hemphill at approximately Sta 317+00 —L- (LT). Drainage in this area will be revised. The existing 30" cmp will now be retained rather than plugged. • Two options were handed out for the culvert crossing under US 19 in the vicinity of —Y30- and —Y31-. A pdf of these alternates are included with these meeting minutes. The first option would involve a stream relocation of the Tributary to Brushy Creek south of the project from station 320+00 to 325+00 —L- Rt. under — Y30- and through the gas station property right of station 322+00 —L-. Geotech has done some soil investigations in the gas station area right of station 322+00 — L- and the soil is contaminated. Geotech estimated the cost to clean up the soil and ground water to be $700,000 with a low cost of $500,000 and a high cost of $1,000,000. If a channel is put in this location, there is a chance that some of the contamination may leach out into the channel and a treatment system would be needed. Option 2 involves a culvert crossing under US 19 at station 323 + 50 —L- going diagonally towards the wetland on the north side of the sheet. It is believed that this wetland may also be an old remnant channel. NCDOT will investigate if this area can be used for mitigation by relocating the stream with a buffer through the wetland area and then into Brushy Creek. The property in this area is currently being used as a pasture. The wetland in this area is mostly grass and does not rank too high. There would also be opportunity to treat stormwater from the roadway in this area if it is bought for mitigation. The second option was the preferred by the team. • There is a archeological site north of the project left of station 321+00 —L- that will have to be investigated. • The existing 3 @ 8' x 8' reinforced concrete box culvert (RCBC) on Brushy Creek at station 319 +76 —L- is to be extended on the upstream and downstream ends. There was concern abut the 3.5' drop at the outlet side of the culvert. Hydraulics agreed to look into using step pools, cross vanes, sills in the culvert and flood plain benches in the channel to restore the stream in this area. • The 2 @ 7'x 7' RCBC at Sta 327+50 —L- will be extended on the downstream end and normal flow will be maintained in the west side barrel. Sheet 27 • Around Sta 335+00 —L- (LT), there is a proposed 24" RCP outletting to the stream. There is a big drop at the stream. It was requested that the pipe be placed at an angle more in the downstream direction rather than the 90 degree to the channel. A junction box (JB) will be added near the end of the pipe with a drop inside and the pipe will be angled more in the downstream direction. • A preformed scour hole is proposed left of station 338+00 —L-. Sheet 28 • The existing 2 @ 7' x 6' RCBC at Sta 345+00 —L- will be extended on the upstream end. A stream relocation will be required upstream of the culvert. It will not be a "natural stream design"; however the design will use natural stream design techniques to make the stream stable. There is also a conflict with the gas line. The gas line will probably have to be relocated and therefore there will be a utility easement. There may also be a need for a driveway access to the existing house in this area. • Around Sta 350+00 —L- (RT) there is a proposed 24" pipe. It is recommended to use an outlet ditch to the stream from the 24" pipe. • The existing 6' x 6' RCBC on —Y34- is perched on the outlet end. NCDOT proposes to replace this culvert with a new 6' x 7' RCBC buried 1 foot with baffles and a low flow channel. USFWS requested something more natural like an arched pipe or something other than concrete with a bankfull design through the structure. NCDOT prefers a concrete culvert for long term durability. Hydraulics may be able to look at a larger size culvert. • Grass swale used from station 350+50 to 354+50 —L- RT. Sheet 29 • There is an additional JS identified by Jeff Hemphill at approximately 358+50 — L- . The existing 30" pipe at this location is being extended with a 36" pipe. Since this stream is now jurisdictional, the rip rap pad at the outlet will be replaced with Class I rip rap on the banks only. • Around Sta 360+00, it is recommended to adjust the angle on the 24" pipe and outlet channel near —Y36- to provide a smoother transition to the stream. • There is an additional JS identified by Jeff Hemphill at approximately 367+50 — L- . The existing 42" pipe in this location will be extended on the upstream end and downstream end. The pipe is perched on the downstream end. A junction box with a drop in it will be used on the downstream end to dissipate the energy. Sheet 30 • Grass swale used from station 379+00 to 381+50 —L- RT. Sheets 31 • Two jurisdictional streams were identified by Jeff Hemphill at approximately stations 388+50 —L- rt. and 398+00 —L-. Topo of the stream at Sta 398+00 —L- needs to be extended beyond the limits of the fill slope on the right side. Sheet 32 • At Sta 409+50 —L- (RT), see if a spring box is needed. Sheet 33 • Sta 415+00 —L- (RT), there was some question as to whether this was a jurisdictional stream. It appears to be very steep, but not a JS. NEU will verify. Sheet 34 • There is an additional JS identified by Jeff Hemphill at approximately 429+50 — L- at the 30" pipe crossing. The existing concrete lined ditches up and downstream of the 30" pipe crossing are badly eroded and in very poor condition. NCDOT proposes to replace the ditches with rip rap. NEU and Hydraulics will investigate if natural stream design is possible downstream of the 30" pipe crossing where the concrete ditches are to be replaced. This concluded the review of the plans. Hydraulics will set up a field meeting to review and discuss the two design alternatives of the South Toe River Bridge. The meeting was adjourned at 12:10 pm. Minutes for South Toe River Bridge Field Meeting R-2519B State Project 35609.1.1 US 19 east from NC 80 in Yancey County to multi -lane section West of Spruce Pine in Mitchell County Division 13 Date: June 28, 2011 Time: 11:00 AM Location: Bridge Site (South Toe River on US-19) Team Members: NCDOT: Andrew Nottingham -Hydraulics (Present) Lori Beckwith-USACE (Present) Marella Buncick-USFWS (Present) Marla Chambers-NCWRC (Present) Brian Wrenn-NCDWQ (Absent) Chris Militscher-EPA (Absent) Kenneth Parr -TVA (Absent) Donnie Brew- FHWA (Absent) Brenda Moore -Roadway (Absent) Quang Nguyen -Structures (Absent) Karen Reynolds-PDEA (Present) Carla Dagnino — PDEA-NEU (Absent) Ricky A. Tipton -Division 13 (Present) David Harris -Roadside Environmental (Absent) Cameron Cochran -Bridge Construction Jeff Hemphill — NEU Melanie Nquyen-Hydraulics Roger D. Bryan -Div 13 Barney Blackburn-REU Jeff Walston-REU Chuck Howard -TVA Jeff Harris -Structures Marc Cheek -Structures The meeting began at 11:10 a.m. with introductions initiated by Andrew Nottingham (NCDOT Hydraulics).A summary of the comments and recommendations from the meeting are listed below. The two alternatives presented in the information package for the meeting are as follows: Alternative #1 is a steel plate girder bridge consisting of 3 spans of 1 @ 85 ft, 1 @ 175 ft, and 1 @ 55 ft. This alternative spans the entire river and has no permanent surface water impacts due to bridge piers. Anticipated temporary surface water impacts due to rock causeways required for construction for this alternative are approximately 0.37 acres (16,117 ft2). Alternative #2 is a concrete girder bridge consisting of 3 spans of 2 @ 120 ft and 1 @ 75ft. This alternative almost spans the entire river but does have permanent surface water impacts due to bridge piers of approximately 120 ft2. Anticipated temporary surface water impacts due to rock causeways required for construction for this alternative are approximately 0.18 acres (7,841 ft2). Hydraulics noted that NCDOT has committed to spanning the South Toe River as documented in the Biological Assessment and the Biological Opinion for the project. It was noted that the temporary impacts due to the causeways for Alternate #1 (16,117 ft2) were more than the 9600 ft2 estimated in the Biological Assessment. USFWS noted that consultation would likely have to be reopened for this project since impacts have changed and another alternative other than spanning the river is being considered. NCDOT noted that although Alternate #1 would span the river,th e temporary causeway impacts would be substantially more than Alternate #2 and it would be much more difficult to construct. Alternate #1 would likely require a temporary bent to help support the steel girders due to the length of the girders. It was also explained how steel girders would require cranes to hold them in place until they can safely stand on their own until after they are framed together. It was noted that Alternate #2 uses concrete girders that once they are set in place they can stand on their own and do not require an additional crane to hold them in place. Alternate #1 would likely require larger and more cranes than Alternate #2. NCDOT noted that access roads would be required on both sides of the river on the upstream side of the bridge and on the west side of the river on the downstream side of the bridge. Access to the east side of the river on the downstream side of the bridge would have to be done by going under the bridge from the access road and temporary causeway on the upstream east side of the bridge. Due to this,the causew ay on the upstream east side of the bridge would likely have to remain in place throughout construction to allow access under the bridge. This would be more than a year. The causeway for Alternate #1 in this location is the biggest impact to the river and therefore of concern. It was asked if there was any other option that would minimize the time and the amount of temporary impact by the causeways. NCDOT did not see any other option at this time to minimize the length of time. It was asked if a temporary work bridge could be used 2 instead of a causeway. NCDOT noted that rock causeways were preferred due to the large cranes that would be required. TVA asked what is the cost difference between the causeways and work bridge. (not sure if a specific answer was given to this question) It was asked if any pipes would be needed in the causeway on the upstream eastern side of the bridge for Alternate #1. It was noted that the causeway would have to be raised to put pipes under it which would in turn increase temporary impacts. It was also noted that the causeway in this area of the river is not in the main channel and due to the bend in the river the pipes could not be lined up effectively with the flow. TVA questioned if the mussels that are removed would be returned to the same area. USFWS noted that that had not been determined yet. TVA asked how the site will look like when the construction is completed based on previous experiences. Roger D. Bryan (Division 13) said he was not sure because they mostly deal with bedrock and not fine material like this one. NCDOT noted that removal of the existing bridge deck could be done by saw cutting the deck into pieces and removing it from the top. Removal of the existing piers would require rock causeways for access as shown in the information package drawings. Hydraulics noted that hazardous spill basins are proposed upstream of the bridge on the east and west sides of the river and will collect the roadway drainage and bridge deck drainage. USFWS noted that the area on the downstream west side of the river is where most of the mussels have been found. This area would be the most sensitive area and impacts to this area should be minimized as much as possible. Both alternates will impact this area due to the temporary causeways required in phase 3 to construct the downstream portion of the new bridge. NCDOT noted that they would look at revising Alternate #2 to minimize the impacts in this area by moving the piers out of the water in this location by changing the span arrangement. It was decide that NCDOT would prepare drawings for the revised Alternate #2 showing the new span arrangement and the temporary rock causeways required to construct the bridge. NCDOT would then send this information to the team members for review and comment. USFWS will review the new drawings and prepare a list of questions for NCDOT to answer concerning the alternates and bridge construction to help in making a decision on which alternate to use. NCDOT will provide answers and set up another field meeting to decide which alternative to use. USFWS noted that consultation would be officially reopened once the specific alternate has been decided. Meeting adjourned at 12:45 pm. 3 Final Minutes for South Toe River Second Hydraulic Design Review Meeting R-2519B State Project 35609.1.1 US 19 east from NC 80 in Yancey County to multi -lane section West of Spruce Pines in Mitchell County Division 13 A Hydraulic Design Review Meeting was held on Wednesday, June 20, 2012 in the Hydraulics Conference Room at the NCDOT Century Center Complex, Raleigh. Team Members: Participants: Andrew Nottingham -Hydraulics (Present) Stephen Morgan — Hydraulics (Present) Lori Beckwith-USACE (Teleconference) Marella Buncick-USFWS (Present) Marla Chambers-NCWRC (Teleconference) Amy Euliss-NCDWQ (Teleconference) Chris Militscher-EPA (Teleconference) Charles P. Nicholson -TVA (Absent) Michael Batuzich - FHWA (Absent) Greg Brew -Roadway (Present) David Stutts-Structures (Present) Carla Dagnino — PDEA-NEU(Present) Ricky A. Tipton -Division 13 (Teleconference) Elizabeth Lusk- PDEA Jeff Hemphill — PDEA — NEU Thad Duncan -Roadway Jared Gray — PDEA Amy Simes - DENR Karen Reynolds — PDEA Mark Staley — Roadside Environmental Amy Billings -Hydraulics Cameron Cochran — Bridge Construction (Teleconference) Roger Bryan — Div 13 (Teleconference) Marissa Rodman-NEU Lamees Esmail — Hydraulics The meeting began at 9:00 a.m. with introductions initiated by Stephen Morgan (NCDOT Hydraulics) and then continued with a review of meeting minutes from the July 22, 2009 4B meeting and the June 28, 2011 field meeting pertaining to the South Toe River Bridge. The purpose of the meeting was to decide which alternate will be chosen for the bridge structure at the South Toe River Crossing, the steel girder option (alternative 1) or the concrete girder option (alternative 2). It was noted that alternative 1 had more temporary impacts than alternative 2 and more than were stated in the Biological Assessment. Revised drawings were reviewed that showed alternative 2 interior bents shifted westward to get the bents out of the water in the more sensitive area of the project. The group discussed how demolition of the existing bents could be accomplished. NCDOT bridge construction said the first attempt would be to pull the bents over and remove them completely. The next option would be to remove as much as possible. EPA asked if this could be done by sawing. NCDOT said the best method would be by hammering away the concrete and then cutting the reinforcing steel. The group had concerns about the environmental effects of saw cutting, noting containment of the saw dust is problematic. NCDENR noted the high pH levels of concrete dust. USFWS expressed concerns that the bent footings had established particular in -stream hydraulics that aided in the mussel habitat, and that total removal could disrupt this dynamic. NCDOT prefers that the work pads for removal of the existing bridge remain part of the contract and the team agreed. The team noted that the river has recreational uses and consideration must be given to boating safety- either the bents need to be removed well below the water surface, or they should remain exposed above the normal water surface with no re -bar exposed. NCDOT will gather more information from as -built plans, bridge inspection reports, and geotechnical information to make a final recommendation on bent removal. EPA said any special provisions for bent removal need to be well - written. NCDOT Division said no work would be performed during the removal stage without NCDOT inspectors present and an approved work plan. NCDOT reminded the group that both alternatives have essentially the same impacts for the various phases of construction except for the larger work pad required for the initial phase of alternative 1. NCDOT's preference would be alternative 2 because a concrete girder bridge is better long-term for maintenance and short-term for cost. NCDOT also noted the original agreement to span the river (alternativel). Upon USFWS recommendation and no objection from the group, alternative 1 was chosen to move forward through design. Consultation for the Biological Assessment and Biological Opinion will be reopened to address the impact changes for this alternative. The consultation will include construction phasing timing among other things. Other items discussed NCDENR asked if the Hazardous Spill Basin (HSB) could be altered to also function as a dry detention basin. NCDOT said it could be. EPA inquired about the offsite drainage in the SE quadrant of the bridge. NCDOT noted the feature shown in this quadrant was non jurisdictional on recent field reviews, and the offsite drainage is currently in a pipe network all the way to the stream. EPA asked if the 18" pipe could be directed into the HSB. NCDENR replied this would not be preferred because it co -mingles responsibility for maintaining storm water discharge. NCDOT will further investigate the origin of the pipe. NCDENR asked if the access road along the northwestern quadrant could be moved away from the river bank as far as possible. NCDOT agreed it could. NCDOT stated that the permit drawing review meeting (4C) will likely be in October 2012. The meeting was adjourned at 10:35 a.m. SRM Final Minutes for South Toe River Third Hydraulic Design Review Meeting R-2519B State Project 35609.1.1 US 19 east from NC 80 in Yancey County to multi -lane section West of Spruce Pines in Mitchell County Division 13 A Hydraulic Design Review Meeting was held on Wednesday, August 22, 2012 in the Hydraulics Conference Room at the NCDOT Century Center Complex, Raleigh. Team Members: Participants: Stephen Morgan — Hydraulics (Present) Lori Beckwith-USACE (Teleconference) Marella Buncick-USFWS (Teleconference) Marla Chambers-NCWRC (Teleconference) Amy Euliss-NCDWQ (Teleconference) Chris Militscher-EPA (Absent) Charles P. Nicholson -TVA (Absent) Mitch Batuzich - FHWA (Present) Greg Brew -Roadway (Present) David Stutts-Structures (Present) Carla Dagnino — PDEA-NEU (Present) Ricky A. Tipton -Division 13 (Teleconference) Jeff Hemphill — PDEA — NEU Thad Duncan -Roadway Jared Gray — PDEA Amy Simes - DENR Karen Reynolds — PDEA Mark Staley — Roadside Environmental Amy Billings -Hydraulics Cameron Cochran — Bridge Construction (Teleconference) Roger Bryan — Div 13 (Teleconference) Marissa Cox-NES Heather Wallace-NES Ed Reams -Utilities The meeting began at 9:00 a.m. with introductions initiated by Stephen Morgan (NCDOT Hydraulics) and then continued with a review of meeting minutes from the June 20, 2012 4B meeting about the South Toe River Bridge. The purpose of the meeting was to introduce a third alternate for the bridge structure at the South Toe River Crossing. The third alternative is similar to the concrete girder option (alternative 2). Alternative 3 has a different span arrangement (1@100', 1@140', and 1@75') and consists of prestressed concrete girders (72" bulb tees). This alternative has less of an impact to the mussel nursery area. Revised drawings were reviewed that showed alternative 3 interior bents locations. Photos were displayed showing this location in greater detail. At the last meeting in June, the steel bridge alternative was selected. Upon further review, the DOT came up with a third alternative (prestressed girder with different span arrangements). This alternative seems to be better suited to the project for several reasons as outlined by Structures: 1. Steel is more expensive in all aspects including material, construction and maintenance a. Two joints would be required on the bridge and would need replacing. b. Joints will eventually leak causing corrosion at end of girders. c. Steel would require long-term maintenance for the life -span of the bridge d. Temporary bents required during construction causing more temporary impact 2. Prestressed Girders will be cheaper in material, construction and maintenance a. Can be designed continuous for live load which requires no joints on the bridge. b. Allows for more balanced span arrangement c. Less impact The meeting was then open to discussion. There was discussion about the footing at bent #2. It is believed that the existing bent 2 has a spread footing with dimensions 6'-9"x7'-6" according to old microfiche drawings. USFWS was ok with the new bent going in the same location as that of the existing. If the existing bents cannot be removed easily, another alternative would be to use a hammerhead bent located between the existing 2 piers (a distance of approximately 14' at bent 2). Structures commented that there may not be a need for hammerheads if drilled shaft construction were to be used which was agreeable to the Bridge Construction Engineer. If using hammerhead piers, the existing bents could be left in place. An old bridge survey report (BSR) of the South Toe River dated November 1957 was displayed. The South Toe River seems stable based on the old BSR. The river and Long Branch Creek do not appear to be shifting since that time. The discussion of work pads followed. Bridge Construction commented that Alternative 3 would have less permanent impacts but the temporary impacts would not be reduced much. The temporary impacts are mostly from bride demolition. Phase 2 will be very short in duration since the removal does not take long. NCWRC questioned why a work pad was being used instead of a work bridge. A work bridge would not be a viable solution since very large cranes would be required for this bridge and therefore resulting in a very large work bridge. It was noted that the normal water surface at this location is very shallow. USFWS was satisfied with a concrete bridge alternative, however, they are unsure about the bent 2 removal and would like the plans refined with the room for work and construction clearly defined. Bridge Construction said bent 2 foundation appears to be 6' below the water level and has a thickness of approximately 2'-3". It would appear that a 10' deep hole would be required to dig it out. USFWS would be agreeable to the removal if it was done under low flow conditions. USFWS main concern is the sediment in the stream. They would prefer a turbidity curtain be used or other appropriate erosion control measures be taken. Bridge Construction said that the hole would be filled in as soon as possible during construction. NCDOT prefers removal of exiting bents if possible. Drilling thru the footing is not preferred since there may be a chance of hitting possible existing rebar or the edge of the footing. Bridge Construction commented that the contractor will minimize the causeways required for this location. NCDOT and NEU discussed the mussel bed location. The location is approximate and there will be further investigation done in the field to locate the mussels more accurately before the next field meeting. NES will be in the field in the beginning of September and will be able to GPS the location of the mussels. NCWRC is concerned with the mussels during construction. NCDOT will move the mussels before construction and continue to monitor them after construction for a number of years. It was noted that the mussels have been moved in the past (every 5 years) and during the first 2 years there was a drought. The other years the mussels have been doing ok. The small mussels move up and down in the substrate. More details can be developed after further design details are complete and the mussel survey is complete. USFWS requested another field meeting to discuss the timing and design and location of the hazardous spill basin. USFWS would also like to discuss more details about the construction phasing once the final bridge design is complete. There was also a request to have a representative from the Roadside Environmental group there to discuss erosion control plans. The timeline of the project will also be discussed. The team will coordinate available dates to hold the field meeting. The 4C meeting may be held in December 2012. Consultation for the Biological Assessment and Biological Opinion will be reopened to address the impact changes for this alternative. The HSB location needs to be considered for the BA/BO. NES will ask for assistance with the narrative portion of this report. Follow up from Previous Meeting NCDOT will further investigate the origin of the 18" pipe near the proposed HSB . This pipe was investigated in the field and it was determined that it carried just stormwater. NCDOT stated that the permit drawing review meeting (4C) will likely be in October 2012. It is now likely this meeting will be held in December 2012. The meeting was adjourned at 10:30 a.m. SRM/AAB Final Minutes for Permit Drawing Review (4C) Meeting R-2519B State Project 35609.1.1 US 19 east from NC 80 in Yancey County to multi -lane section West of Spruce Pines in Mitchell County Division 13 A Meeting was held on Wednesday, January 16, 2013 in the Structures Conference Room at the NCDOT Century Center Complex, Raleigh. Team Members: Participants: Non -Participants (Audit only) Stephen Morgan — Hydraulics (Present) Lori Beckwith-USACE (Present) Marella Buncick-USFWS (Present) Marla Chambers-NCWRC (Present) Amy Chapman for Amy Euliss-NCDWQ (Present) Chris Militscher-EPA (Absent) Charles P. Nicholson -TVA (Absent) Mitch Batuzich - FHWA (Absent) Greg Brew -Roadway (Present) Kevin Fischer -Structures (Present) Carla Dagnino — PDEA-NEU (Present) Ricky A. Tipton -Division 13 (Teleconference) David Stuffs -Structures Thad Duncan -Roadway Jeff Hemphill — PDEA — NEU Heather Wallace-NES Jamie Lancaster-NES Marissa Cox-NES Karen Reynolds- PDEA-NEU Mark Staley — Roadside Environmental Amy Billings -Hydraulics Brian Radakovic-Hydraulics Ed Reams -Utilities Gary McLamb-Utilities Amanda Jones-USACE Tasha McCormick-USACE Monte Matthews-USACE Tyler Crombley-USACE R-2519B Permit Drawing Review The meeting began at 2:30pm with introductions initiated by Stephen Morgan (NCDOT Hydraulics). Meeting packets were distributed via the web prior to the meeting and available by paper copy during the meeting. General Comments and Discussion USFWS asked if NCDOT was aware of the Stormwater Management Plan (SMP) that had been implemented for all sections of the US19 project. NCDOT was not aware of a specific SMP for R-2519B that would supersede the present SMP developed during the final design and permitting phase, but would investigate. Note: after the meeting, the Biological Opinion (BO) was referenced. SMPs were developed for R-2518A, R-2518B and R-2519A but not R-2519B. "....An SMP for R-2519B will be prepared during final design for that section of the project... " NCDOT stated the Stormwater Management Plan will reference site numbers in the final version. NCDOT reminded the group that as the review of each site progressed, any design modification or revisions to hydraulic structures would have to be minor. Any significant changes need to be expressed during the hydraulic design review meeting (4B) at which time they could more easily be implemented. Permit Drawing Review The meeting then proceeded sheet by sheet for comments. Permit drawings were displayed on audiovisual equipment for group discussion. Sheet 4: • No comments. Sheet 6: • Impacts at Site 2A are near an existing 15" PVC on —Y4-. The existing pipe will be removed and replaced with 2@30" RCPs. Site 2A will be added to the SMP. • Site 2 Little Crabtree Creek: The group discussed the impacts where the four barrel culvert will be extended. The proposed culvert extensions are buried 1' and have baffles in them. Floodplain benching will be used to direct low flow through the center two barrels. An existing 18" CMP cross pipe is to be removed and replaced with a storm drainage system that outlets to an armored base ditch further from the creek. The existing cross pipe discharges directly to the creek. The proposed ditch provides some treatment before discharging to Little Crabtree Creek. There were no comments on this location in the previous 4B meeting minutes. Sheet 7: • Site 3: JS UT2B has been added to the list of streams for the project. This is a new site. R-2519B Permit Drawing Review Sheet 9: • There was some discussion about the Hazardous Spill Basin (HSB)/Dry Detention Basin (DDB) located in the middle of the page right of station 84+00. The basin is constructed on the inlet side of an existing cross pipe that will be replaced, with the outlet end of the cross pipe discharging to the South Toe River. NCDOT noted the HSB was requested at the hydraulic design review (4B) meeting. The basin will provide treatment where no treatment currently exists. • The group discussed how the septic drain fields right of station 92+00 will be removed. The septic tanks will be pumped out, collapsed and removed prior to any earthwork. Sheet 10: • Site 4A is a new site. Sheet 11/12: • Site 5 South Toe River: NCDOT noted the bridge design and construction had been discussed at length in the office and on site, with the plans showing the current span arrangement and impacts. The impacts shown are for the total impacts of all construction phases, with some impacts overlapping. The construction phasing is included in the permit drawings. Further discussion of this site will be included in the SMP. • Site 5A will be discussed in the SMP. This site will also be included in the final design plans with design dimensions and details. NCDOT noted this is an in -kind stream replacement (148' for 148' of stream impacts) for no net loss. There will be no morphological table with this site. The relocation will be of similar dimension and profile. The stream will be stabilized with native vegetation and monitored for stability. USFWS would like to make sure stream stabilization can be ensured by language in the contract. The preference is for the stream to be relocated prior to bridge construction, with a minimum of one growing season prior to project completion. Consultation with the contractor for this location was requested by the resource agencies present. PDEA-NES will discuss proposals before finalizing in the permit. • Site 6 involves culvert removal. This site would be eligible for stream restoration and on -site mitigation. USACE will coordinate restoration ratios with PDEA. DWQ would like information about the plants. • The hazardous spill retention basin right of station 125+00 will be designed to have a dual function as a hazardous spill/dry detention basin. • A match line will be added to designate the separation of sheets 11 and 12. R-2519B Permit Drawing Review Sheet 13: • Sites 7, 7A, 7B, 7C (Long Branch Creek) will be clarified and included in the SMP. Sheet 14: • Site 8 will be expanded to include site 8B and 8C and will be clarified in the SMP. 8B and 8C will be the two culverts. PDEA will discuss these sites with USACE. • NCWRC would like to see baffles in the existing culvert. NCDOT Hydraulics noted cross vanes and sills were used in the downstream direction of the culvert to adjust the stream grade. Adding baffles would decrease culvert performance and increase flooding potential and are therefore not recommended. • USFWS asked if the 36" pipe was connected through the side of the proposed culvert. NCDOT Hydraulics said it was and is designed as such to dissipate energy. • USACE noted skewed culverts can present a problem with maintaining normal depth flow at the outlet due to the relationship of the baffles to the culvert geometry. Such low flow conditions are not suitable for fish passage. PDEA NES commented that cross vanes or other structure can be added downstream of culverts to maintain suitable low flow conditions when warranted. Sheet 16: • At the beginning of sheet 16, right of station 177+30, the rip rap will be drawn more accurately to show it does not enter the stream. • Site 11 NCWRC prefers the pipe to angle toward the stream where it turns north. NCDWQ does not like the 90 degree bend. NCDOT Hydraulics commented that the pipe size is being increased therefore decreasing velocities and to realign the pipe would create more stream impacts. Having the rip rap bank stabilization allows the contractor to fix any sort of erosion problems that may exist and have a better transition from pipe outlet to existing stream dimensions. The team decided to keep the pipe outlet as shown. Sheet 17: • Site 13 showed part of the wetland being impacted by fill. The team agreed the remainder was so small and likely would be impacted so the entire wetland feature will be shown as a total take. Sheet 18: • Site 18: A drainage outlet previously shown at the 4B meeting right of station 215+00 has been removed to avoid impacts to the historic property. R-2519B Permit Drawing Review Sheet 20/21: • Site 20: The small wetland will be a total take. USACE and PDEA will discuss the stream relocation (Site21) to determine mitigation requirements. • Site 22 Big Crabtree Creek: No comment • Site 23: Rip rap has been eliminated from the upstream side of the cross pipe as requested at the 4B meeting. The dry detention basin right of station 251+00 is receiving drainage from sheet 22 where existing eroded outlets have been abandoned. • A match line will be added to the sheet to designate the separation of sheets 20 and 21. Sheet 22 (no impacts): • The SMP will discuss abandoning four badly eroded existing outlets and using a pipe system to discharge through the dry detention basin right of station 251+00 on sheet 21. Sheet 23: • Site 24 has a small ditch at the outlet of the storm drainage system as requested in a previous 4B meeting. Sheet 24: • As requested at the 4B meeting, the 54" pipe at Site 25 was angled toward the stream. Sheet 25: • The team discussed the stability of the short ditch between the two pipes at Site 26 (Non JS stream). The ditch detail will be changed to include rip rap. Sheet 26: • Site 29 (Brushy Creek): The fish ladder detail will be added to the permit drawings. The existing culvert will be retrofitted with sills and baffles. The tributary will be relocated to a new culvert at station 324+00 (Site 30). This stream relocation was the preferred alternative from the 4B meeting. • Site 30 will include the culvert. All of parcel no. 154 will be purchased and used for stream restoration and floodplain preservation. There will be a planting plan for this site. The plants will be similar to existing vegetation. The stream relocation details will be part of the final design plans. Morphological table will be included in SMP. • Site 31 will include temporary impacts on the upstream side of the culvert due to watercourse management for the downstream extension. R-2519B Permit Drawing Review Sheet 27 (no impacts): • (Non JS stream) Left of station 335+00 the outlet of the storm drainage system goes into a junction box for energy dissipation and outlets at an angle per request in the 4B meeting. Sheet 28: • Site 33: Right of station 350+00 a small open channel was added downstream of the 24" pipe per requested in the 4B meeting. • Site 34: After the building adjacent to the stream is removed the stream banks will be re -graded to a more stable section upstream of the culvert. The site will then be placed in right-of-way. Sheet 29: • Site 35 is a new site added since the 2004 field verification. • There is no Site 36. • Site 37: The junction box and pipe stub -out right of station 367+00 will be reconfigured to a straighter alignment to the receiving stream. The note "flush out ditch" will be removed from the plans. Sheet 30: • No comments Sheet 31: • Sites 39 and 40 are new sites added since the 2004 field verification. Sheet 32: • Site 42: Right of station 409+50 a spring box was added as requested in the 4B meeting. Sheet 33; • The drainage feature shown right of station 414+50 is non jurisdictional but had inadvertently been hatched as an impacted site. The hatching will be removed. Sheet 34: • Site 45: The concrete ditch replacement (with rip rap) will be shown as a non- mitigable permanent impact. Per USCACE, there is "no net loss". No further comments Meeting adjourned 5:45pm Form Revised 6-10-92 North Carolina Department of Transportation PROJECT ENVIRONMENTAL CONSULTATION FORM (REVISION) I.D. No.: R-2519B I. GENERAL INFORMATION a. Consultation Phase: Right -of -Way b. Project Description US 19E Improvements from SR 1186 in Micaville to the existing multilane section west of Spruce Pine, Yancey and Mitchell Counties, Highway Division 13 c. State Project: 6.909001T WBS Project 35609.1.1 d. Document Type: State FONSI 07/17/09 Date II. CONCLUSIONS The above environmental document has been reevaluated as required by 23 CFR 771. It was determined that the current proposed action is essentially the same as the original proposed action. Proposed changes, if any, are noted below in Section III. It has been determined that anticipated social, economic, and environmental impacts were accurately described in the above referenced document(s), unless noted otherwise herein. Therefore, the original Administration Action remains valid. III. CHANGES IN PROPOSED ACTION AND ENVIRONMENTAL CONSEQUENCES No major design changes have occurred in this project since the FONSI was signed on July 17, 2009, however, some minor design changes have occurred within the project limits since then. These changes were the addition of small parcel segments adjacent to US 19 for additional right- of-way, permanent easements, permanent drainage easements and temporary drainage easements between Roadway Sta. 245+00 and Sta. 255+00, in the vicinity of the proposed Big Crabtree Creek Bridge. None of these additions will have any anticipated social, economic or environmental impacts to resources within the proposed project. The Threatened & Endangered Species List for Yancey County was updated on March 21, 2011. The Eastern Cougar was dropped from the Yancey County list. The Threatened & Endangered Species List for Mitchell County was updated on September 22, 2010. The Appalachian elktoe mussel is still the only Threatened & Endangered species impacted by this project. Mussel salvaging and upstream relocation began in 2008, in the proposed South Toe River Bridge replacement location, and will continue for five years after construction is complete. IV. LIST OF ENVIRONMENTAL COMMITMENTS D.O.T. will implement all practical measures and procedures to minimize and avoid environmental impacts. See attached list of project commitments. Form Revised 6-10-92 V. COORDINATION Project Development and Environmental Analysis Branch personnel have discussed current project proposals with others as follows: Design Engineer: Katrina Washington, PE, Roadway Design Unit 08/25/11 Date Design Engineer: Katrina Washington, PE, Roadway Design Unit 08/10/11 Date Design Engineer: Katrina Washington, PE, Roadway Design Unit 09/06/11 Date Env. Review Coordinator: Renee Gledhill -Earley, State Hist. Preservation Off. 08/21/09 Date Archaeologist: Gerold Glover, PhD, PDEA HEU 07/14/11 Date Archaeologist: Gerold Glover, PhD, PDEA HEU 09/06/11 Date Permit Specialist: Jeff Hemphill, PDEA NEU 07/14/11 Date Permit Specialist: Jeff Hemphill, PDEA NEU 01/18/11 Date Soil & Water Opps. Engineer: Mark Staley, EI, Roadside Environmental Unit 07/12/11 Date Soil & Water Eng. Supvsr.: Barney Blackburn, PE, Roadside Environmental Unit 07/12/11 Date Project Mgr. — Design: Project Mgr. —Design: Project Engineer: Asst. State Bridge Engineer: VI. N.C.D.O.T. CONCURRENCE Andrew Nottingham, PE, Hydraulics Unit Andrew Nottingham, PE, Hydraulics Unit 08/11/11 Date 09/06/11 Date Ouang Nguyen, PE, Structure Design Unit 09/07/11 Date Allen Raynor, PE, Structure Design Unit 09/09/11 Date q/i2. doll Dat Manager of Planning and Environmental Branch Dat 0 sow d A1Nn03 113H311W,, A1Nno3 A33NVA �8 W ci 0yz C^C A—. N • 0 CC i 0 bs, zt t`.Y ev * f pp ,' 5R 1002 a h sR l W cn CC 5 SR 1307 EETC SR 1320 ` N e [ COCC M To Burnsville 1.. io � � N 2W1 LI in tV R it N W ki W it OCiU 1,44 PROJECT LOCATION AdNn03 "113H311W AdNn03 A33NWA 19E Improvements N 6l Mitigation Plan US 19E Widening Yancey & Mitchell Counties, North Carolina T.I.P. Number R-2519B WBS No. 35609.1.1 May 6, 2013 (Revised November 4, 2013) 1.0 BASELINE INFORMATION Transportation Improvement Project (TIP) R-2519B involves improvements to existing US 19 from SR 1186 (Old US 19) on the west side of Micaville in Yancey County to multi-lane sections west of Spruce Pine in Mitchell County. The proposed construction of R-2519B involves unavoidable impacts to jurisdictional resources within USGS hydrologic unit 06010108, the Nolichucky River Sub basin. The R-2519B study area is located in the Blue Ridge physiographic province of western North Carolina. The topography in the project study area is generally characterized as rolling hills with steeply sloping, deeply cut drainage ways. Elevations in the study area range from 2,600 to 3,000 feet above mean sea level (USGS 1978, 1994). The project study area consists of existing maintained right-of-way including fill slopes, rural, residential, commercial, agricultural, and forested areas. Surrounding land uses include agricultural, residential, commercial, and forested lands. The R-2519B Natural Resources Technical Report (NRTR) dated October 2004 provides further details concerning existing roadway/project study area conditions and jurisdictional resources. The mitigation site selection and mitigation work plan sections of this plan will refer to the identification labels given the affected jurisdictional resources in that NRTR. However, the site names match the associated permit impact site number. Additional information about the Nolichucky Sub basin can also be found in the NCDWR French Broad River Basinwide Water Quality Plan dated 2011. 2.0 OBJECTIVES NCDOT proposes to provide a portion of its mitigation requirements associated with the unavoidable impacts of this project, as allowable per the Federal Mitigation Rule, 33 CFR 332.3 with on-site and in-kind mitigation while acquiring the remainder through the North Carolina Ecosystem Enhancement Program’s in-lieu fee program. NCDOT has been providing mitigation for road projects for more than 20 years and has established a record of acquiring, designing, and constructing successful mitigation sites with over 225 closed out sites protected in perpetuity either through fee-simple ownership or conservation easements throughout the state. Through in-kind stream relocations, removal of in-stream structures, and the use of natural channel design, NCDOT proposes to offset and mitigate for a portion of its impacts adjacent to the R-2519B corridor. These mitigation sites are located within the same USGS hydrologic unit and watershed, as well as on the same reach of channel as the associated, permitted impact where it is most likely that the mitigation will replace the lost aquatic resource functions and services incurred by both the associated impact and the project as a whole. This will be achieved by: improving floodplain functions; establishing protected riparian buffers; improving water quality within the watershed by reducing sediment, nutrient, and pollutant inputs; and increasing channel stability while reducing bank erosion. The removal of perched structures at several sites will improved channel stability as well as increase habitat connectivity through improved access and passage. Additionally, many of the sites occur on multiple sections or unnamed tributaries of the same streams (Long Branch, Brushy Creek) which will provide improvements to habitat connectivity within the South Toe-North Toe and Headwater North Toe watersheds respectively as well as within the Nolichucky Sub basin as a whole and more specifically within designated trout waters. The mitigation will be performed on ten individual sites described below on a total of 2322 linear feet of relocated or adjacent streams of the R-2519B project. 3.0 SITE SELECTION Each site was evaluated both internally as well as discussed and reviewed with regulatory personnel during concurrence meetings and field visits. Many involve either the removal of perched structures or stream channel relocations due to the road project. All sites are located either within the existing or the proposed NCDOT Right-of-Way for US 19. Site 5A - Long Branch ONE ID# 100-013 This site is located on plan sheet 12 from Station 122+00 to 124+00 Lt and involves the relocation of 148 feet of Long Branch (2D). Long Branch is a tributary of the South Toe River and has a NCDWQ Best Use Classification of C and Tr. Long Branch has an USACE Stream Quality Assessment Worksheet score of 53.5 at this location where it flows between US 19 and SR 1424, Deneen Road. Relocating this portion of Long Branch prior to construction of the South Toe Bridge will avoid impacts directly to the channel as well as result in an improved tie-in further downstream from the existing confluence. The new tie-in will prevent Long Branch from discharging directly into the existing Appalachian Elktoe habitat located in the South Toe River. Existing conditions on Long Branch include a bankfull width of 12 feet, eroding banks ranging from two to eight feet in height, beaver dams, and lack of a wooded buffer. There is currently an overhead utility line with a 30 foot easement that crosses Long Branch near the beginning of the relocation and runs parallel to Long Branch at this site. Site 6 – Long Branch ONE ID# 100-014 Located on plan sheet 12 from station 125+95 to 127+17 Lt, this site involves the removal of a perched, two-barrel, six foot by six foot, reinforced concrete box culvert (RCBC) on Long Branch (2D). NCDOT will restore 144 linear feet of Long Branch through the removal of the existing RCBC and soil path. The stress of the existing structure is evident by the presence of flow behind one of the wing walls at the inlet as well as a blowhole at the outlet that is causing channel instability and increased sedimentation through erosion. Removal of the perched structure will prevent future sedimentation issues that could be negatively impacting the existing Appalachian elktoe habitat located 400 feet downstream in the South Toe River. Long Branch has an USACE Stream Quality Assessment Worksheet score of 62.5 at this location where it flows between US 19 and SR 1424, Deneen Road. The US19 utility plans indicate that there are no existing utility easements at this location. Site 8 – Long Branch ONE ID# 100-015 NCDOT plans to relocate a total of 449 feet of Long Branch (2D) from station 152+50 to 155+00 Rt. and 155+98 to 157+80 Lt. to avoid additional impacts to the channel due to the road widening and associated fill slopes. Long Branch has an USACE Stream Quality Assessment Worksheet score of 59 at this location. Existing conditions include a scarcely vegetated buffer on the upstream portion, adjacent fill slope and cutover buffer conditions downstream, and a perched culvert. The upstream portion has fairly stable stream conditions, but the downstream portion has eroding, collapsing, and undercut banks. Removing the perched structure, restoring more stable channel dimensions, and planting a protected wooded riparian buffer will establish a stable channel and reduce erosion and sedimentation downstream in the watershed while improving water quality and in-stream habitat throughout this reach. Utility plans show an existing overhead utility just south of Long Branch from station 152+00 to 155+00 Rt. The current buffer is affected by mowing of this utility easement. Site 9 – Long Branch ONE ID# 100-016 NCDOT will remove a perched 36 inch corrugated metal pipe and restore 40 feet of Long Branch at this site which is located on plan sheet 15 at station 179+80. Existing channel conditions include a bankfull width of five to six feet, bank heights of two to three feet, and a narrow scrubby vegetated buffer approximately 10-15 feet wide. Long Branch at this location has an USACE Stream Quality Assessment Worksheet score of 60.5. Existing adjacent conditions include an agricultural field and a cutover. The utility plans indicate that there are no existing utility easements at this location. Removal of the perched pipe and establishment of a protected, wooded, riparian buffer will improve channel stability and reduce erosion, sedimentation and nutrient input into the channel. Site 18 – Parsnip Branch ONE ID# 100-017 Due to the installation of a new 54” pipe, NCDOT plans to relocate 70 feet of Parsnip branch instead of extending the new pipe structure at this site which is located on plan sheet 18 at station 214+00 Lt. Existing channel conditions include a varying bankfull width from two to six feet, bank heights ranging from two to ten feet and an existing 54” pipe that is perched 12-18”. Parsnip Branch has a sparsely vegetated buffer on one side, a grass buffer on the other, and scored 60.5 on the USACE Stream Quality Assessment Worksheet at this location. The utility plans indicate that there are no existing utilities at this location. Removing the perched structure, restoring more stable channel dimensions, reconnecting the channel with the floodplain, and planting a protected wooded riparian buffer will establish a stable reach and reduce erosion and sedimentation downstream in the watershed while improving water quality and in-stream habitat throughout this reach Site 21 – UT Big Crabtree Creek ONE ID# 100-018 This site involves the relocation of 396 feet of UT Crabtree Creek (1I) due to the widening of the roadway. This site is located on plan sheets 20 and 21 from station 244+10 to 247+94 Rt. Existing conditions include a very narrow buffer with a few trees on the north side due to the proximity of the existing US 19 fill slope and a narrow buffer on the southern side due to the adjacent pasture. UT Big Crabtree Creek has an USACE Stream Quality Assessment Worksheet score of 59.5 at this location. The utility plans indicate an existing overhead utility that crosses UT Big Crabtree Creek near the confluence with Big Crabtree Creek. Through the acquisition of additional right-of-way at this site; wider, protected, riparian buffer areas can be planted with native, woody species which will decrease sedimentation and nutrient inputs from adjacent land uses while improving in-stream habitat and water quality along this reach as well as downstream in the watershed. Site 25 – Fox Hollow Creek ONE ID# 061-003 Located on plan sheet 24 at station 299+30 to 300+31 Rt., this site involves the relocation of 94 feet of Fox Hollow Creek (stream 2E) due to the road widening and a new 54 inch reinforced concrete pipe at this location. Existing conditions of Fox Hollow Creek include a bankfull width of six feet, bank heights of two to four feet (some of which are unstable), a slight head cut in the channel, and a wooded buffer on both sides greater than 50 feet. The stream has an USACE Stream Quality Assessment Worksheet score of 67. No current utility easements exist that neither cross nor run adjacent to the stream at this location. The stream relocation will increase channel stability through improved channel dimensions as well as the removal of the head cut feature. Site 30 – UT Brushy Creek ONE ID# 061-004 This site involves the relocation and restoration of 635 feet of an unnamed tributary to Brushy Creek (stream 1G) into the historic, relic channel location. It is located on plan sheet 26 at station 325+00. The existing channel currently runs parallel between US 19 and a gas station/repair shop and parking lot. The channel has a narrow, maintained, grass buffer and receives direct storm water runoff from the parking lot and road. There are several areas exhibiting severe erosion problems. Existing channel conditions include a bankfull width of four to six feet, bank heights between one and two feet, and an USACE Stream Quality Assessment Worksheet score of 22.5. There are no existing utility easements at this location. More stable channel dimensions will reduce erosion and sedimentation while a protected, planted, riparian buffer will provide for improved in-stream habitat and water quality both along the reach and downstream within the watershed. Site 33 – UT Brushy Creek ONE ID# 061-005 This site is located on plan sheet 28 at station 346+50 Rt. and involves the relocation of 300 feet of an unnamed tributary to Brushy Creek (stream 1G). The existing channel runs parallel to US 19 with a narrow, fifteen foot wide, wooded buffer on both sides of the channel. It has an existing bankfull width of six feet, two foot bank heights, and an USACE Stream Quality Assessment Worksheet score of 60.5. Adjacent land uses include agricultural fields and livestock pastures. Currently, there is an overhead transmission line that both crosses as well as runs parallel to the stream at this location. There is also an existing gas line that crosses the stream at this location. Planting a protected, riparian, buffer on the relocated channel will decrease pollutant and nutrient inputs from adjacent land uses and improve in-stream habitat and water quality along the reach and downstream in the watershed. Site 35 – UT Brushy Creek ONE ID# 061-006 On plan sheet 29 at station 358+50, NCDOT plans to relocate 46 feet of UT Brushy Creek to establish a better alignment with the new structure. An existing 24 inch reinforced concrete pipe and a 30 inch corrugated metal pipe are being removed and replaced with a 30 inch welded steel pipe which UT Brushy Creek will flow through under US 19. The existing channel has a bankfull width of two to three feet, one foot bank heights, and an USACE Stream Quality Assessment Worksheet score of 65. There are no existing utility easements at this location. Planting a protected, wooded buffer on the relocated channel will reduce nutrient and pollutant inputs from the adjacent land uses and improve in-stream habitat and water quality along the reach and downstream in the watershed. 4.0 SITE PROTECTION INSTRUMENT The mitigation areas are within the NCDOT Right-of-Way for the project. They will be managed to prohibit all use inconsistent with their use as mitigation properties, including any activity that would materially alter the biological integrity or functional and educational value of the sites, consistent with the mitigation plan. The sites will be placed on the NCDOT-Natural Environment Section (NES) Mitigation GeoDatabase. This database is provided to all NCDOT personnel as a record of mitigation sites and their attributes, including prohibited activities. NCDOT is held by virtue of the permit associated with these mitigation sites and the associated roadway impacts to protect the sites in perpetuity. 5.0 MITIGATION WORK PLAN Each mitigation site will be constructed in conjunction with the construction of the roadway project. Following the successful completion of site grading and stabilization, each site will be reforested with a mix of bare-root tree species and live stakes as described in the Streambank Reforestation Detail in Appendix A. The stream channels will be stabilized by planting live stakes on three foot centers and matting with coir fiber on the banks as necessary. In accordance with the guidance and standard procedures of NCDOT’s Roadside Environmental Unit (REU), seeding and mulching will be performed on all disturbed areas within the mitigation sites for stabilization purposes. An as-built report will be submitted within 60 days of completion of the project. The Natural Environment Section shall be contacted to provide construction assistance to ensure that each mitigation area is constructed appropriately. For all the proposed mitigation sites with either existing or proposed utility line relocations that will affect the site, Appendix C contains the MOA signed between NCDOT and Duke Energy. This MOA addresses vegetation maintenance in NCDOT Right-of-Way areas. Duke Energy has also been provided the link to NCDOT-NES Mitigation Geodatabase. Site 5A - Long Branch ONE ID# 100-013 This site involves the relocation of 148 feet of Long Branch at the confluence with the South Toe River. The proposed stream channel will be nine feet wide with a three foot bankfull depth and a 21 foot bankfull width. A five foot wide bankfull bench will be constructed along the southern bank for the entire length of the relocation. The new channel will have a 25 ft. buffer on the north bank and a 30 ft. buffer on the south bank. The utility plans show that the existing utility will remain unchanged along this section therefore utility maintenance will continue to affect the buffer along Long Branch at this location. Twenty feet from top of bank on left side will be impacted by utility line maintenance along the entire relocated channel length as shown in Appendix B. Site 6 - Long Branch ONE ID# 100-014 The proposed removal of two, existing, six foot by six foot barrel RCBCs and a soil path at this location will restore 144 feet of Long Branch. The proposed stream channel design will be nine feet wide with a three foot bankfull depth and a 21 foot bankfull width. A five foot wide bankfull bench will be constructed on both sides of the new channel. A 50 foot buffer will be planted on the north side and a 30 foot buffer will be planted on the south side (Appendix A). A small section of the buffer will be impacted by a proposed overhead utility. As shown in Appendix B, the last 15 feet of the stream will have the buffer reduced from 30 feet to 25 feet on the left bank. Site 8 - Long Branch ONE ID# 100-015 NCDOT will relocate two sections of Long Branch for a total of 449 feet. The new channel will be six feet wide and two feet deep with a bankfull width of 14 feet. A five foot bankfull bench will be constructed on the south bank for the entire 449 feet. Also, six cross vanes will be installed for grade control. Additionally, installation of an extension structure at the outlet of the culvert in conjunction with the channel relocation will correct the perched culvert condition. The new stream channel will have a total forested buffer width of 35 feet on the upstream section and approximately 20 feet wide on the downstream section (Appendix A). Proposed utility plans indicate that the existing overhead utility will remain in place until approximately Sta. 153+75 Rt and then shift slightly south until Sta. 155+00 Rt. The proposed overhead utility will reduce the buffer to between 0 and 10 feet on the left hand side for 130 feet downstream of the culvert under US 19 (Appendix B). Site 9 - Long Branch ONE ID# 100-016 This site involves removal of a 36 inch corrugated metal pipe and associated daylighting and restoration of 40 feet of Long Branch. The restored channel will be three feet deep with a three foot wide base resulting in a bankfull width of 13.5 feet. The stream bank adjacent to the new roadway fill slope will be lined with Class II rip rap to provide stability while the other bank will have a 20 foot reforested buffer (Appendix A). No proposed utility easements will affect this mitigation area. Site 18 - Parsnip Branch ONE ID# 100-017 Proposed conditions for the relocation of 70 feet of Parsnip Branch include a constructed channel base of five feet with a two foot depth resulting in a 13 foot bankfull width. The channel will be lined with Class I rip rap from the channel toe up the side slopes to a height of 1.5 feet. A 50 foot buffer will be planted on the eastern bank and a 40-50 foot wide buffer will be planted on the western side (Appendix A). The utility plans indicate a new overhead utility will be installed just west of Arbuckle Road. The utility will affect the last 15 feet of stream on the right hand side by reducing the buffer to between 25 and 30 feet. Site 21 - UT Big Crabtree Creek ONE ID# 100-018 Proposed channel design for the relocation of 396 feet of UT Crabtree Creek includes a channel base of four feet with a two foot depth. A buffer ranging in width from 18 to 45 feet will be planted along the southern bank and a buffer 12 feet wide will be planted along the northern bank between the stream restoration and US 19 (Appendix A). The utility plans indicate an existing overhead utility that crosses UT Big Crabtree Creek near the confluence with Big Crabtree Creek will be removed. Site 25 – Fox Hollow Creek ONE ID# 061-002 NCDOT will relocate 94 feet of Fox Hollow Creek due to the road widening and new 54 inch reinforced concrete pipe at this location. Proposed channel design for Fox Hollow Creek include a five foot wide base with a depth of two and a half feet resulting in a bankfull width of 15 feet. The stream will have a 50 foot buffer on the northern bank and a 10-25 foot buffer on the southern bank (Appendix A). The US 19 utility plans show no proposed utility easements that would affect the mitigation area. Site 30 – UT Brushy Creek ONE ID# 061-003 This site involves the proposed relocation and restoration of 635 feet of an unnamed tributary to Brushy Creek to its historic, relic channel location. The stream will run under US 19 through two, new, 8x8, reinforced concrete box culverts and will flow into an adjacent field reestablishing the original flow path. The proposed channel design includes a six foot wide base with a two foot depth in the riffle sections resulting in a bankfull width of 14 feet. The proposed design also includes construction of a 10 foot wide bankfull bench. The new stream channel will have a wooded buffer greater than 50 feet on both sides (Appendix A). There are no proposed utility easements at this location. Site 33 – UT Brushy Creek ONE ID# 061-004 Due to the roadway fill, the existing UT to Brushy Creek culvert under US 19 will be extending with two, new, 7x7 reinforced concrete box culverts on the inlet side. Also, the existing stream channel will be filled. Therefore, NCDOT plans to relocate 300 feet of UT to Brushy Creek at this location. The proposed channel design has an eight foot base and a two foot depth resulting in a bankfull width of 16 feet. A five feet wide bench on the northern bank and a 10 feet wide bench on the southern bank will also be constructed. The existing transmission line, proposed overhead utility line and gas line will not be moved per the utility plans for this project and will continue to impact the buffer for the entire relocated length. Site 35 – UT Brushy Creek ONE ID# 061-005 Due to the installation of a new location structure, NCDOT will daylight and relocate portions of UT Brushy Creek for 46 feet at the inlet end of the stream to provide a better alignment and tie-in. The proposed design includes a “v” shaped channel with a bankfull width of seven feet. The channel will be lined with a permanent soil reinforcement matting and a wooded buffer of 10 feet will be planted on each side of the stream (Appendix A).There are no utility easements proposed per the utility plans at this location. 6.0 PERFORMANCE STANDARDS Performance standards are based on the April 2003 Stream Mitigation Guidelines. Success for vegetation monitoring within the riparian buffer areas will be based on the survival of at least 260 stems of five year old trees at year five. Assessment of channel stability will be based on the survival of riparian vegetation and lack of significant bank erosion, channel widening or down-cutting. 7.0 MONITORING REQUIREMENTS Each site will be monitored for five (5) years with no less than two bankfull events, which must occur in separate monitoring years and be documented. If less than two bankfull events occur during the first five years, monitoring will continue until the second bankfull event is documented. The following components of Level 1 monitoring will be performed annually for the monitoring period: reference photos, plant survival monitoring (identification of specific problem areas and remedial action), and visual inspection of channel stability. Vegetation stem counts will be conducted on Sites 8, 21 and 30 only. Physical measurements of channel stability/morphology will only be performed on Site 30. An as-built will be submitted for each site and will include stream channel profile and cross-section surveys which will provide a baseline for comparison if it is determined at any time during the monitoring period that a problem has occurred. Annual monitoring reports will be made available on the NCDOT website. 8.0 OTHER INFORMATION No additional information to provide. 9.0 DETERMINATION OF CREDITS NCDOT plans to relocate, restore, and enhance approximately 2,322 feet of streams associated with the R-2519B project to fulfill a portion of its mitigation requirements. The streams and associated riparian buffer areas are being acquired as right-of-way for the roadway project. These sites will have controlled access to ensure they are protected from local landowner encroachment. Acquiring these streams and riparian buffer areas fee simple assists in ensuring that no future impacts will occur directly to these channels due to commercial or residential development along the corridor. Based on field and meeting discussions with agency personal pre-401/404 permit applications as well as follow up discussions (phone conversation on October 9, 2013), emails, and an ACOE letter dated October 15, 2013, NCDOT proposes the follow mitigation credits: Site/Impact # ONE ID # Mitigation (ft.) Credit (ft.) 5A 100-013 148 148 6 100-014 144 144 8 100-015 449 113 9 100-016 40 40 18 100-017 70 35 21 100-018 396 198 25 061-002 94 24 30 061-003 635 635 33 061-004 300 150 35 061-005 46 12 Totals: 2322 1499 An as-built report will be submitted within 60 days of completion of the each mitigation site to verify actual mitigation lengths and areas constructed and planted. The success of the mitigation sites and determination of final credits will be based upon successful completion and closeout of the monitoring period at each site. 9.1 CREDIT RELEASE SCHEDULE NCDOT proposes immediate, full release of the proposed mitigation to offset the unavoidable impacts associated with R-2519B. 10.0 GEOGRAPHIC SERVICE AREA The proposed Geographic Service Area (GSA) for the mitigation sites is composed of the 8-digit Hydrologic Cataloging Unit (HUC) 06010108. 11.0 MAINTENANCE PLAN The mitigation sites will be held by NCDOT and placed on the NCDOT-NES Mitigation Geodatabase. Once the monitoring period is completed and the sites are closed out, they will be placed in the NCDOT Stewardship Program for long term maintenance and protection. Stewardship Inspection Reports will be made available through the NCDOT website. If an appropriate third party recipient is identified in the future, then the transfer of the property will include a conservation easement or other measure to protect the natural features and mitigation value of the site in perpetuity. 12.0 LONG TERM ADAPTIVE MANAGEMENT PLAN The sites will be managed by NCDOT according to the mitigation plan. Encroachments into the areas will be investigated and appropriate measures taken to minimize any negative effects. In the event that unforeseen issues arise that affect the management of the site, any remediation will be addressed by NCDOT in coordination with the Interagency Review Team. 13.0 FINANCIAL ASSURANCES NCDOT is held by permit conditions associated with R-2519B to construct, monitor, and steward the mitigation sites. NCDOT has established funds for each project and within each Division to monitor mitigation sites and protect them in perpetuity. APPENDIX A. R-25/98 i RF-2 RV SHEET NO, PLANTING DETAILS LIVE STAKES PLANTING DETAIL LIVE STAKE SQUARE CUT BUDS (FACING UPWARD) LIVE CUTTING (I/2'2' DIAMETER) 2 - 3 Feet ANGLE CUT 30'-45' COIR FIBER MAT LIVE STAKES EXISTING/PROPOSED GROUND EXISTING/PROPOSED STREAMBED BANK STABILIZATION WITH LIVE STAKES NOTE LIVE STAKES SHALL BE SPACED APPROXIMATELY 4 FEET ON CENTER LIVE STAKES SHALL BE DRIVEN UNTIL APPROXIMATELY 3/4 OF LIVE STAKE IS WITHIN GROUND BAREROOT PLANTING DETAIL DIBBLE PLANTING METHOD USING THE KBC PLANTING BAR 1. Insert planting bar as shown and pull handle toward planter. 4. Pull handle of bar toward planter, firming soil at bottom. 2. Remove p anting bar and place seedling at correct depth. 5. Push handle forward Arming soil at top. PLANTING NOTES: PLANTING BAG During planting, seedlings shall be kept In a moist CASWAO bag or similar container to prevent the root systems from drying. KBC PLANTING BAR Planting bar shall have a blade with a triangular moss section, and shall be 12 bailee long, 4 inches wide and 1 inch thick at center. ROOT PRUNING All seedlings shall be root pruned, if necessary, so that no roots extend more than 10 inches below the root collar. 3. Insert planting bar 2 inches toward planter from seedling. 6. Leave compaction hole oppen, Water thorouAltly. ❑ TYPE 1 STREAMBANK REFORESTATION SHALL BE PLANTED 3 FT. TO 5 FT. ON CENTER, RANDOM SPACING, AVERAGING 4 FT. ON CENTER, APPROXIMATELY 2724 PLANTS PER ACRE, ❑ TYPE 2 STREAMBANK REFORESTATION SHALL BE PLANTED 6 FT. TO 10 FT. ON CENTER, RANDOM SPACING, AVERAGING 8 FT. ON CENTER, APPROXIMATELY 680 PLANTS PER ACRE. ❑ NOTE: TYPE 1 AND TYPE 2 STREAMBANK REFORESTATION SHALL BE PAID FOR AS "STREAMBANK REFORESTATION" ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER STREAMBANK REFORESTATION MIXTURE, TYPE, SIZE, AND FURNISH SHALL TYPE 1 50% SALIX NIGRA 50% CORNUS AMOMUM TYPE 2 25% LIRIODENDRON TULIPIFERA 25% PLATANUS OCCIDENTALIS 25% FRAXINUS PENNSYLVANICA 25% QUERCUS ALBA CONFORM TO THE FOLLOWINGt BLACK WILLOW 2 ft - 3 ft LIVE STAKES SILKY DOGWOOD 2 ft - 3 ft LIVE STAKES TULIP POPLAR SYCAMORE GREEN ASH WHITE OAK 12 in - 18 in BR 12in-18inBR 12 in - 18 in BR 12 in - 18 in BR ❑ SEE PLAN SHEETS FOR AREAS TO BE PLANTED STREAMBANK REFORESTATION DETAIL SHEET 1 OF 2 N.C.D,O.T.- ROADSIDE ENVIRONMENTAL UNIT PROJECT REFERENCE NO. SHEET NO. B_2512EL_ ROADWAY DESIGN ENGINEER 2G HYDRAULICS ENGINEER SBG f 20+41-L-LT END STREAM RELOCATION - LB STREAM- STA 12+00.23 - L- STA 121+99.74 116.33 FT LT LONG BRANCH STREAM RELOCATION SITE 5a BEGIN STREAM RELOCATION - LB STREAM- STA 10+00.00 - L- STA 124 + 00.03 110.60 FT LT KENNY & LORE ROBINSON 08 614 PG 348 ADKINS, RICKY L. 08 613 PG 5 INV-2483.27 IIINV42474,53 4 S80 STA 123+90-L-LT TOP•2480,62 Env_AppRoxii TOP RjAOj'-, — \ ri__::. Sxrn_w x��"�4C4— LAT 2468 IP)/ -7; .r 1 imm 1 \ 1 P - 2479.2 IMIINRIIIMIIIIIIIIMRIMMIIP J-2475. q 1/I i le _. TO BE REMOVED I -PT N SEE DETAIL 'AU' CHANNEL, SHEET 2-E 1e 12+00 11 + 00 .SIB w91ab Lid I 10+00 4s Mt Y E SEE DETAIL 'AG' TOP•24E12.60 CHANNEL INV•2475.31 DDE•0250 C.Y. SIop4'3,Sd%2GI INCOMPLETE PLANS DO NOT USE FOR I/ N ACQUISITION PRELIMINARY PLANS DO NOT USE FO CONSTRUCTION 50' 0' 50' 100' ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ GRAPHIC SCALE DETAIL 'AU' CHANNEL Not to Solo) Min. D = 3.0 Ft. B - 9.0 Ft. b=5,0 Ft. FROM STA. 122 +00 TO STA. 124 +00 -L- LT E S E ND TA L=2 STRE 4M 4ELOC LB STREAM- 1 446.79 ATI ON 2+00 .56 'O In u + N K7 N I I [-Li EX STIN N AT. G ROU VD CON °LUE NCE WITH SOU TH TOE RIVE R V PRO POSE \_, 0' n N + a-- BEG' STA EL= -00 N OL Y N N II N S-REERELOCATION ST 0+C0.00 -LB 2449 58 2460 D S" REAM BE D EXIS EXIS -ING STR SLC :AM BED PE (-)2.97 (LO 'VG BRAN CH) 2450 2440 PROPOSED LONG BRANCH HORIZONTAL ALIGNMENT P1 -IP STREAM- Sto /0+9720 o = 5'35'17.0'MT) D = 8'46'/47' L = 637r T = 31.88' R = 65326' PROJECT REFERENCE NO. SHEET NO. 12 IRCH I=67740CF =2509CY Q'D-6377 CP • 236.2CY /TR TAT RyfR • 00 IS SITE 5a Stream Relocation Streambank Reforestation Natural Ground Min. D= 3.0 Ft. B= 9.0 Ft. b = 5.0 Ft. b I DETAIL 'AU' CHANNEL ( Not to Scale) D 'L' Natural Ground FROM STA.122+00 TO STA.124+00 —L— LT 11V03L _— 12•C I ---- SR 1429 DEM££N RD MPS ' NY 4G1� 4A5 _ o — — — — — — — — -- — —BEGIN-SSG — — — — i� __/_OBE S : ++6'_ • 1 ' _ �/ - SLUIGE GATE �IIIII 'tI�I�OL��`� Fa SLUICE GATE }�5TEE DETAIL 'M' / /,✓STANDARD BASE DITCH SHEET 2-0 CLASS 'B' RIP RAP / / 2 TONS / 7 SYFF / ... v....... ........... ........... .❖.❖❖❖❖•. ri /^ TANDARRADD M BpDSHET2-SpJ Z. Streambank Reforestation Buffer widths looking downstream Right side - 25 feet Left side - 30 feet SE • L'AN' STANDARD .!pASE DITCH WITH CLASS'III' RP RA SHEET 2-E ODE •30 C.Y. FP• 70 S.Y. Slope-8.24% ORR SPIKE SLUICE GATE OWL ._,SEE DETAIL'AC' OWL "- SPECIiI aisorsise— GRASSED SWALE STORAG HAZARDOUS SPILL BASIN 50' 0' 50' 100' 150' o i i • i ■II GRAPHIC SCALE OW SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINP. RY PLANS DO NOT USE FO CONSTRUCTION • 11 II // // // l) PS • 2G1 5_ E - Rev. 9-3-13 PROJECT REFERENCE NO. SHEET NO, 12 IITCH 1.677440CP-2509CY Q53.6377 CP - 236,2CY \ DL48U FOR -L- PROFILE SEE SHEET 38 FOR -Y I I-, -Y 12- PROFILE SEE SHEET 57 FOR -DR4- PROFILE SEE SHEET 66 �� • • CI roe 9yE SR M24 OENEEM RD /8'BSJ _� R — — — — —BEGIN-SEG Site 6 Stream Relocation Streambank Reforestation DETAIL 'AG' CHANNEL ( Not to Scale) Min. D. 3.0 Ft. Br 9.0 Ft. b=5.0 Ft. FROM STA. 125+75 TO STA, 127+20 -L- LT Slope= 3.56% Js Y :-.eaaa:•. s:.�:.� „yr.„ olk 5..o...••�o.. a oa ! v11111 e1i1i1i1 .rr STA 120+41 T / 14•1. 11�1111111111A• 1.1:'»{�t1� _ i��►\fib �.w� _ �._.,.............�...�� USA s4 TS I cmdc TS u:_ US l9E 25SOL DECK DRAINS WiCLOkEass II RIP RAP EM 04 PVC) FROM TO STA 122+60-L-RT • oRR SPIKE STA 120+41-I-R116` D.I. PIPE I /T7� TO BRI D CK D- /SLUICE GATE _. A ,fieMIENNI ���n ..... 1 Hw HAZARDOUS SP W GATE / ¢ EE DETAIL'M' 1� STANDARD ' 0 �l CLASS P IP RAP / / SHEET �T CH 2 TONS / 7 SYFF / // // // / • ........44. 0❖•Oo•o0❖. 0�••0 .0 o • •O.❖.o❖❖00: ............ CLASS 'I' RIP RAP 15 TONS 30 SY FP 15 4 RnarkEE nARn RA5F nark SHITHT CLASS II RIP RAP SEE DET P'AA' S AN�DDA SHEET' 2TGH • 50� D 14� Streambank Reforestation Buffer widths looking downstream Right side - 50 feet Left side - 30 feet SEE'9ETAI AN' STANDARDSASE DITCH WITH CLAS SHEET 2-E 4' DDE-30 C.Y. FF-70 S.Y. Slop. = 8.24% DRAINAGE DITCH PJ(CAVATION51 00 1900 CI SLUICE GATE STORAGE Ree -a .CF, C1 1" — OWL _SEE DETAIL 'AC' / \ SPECIAL LATER7St-EASE"' ....1 GRASSED SWALE STORAG yj4Z HAZARDOUS SPILL BASIN \ •• • ZARD US •PILL BASIN/ DR DE' ENTI�►N BASIN u 3 50' 0' 50' 100' 150' ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ GRAPHIC SCALE RAY SHEET NO, ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE PO CONSTRUCTION PS Rev. 9-3-13 2GI RE - a DETAIL 'AE—LT' LATERAL BASE DITCH ( Not to Scale) I°I Type of Liner- CLASS I RIP RAP FROM STA. 156+00 TO REMOVE US 19E 25' 1357- MOVE PIPE AND HW CLASS 'I' RIP RAP DETAIL 'AE—RT' LATERAL BASE DITCH ( Not to Scale) Proposed Rdwy Natural Fill Slope Ground E.I.xiChannel Typo of Liner= CLASS I RIP RAP Proposed Rdwy Pill Slope Natural Ground Min. Do 2.0 Ft. —Exlet. Channel Max, do 3.0 Ft. e = 6.0 Pt. b= 5.0 Ft. STA.157+65 -L- LT G ound F. r•I Min, D- 2.0 Ft. I " I Max. d = 3.0 Ft. t)= 6.0 Ft. b= 5.0 Ff. FROM STA.152 + 00 TO STA. 154 + 63 -L- RT 50' 0' 50' 100' 150' SITE 8 STREAMBANK REFORESTATION — infer — �/- 1 @ 7'X7' RCBC �, �OCX=:CR655-�'ANES`� _—� o'-...c ww END SBG ETA 4155+15 -L-RT LJ 3CLASS 'BB'' RRIIPP RAP �11 SY PP 'r . ;. Streambank Reforestation Buffer widths looking downstream Right side - up stream > 30 feet, down stream - 5 feet Left side - up stream - 5 feet, down stream - 5 to 15 feet LATERAL EASE DITCH SEE DETAIL 'AE-LT', SHEET 2-E GRAPHIC SCALE Rev. 9-3-13 PROJECT REFERENCE NO. R-2519B PM SHEET NO. ROADWAY DESIGN ENGINEER PRELIMIN? DO NOT USE PO DM15U • \Cs Q D, 14U SHEET NO. HYDRAULICS ENGINEER RY PLANS CONSTRUCTION 50' 2N 0' — 50' 100' 150' PROJECT REFERENCE NO. SHEET NO. PAY SHEET NO. C rn 0 i 0 0 0 0 0 0 0 V) O' ID CC CC 0 m 0 In N CC LLq LC C' Un ma oa MaF c+ me V IC N/c DETAIL 'BD' SPECIAL LATERAL BASE DITCH ( Not to Scale) pR :S Natural Ground 2,Y �D Slope 1.1.3, Min. Dr 3.0 Ft. Br 3.0 Ft. Type of Liner= CLASS IIRIP RAP FROM STA.179+50 TO STA. 180 +00-L-LT Slope = 2.96% SITE 9 STREAMBANK REFORESTATION \ I/ // \ \\ . v4 I O� �i \ \\ 00 1 1 4 0 to „- /I/ 0 \\ �\ ciao \ \ \ _ _ ��I - � oN2'�In /ww \—=� R—14E3 "�BA`E Drw=• �e— J ."l \` �� L. qx4 Inv-i'626.5 0 °p a.� CONC 2_y CONC CLASS IF RIP RAP 5 TONS 14 SY FF • o SEE DETAIL 'AK' BERM BASE DITCH SHEET 2-E ............ SEE DETAIL 'BD' SPECIAL LATERAL BASE DITCH SHEET 2-P CLASS II RIP RAP 202 TONS END SBG OVE STA 181+00-L-LT 158K BUS SS'tltP�,P 15 TONS INVI3 EE DETML'AL' ANDARD BASE DITCH CLASS 'B' ' P RAP BEGIN JS {3 Q 0 C3 _:±_11Q a GRAPHIC SCALE X 48' CNL 'W 71NV-a 663.37 \ 1211 GR 0 0. x x o/ PLUSHivy OUT D STA 181+50 TO 191+00-I,-LT — 1 �►:- i I6 +, I 26 •63.00 ` 1 % 4� I I 1 11 ;!, �: ! / ISFO I \ n / OW GR �1 ILIZATION, EE DETAIL 'AW' SHEET 2-P Streambank Reforestation Buffer widths looking downstream Right side - 20 feet Left side - will be lined with Class II Rip Rap \ 1 ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT U58 PO. CONSTRUCTION XJ1 XI1 //rr xx-- 2SFBUS �X. X [j\ 47 wD ''WW IRA 66N 0 = w 15. N-PE— ® =13• CMP CL I RIP1111141. 60'WOX 20 TONS, 9 SY PE Inv=2676.71 35 )CIdP REMOVE op-2680.4 Inv=2677.65 30' CAP FOR -L- PROFILE SEE SHEET 42 GR — 1 I I MTL GATESI US 19E EB BST Top e2691.12 kw-26E8.32 Rev. 9-3-13 SHEET NO. 18 0 N co Z 0 SEE SHEET Cn N 0 0 0 0 CC ND cC 0 ticc a If Un OC a N [ ovn• oe 04, NCV WC • CC ✓ LLl C C 0O0(n - 00 IsI 299' DETAIL 'BX' STANDARD BASE DITCH ( Not to Scale) Natural Ground d� 2•. Filter Fabric When B Is 2 6.0' Std. No. 876.01 Natural Ground Min. D= 2.0 Ft. Max. d= 1.5 Ft. B= 5.0 Ft. Type of Liner= CLASS I Rip -Rap STA. 214+20 -L- LT Slope = 4.0% DMfi2U �.` Q — — "r39 _ /- \- °SEE ., ' EXISTING 18" PIPE BAMS1469 ZATION �MO R 75 TONS C I RIP � PD ---- -13D SEEE DETAIL 'AP' BYI PE OUTLET F EGINCHANNE OSEE DETAIL 'Ay 4-PIPE OUTLET CHANNEL SHE 6' FrLF-fiF _`- SEE DETAI-, ,raj iffkI C'PS• 'F•E DITC FRCE FEN SHEET 2-D FENE x x 0 END FENCE SITE 18 STREAMBANK REFORESTATION x BEGIN FENCE �❖.•• �❖.❖.❖.❖. ........... ,......... ........... J x B 1S9 E� -- -\- \ \ \t DM97U DM9—SU\\ 163 { -73 rf� REMOV e5 HIL 268' SEE DETAIL 'BX' STANDARD BASE DITCH SHEET 2-F DDE.128CY FP.110SY S.0.0400 'OE �/ C-I. < TREN54" WELDEWEL INST • •ia . ra c. PROJECT REFERENCE NO. R-25198 PIW SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE CO CONSTRUCTION W W 0 co E— MEmmitt-1‘="145difeE=6!"mik 1•940c1rAIMMIIR �; j �"" 'iE WITH •►�..+.�.��. -'t1� ' �,�►ri __ .:S II,Y•P `mow Cy, � i!�`� 1s^ csP oQ �1' . , Rn � , / iI'J _ ,;✓ iiiiiiiiiiii X Streambank Reforestation Buffer widths looking downstream Right side - 50 feet Left side - 40 to 50 feet SEE DETAIL 'AM' LATERAL BASE DITCH / DARE WCLASS 'II'; RIP RAP HEFT 2-E HEET-2_-E--i DPAINAGE TROX D(C 905YI 9. 0.0616 / / ! + "// // SEE DETAIL 'W' BERM 'V' DITCH SHEET 2-D E.W. & DOLLIE HUSKINS HOUSE (HISTORICAL PROPERTY) Rev. 9-3-13 N J w J OD CC 0 0 N 41 0 om N � Luc La' --JS Min. D= 3.0 Ft. B= 4.0 Ft. b= 10.0 Ft. c=5,0 Ft. FROM STA.244+00 TO STA.248+10 —L— RT SLOPE = X.XX % WO z j C /, END SEG 9 STA 146+49-L- BEGIN SBG STA 245+75-L-LT SITE 21 STREAMBANK REFORESTATION N .. / ( / �N38U / 9A // y. C / �e .[x� Y \Tr\ M �G G \ �I uour'�N� uusrc R -� esr �...-- �\\ CONCcoNclo / �"�� \mom BL \ � fG,�2a �F u \\� \\ w \ m� P a r I m X\ FF BEGIN SBG /' CON yETA 249425 -I. RT C \ REMOVE 41' RCP \ \ \ >.lDN33U I x �_x_�x I 2Le; I RIP CLASS SEE DETAIL 'BA' x CHANNEL SHEET 1-F I x \ A � ate' w° ,� CONCH D7930U \ //X AREA \ UHOER % \ \ X / CONSTRUCTION +p\ ,,o•,o•,•,00•,ov 190 psap. Streambank Reforestation Buffer widths looking downstream Right side - 18 to 45 feet Left side - 12 feet •6\ CL I RIP/PAP 40 TONS, 75 SY 2G1 TYPE 'A' — 1 GR/ RETAIN130' CMP PROJECT REFERENCE NO. R-2519 B SHEET NO. 20 & 21 R'W SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA DO NOT USE FO RY PLANS CONSTRUCTION CHORD ( I TION DETAIL 'H' SHEET 1-D -Y13A- +70.09 101.89' LT B RIP13+10-Y1 _ 1 / API60 Rev. 9-3-13 PROJECT REFERENCE NO. a DETAIL 'AV' STANDARD BASE DITCH ( Not to Scale) Natural Min. D= 2.5 Ft. B= 5.0 Ft. Natural Ground Slope = 3.0% FROM STA.299+30 TO STA. 300+30 -L- RT ..•....•..... • ...•..•......• ...................... SITE 25 STREAMBANK REFORESTATION SEE DETAIL 'AR' ROADWAY DITCH SHEET 2-E NOTE TO RDWY: REC. GR -Y24-LT I / \ NAti z DAS2U 25' GUY V74 _ GF " - / / I \ /� %a \ \ U LJ /p0 / I1.25' UY • /� �1/,I1P� / LEADS I IITR I fly} / /0,1i"/ 4Y 1 , QQ - Streambank Reforestation Buffer widths looking downstream Right side - 10 to 25 feet Left side - 50 feet NOTE: EXISTING POLE TO BE REMOVED DURING GRADING PROCESS. NEW POLES WILL BE SET AND THEN REMOVE OLD POLES. NCDOT CONTRACTOR WILL GRADE AROUND. RFR p 0 s N NTO Rev. 9-3-13 SE! DETAIL 'AS' SPECIAL CUT DITCH SEE SHEET 2-E 260' EE DETAIL 'AV' STANDARD BASE DITCH SHEET 2-E DDE -130CY SLOPE=3.0% 50' 0' R-25198 RW SHEET NO. ROADWAY DESIGN ENGINEER 24 HYDRAULICS ENGINEER INCOMPLETE PLANS DO NOT USB POR it ACQUISITION PRELIMINA RY PLANS DO NOT USE PO. CONSTRUCTION 50' 100' M r0 W h 150' GRAPHIC SCALE PROJECT REFERENCE NO. R-2519B SHEET NO. 2H SITE 30 UT TO BRUSHY CREEK STREAM RELOCATION REFORESTATION BEGIN STREAM RELOCATION STA 10+00.00 UT TO BRUSHY CREEK -L- STA 323+03.10 63.67 FT LT 701.00 STA 15+14.4 UT TO BRUSHY CREEK -L- STA 319+92.70 432,68 FT LT TYPICAL CHANNEL SECTION ( Not to Scale) Min. D= 2.0 Ft. B= 6.0 Ft. b= 10.0 Ft. TYPICAL POOL SECTION ( Not to Scale) Natural Ground Min. D= 2.5 F B= 4 Ft. b= 10.0 Ft. Natural Ground FROM UT TO BRUSHY CREEK STA 12+01.39 TO STA 12+34.96 FROM UT TO BRUSHY CREEK STA 13+30.59 TO STA 13+59.00 FROM UT TO BRUSHY CREEK STA 14+33.50 TO STA 14+65.5 16+ 2,630 2,620 2,610 2 600 00 (,) 15+00 14+00 13 -00 END FREAseiti IQki STA 15+14.92 UT E1 TOBRUSHYCRE?K EL=2603.73' 8 O N 8 In ai + II I II I E a-w aLL uI au MCS, m 04 - • 1 • 46\ y\ • 00 4 %o� 12+00 11+00 -ETA TO S00 00 UTETO BRUUSF-Y CP.EEK EL=2611.00' EXISTING NAT. GROUND 0 0► 0 (-11.416 it ... . POOL STA 14+65.5 TO 14 1 33.5 y0 `o II N N POOL STA 13+30.59 TO 13 +59. 0 J? \ "73)� /, ), + CL N n '43s 'o N 0 9h. 2620 1+a 11 • END STREAM STA 11+20.9 tL=2613. I' + 00 'V PUE GP \ w' RELOCAT ON U'S LT TO BRUSHY CREEK BEGIN STREAM SiA fu+o0.o0 E L=2618.22' 10+00 REL Ua OCA-ION UT TO Bh EXISTING NAT. G EX STIN STEAM (US UT TO BRUSIY CF. ROU UT TO BED EEK) ND BRL uSFi SHY Y CK .......... :tK CREE K r 10+00 PROPOSED 20SIVXS. RCBC STA 323+58.6 -L- ELEV-4612.70' SREW-E1. EXISTING US 19 PROPOSED ROADWAY 1.435C% ~BUR iRT.26 ED 0.5 (JT TO BRUSHY CREEK) REMNANT STREAM BED (LT TO BRUSHY CREEK) STA 12+0-.39 T'O 12+34.96 / /w pQ ( ) 0,4pin%i ROADWAY DESIGN ENGINEER 50' INCOMPLE DO NOT USE FOR HYDRAULICS ENGINEER PE PLANS i/N ACQUISITION PRELIMINP_ DO NOT USE FO RY PLANS . CONSTRUCTION 50' GRAPHIC SCALE 100' BEGIN STREAM RELOCATION +.'0 U'S UT TO BRUSHY CREEK -L- STA 325+10.93 110.14 FT RT END STREAM RELOCATION STA 11+20.9 US UT TO BRUSHY CREEK -L- STA 324+10.51 69.42 FT RT Streambank Reforestation Buffer 30 foot or greater Rev. 9-3-13 UT TO BRUSHY CREEK CURVE DATA PI -UT TO BRUSHY CREEK- S/o 14+60.89 = 33'55'04.9"(RT ) 0 = 30' 35' 31.4' L = 110.87' T = 57.11' R = 187.29' PI -UT TO BRUSHY CREEK- S/o /3+53.94 A = 65' CO' 50.4' (LT) 0 = 57' /7' 22.7' L=11374' T = 63.92' R = 100.Or PI -UT TO BRUSHY CREEK- Sto 12+34.37 A = 78' 23' 23.4' (AT) 0 = 56' 53' 52.5' L = 13777' T = 820 R = 10070' PI -UT TO BRUSHY CREEK- S/o 10+77.d9 A = 22' 06' 20.9" (LT) 0 = 14' 3r 07.6' L = 15226' T = 77.09' R = 394.63' LYS UT TO BRUSHY CREEK CURVE DATA PI-U/S UT TO BRUSHY CREEK-S/o /0+56.69 A = 66' 50' 16.2 (Al') 0 = l07' 32' 58I L = 62J5' T = 3515' R=5327' PROJECT REFERENCE NO. SHEET NO, A/17/ 1Q U m 0 0 0 U CC a 0 Co SC m If) d m CC un oE, to -A C 'gym, o0* [+ I w aC SITE 33 STREAMBANK REFORESTATION - -Y33 POT Sto31 00 BRG AH S 0' 14' 162 -Y313 'PC Sta. 10+38.00 5�b133f\j�.,� 11 %7'RCBC . =1� / *Q. ' and 1.0' ALTERNATING SILL �'N ,S) Te/ \a N CL B RIP RAP p 2 T NS, 72oS LF Chan Transition UT to Bru by Cra k -Y'5- PC Sta.10+00.00 BK S 09;12' 20.9" E ............ ............ .❖.❖.❖.❖.❖.•. Streambank Reforestation Buffer widths looking downstream a Right side - 10 feet Left side - 20 to 40 feet '�� DRl3-.1::�+ • 12+10.89 ejr 8J2' 45.9'E END CONSTRUCTION __=QR/3- POT Sta.12+20.00 -tlRl3- POT Sta. / *27J7 S 9'08'2IfE -DRI4A- POT Sta.10+60.00 Min. D= 3.0 Ft. a. 8.0 Ft. b 10.0 Ft, c=5,0 Ft. R-2519B 28 kW SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FO . CONSTRUCTION FROM STA. 346+35 TO STA. 348+35 -L- RT SLOPE = 4.11% V! —J LLJ Z PROJECT REFERENCE NO. 0 9B_Site35_Stream Relocation_ref.dgn rn LU AMOR z c E CL I RIP MP 15 TONS SEE DETAIL ,Ave 30 SY FP ANKJTABILIZATION • SITE 35 STREAMBANK REFORESTATION I t / t t i ICI / / / I - / t1 / GR Pt'JE } • US /9f 24'8.5 Natural Ground DETAIL 'BT' STANDARD 'V' DITCH ( Not to Scala) d Type of Liner= PSRM tl cxosu I� Natural OA Ground Min. D= 2.0 Ft. Max. d = 1.5 Ft. STA. 359+00 —L— LT SLOPE = 0.0714 FT/FT 0 M E DETAIL 'BB' TOE PROTECTION SHEET 2-F F m G' S TEEC _ — — — _ _ — — l — \ — — _c— — �> _ _ — — — — BANK STABILIZA " — — ev'—c _ _ _ — — _ _SHEEL.2-F _ sr or .❖.❖.❖.❖.❖.� Streambank Reforestation Buffer widths looking downstream Right side - 10 feet Left side - 10 feet 1S Rev. 9-3-13 W R-2519B SHEET NO, 29 RMt SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USR CO, CONSTRUCTION APPENDIX B. SITE 5a STREAM RELOCATION UTILITY IMPACTS TO MITIGATION SITE PROJECT REFERENCE NO. SHEET NO. 12 R'W SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER DL48U DL4 r 29 T T T T T T T T T T T T T T 201 Top 6.55 Inv- 2472.80 TOP- 2479.28 INV =2475.53 •-- : • STA 120+41-L-LT T T T ATTENUATOR(NG BEGIN 58G STA 118+60-L-RT 2GI TOP-2479.2 INV= 2475. 118 GRAU 3.'1116 1 , I Gl nv - 2474.29 STA 120+41-L-RT / Natural Ground Mln, D= 3,0 Ft. B= 9,0 Ft. b=5.0 Ft. DETAIL 'AU' CHANNEL ( Not to Scale) Natural Ground FROM STA. 122+00 TO STA. 124+00 -L- LT alit 0/H Power Line Easement EGIN !di dal Ex1ct O'H 1Layerjyy er Line Eminent TS I Ir71 TS I TS TS TS 1HYSLd1R44ATEIN-245&87 F . 4, ... row i SEE DETAIL 'AA' J STANDARD SH EETD2- 0H HAZARDOUS SPr _ /ITCH I-67740CF=2509CY 0'0-6377 CP - 236.2CY • SLUI E GATE WwH L CLASS 'B' RIP PAP 2 TONS 7 SY FF — CLASS 'I' RIP RAP 15 TONS 30 SY FF oRR SPIKE F TO BE REMOVED /!EEOETAIl. YA/(RE 3+904-LT''. 'A ,, 480.62 /88' . IN' - - -• our —�=woo. Ems, • T Ee DETAIL AD P 0 pD N6250 CC v INV=2475.51 Slope -3,56% 2GI WO/ PRELIMINARY PLANS DO NOT USE DO CONSTRUCTION END SEG 0tl STA 129+ -L-LT <RS 5114 T T T •11. „dor TS %, 18 w51ab Lld CLASS II RIP RAP SEE DETAIL 'AB' STANDARD BASE DITCH S SHEASS II RIP RAP SL ATE .� _SIP St; ,.=2472.53 i. --- i = TOP -2456• At V=2452.39 �� it2.3. SEE DETAIL 'AA' STANDARD SHEET DIT2-DH Streambank Reforestation Buffer widths looking downstream Right side - 25 feet Left side - 30 feet SEE SEE DETAIL 'AN' STANDARD BASE DITCH HW DRAINAGE DITCH 'V� EXCAVATION=51,400 CF -1900 CYO � SLUICE GATE STORAGE REQ'D-5947.2 C` - WMDWL _SEE DETAIL 'AC' SPECIAL LATERA-BASE— "-C) GRASSED SWAG STORAGE HAZARDOUS SPILL BASIN 1204 J WITH CRSS'TI' RlP RAF SHEET 2-E DDE-30 C.Y. FF-70 5.Y, Slope= 8.24% TOP-2478,00 INV(18) -2474.73 I NVI30) - 2472.45 HAZARDOUS SPILL BASIN/ DRY DETENTION BASIN !T T d4t±� \ 1 ° 201 -247'.-3.TOF-2483.27 I• -.o \�eLydelk p�e .248os7 NV-247 Toms ') • 3� INV(24}i00.77 WY 15SYFF 4 4 h To In Utility Impacts to Buffer 20 feet from Top of Bank on Left Side Impacted by Utility Easement for the entire relocated length (148 feet) 50' 0' ■ ■ ■ ■ ■ ■ ■ ■ ■ • 50' 100' 150' GRAPHIC SCALE PS TOP INC INV( PROJECT REFERENCE NO. SHEET NO. 12 DL4BU 1ITCH 1.6774OCP =2S09CY Q'D-6377 CP - 236,2CY �:i.CiflClr� BEGIN SEG ST_ 118+60-L-RT FOR -L- PROFILE SEE SHEET 38 FOR -Y I I-, -Y 12- PROFILE SEE SHEET 57 FOR -DR4- PROFILE SEE SHEET 66 CLASS 2 TONS 7 SY FP 16" MI. PIPE TIE TO BRIDGE DECK D»INAGE / DL4 ENO BG STA 120+41-L-RT 16° D.I. PIPE TIE TO BRI _ DECK D GATE P RAP SEE DETAIL 'PA' STANDARD BASE DITCH SHEET 2-0 —CLASS 'I' RIP RAP 15 TONS 30 SY FF 11NOB1� //, / / / 16° D.I. PIPE IE TO BRIDG ECK DRAINAGE .1. PIPE BRIDGE DRAJNAGE SITE 6 STREAM RELOCATION UTILITY IMPACTS TO MITIGATION SITE DRAINAGE SYSTEM 116" PVC) FROM BEGIN ERI DRAINAGE S BEGIN BRIO APPAIVAIPPAProPI Natural Ground Min. D= 3.0 Ft. Bs 9.0 Ft. b=5.0 Ft. DETAIL 'AG' CHANNEL ( Not to Scale) b B D 2°� RET. WALL b 2i Slopes 3.56% FROM STA, 125+75 TO STA. 127+20 -L- LT D DECK DRAINS VWCLO55 II RIP RAP TEM )16' PVC) FROM TO STA 122 +60-L-RT SEE DETAIL 'AB' STANDARD BASE DITCH WITHT CLASS II RIP RAP SHEE SEE DETAIL 'M' STANDARD BASE DITCH SHEET 2-D Streambank Reforestation Buffer widths looking downstream Right side - 50 feet Left side - 30 feet EGIN 3+90-L-LT J88' Prop, °Ware e 15" CP- wOlab Lld SEE DETAIL 'AN' STANDARD BASE DITCH WI SHEET 2-E DDE-30 C.Y. FF=70 5.Y. Slop== 8.24% L ORR SPIKE MOVED l BOETAiL RAV SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINP. RY PLANS MROOK Y�FMEsir /� / ♦ �� .,a CNNNE3.6 er a8=5E2=y 677 Zr'na Slap=-3 0 Y 2GI _ _-._ _4t1 EIP DRAINAGE DITCH EXCAVATION=51,400 CF =1900 CY SLUICE GATE STORAGE REQ'D-5947.2 CF = 220.3 C DWI —SEE DETAIL 'AC' \�..- SPECIAL LRE12PC'BA35- - GRASSED SWALE STORAGE/ HAZARDOUS SPILL BASIN Lik Tyr cop Utility Impacts to Buffer Last 15 feet of stream has buffer widths between 25 to 30 feet on the left hand side Remainder of buffer is 30 feet. 50' 0' 50' iiiii 100' 150' GRAPHIC SCALE DO NOT USE DO CONSTRUCTION END SAG STA 129+ '- LT PS 2GI 5° RI 2GI DETAIL 'AE-LT' LATERAL BASE DITCH ( Not to Scala) Proposed Rdwy PIE Slop. Natural d Ground - _ Min. D. 2.0 Ft. Max.d- 3.0 Ft. B= 6.0 Ft, b= 5,0 Ft. FROM STA. 156+00 TO STA. 157+65 -L- LT Top=2556.92 Inv=2554,05 REMOVE MOVE PIPE AND HW Inv=2550.00 CLASS 'I' RIP RAP / RI 11 DL98U 312. N A T N DETAIL 'AE-RT' LATERAL BASE DITCH ( Not to Scale) Propoiod Rdwy H Natural FIII Slop. `I Ground d I 4f �� Exltl. Chonn.l Typo of Llnar= CLASS I RIP RAP 2553.09 op-2559.46 Inv-2556.66 =2551.74 SITE 8 STREAM RELOCATION UTILITY IMPACTS TO MITIGATION SITE Top =2564,58 Inv= 256 Top 256 .0 Inv -2560.2 — f E vA OW° LA T : - DITCH DETAIL SHEET Z+E. & Min. D. 2.0 Ft. Max. d - 3.0 Ft. B = 6.0 Ft. 6= 5.0 Ft. FROM STA. 152+00 TO STA. 154+63 -L- RT 4 ROCK CROSS VANES A I A I A A / N / N —I DM09U C 23 13i71'x5'RCBC Top-2567.86 SEE DETAIL 'CB' DRY DETENTION BASIN SEE SHEET '2I' MI AN, Mallifsa• V / / / // 1 ® 7'X7' RCBC IHW-2561.0 END SBG STA 155+15-I-RT LATERAL BASE DITCH SEE DETAIL 'AE-LT', SHEET 2-E 1+8'X6' RCBC N60.5' AND 1.0' SILLS 15 X1.3 PORBBAY Streambank Reforestation Buffer widths looking downstream Right side - up stream >30 feet, down stream - 5 feet Left side - up stream - 5 feet, down stream - 5 to 15 feet =2577.48 I v=2573.73 tef BOO ® , 7 I Utility Impacts to Buffer The buffer will be reduced to between 0 and 10 feet on the left hand side downstream of the culvert for 130 feet Invn 51-2571.13 Inv(18) =2570.88 PROJECT REFERENCE NO. R-2519B RAN SHEET NO. ROADWAY DESIGN ENGINEER PRELIMIN DO NOT USE PO DM15U • '� SHEET NO. HYDRAULICS ENGINEER RY PLANS CONSTRUCTION rCU5153 TOE PROTECTION Top=2584.10 Inv=25 80.35 C Top= 2577.92 =2575.12 BEMs DITCH STA 160+00 TO 162+50 L RT 2GI �r TYPE 'No =2572 In -2596.48 DETAIL 'BX' PROJECT REFERENCE NO. SHEET NO. 18 o- co 0 . 204+50 SEE SHEET 17 STANDARD BASE DITCH ( Not to Scale) d� Filter Fabric When B Is 2 6.0' Std. No. 876.01 Natural Ground Min. D= 2.0 Ft. Max. d= 1.5 Ft. B= 5.0 Ft. Type of Liner= CLASS I Rip -Rap STA.214+20 -L- LT Slope = 4.0% 239' DM82U 299' SEE DETK'M9'' EXISTING 18" PIPE BANK STABILIZATION'4MO SHEET 2-F 75 TONS CLASS I RIP R PD 150 SY PP \ W SEE DETAIL'AP' PIPE OUTLET CHANNEL r CL I RIP PAP 75 TONS, 150 SY FP QSEE DETAIL 'AQ' a"PIPE OUTLET 1 CHANNEL SHEET 2-E 6' RCP -III \ EGIN SSG TA 206 -10-L-LT B06 JB wMH REMOVE EX, 36"CMP HW SEE DETAIL' SHEET 2-0 SITE 18 STREAM RELOCATION UTILITY IMPACTS TO MITIGATION SITE 7 TONS, 11 SY FF ENDSSG G STA 208+20-L•LT REMOVE REMOVE EXISTING 12" CMP E DITC JII —183 0 — DM95U REMOV RE n� DM97U �163' — — — — W Streambank Reforestation Buffer widths looking downstream Right side - 50 feet Left side - 40 to 50 feet — LINE WITH I 268' SEE DETAIL 'EX' STANDARD EASE DITCH SHEET 2-F DDE-128CY FP-1105Y S - 0.0400 TRENCHLESS INST 54' WELDE SEE DETAIL 'AM' LATERAL BASE DITCH *CLASS 'II' RIP RAP SHEET 2-E Do Ic V D 1 CLASS 'II' RIP RAP I' SEE DETAIL 'AN' STANDARD BASE DITCH SHEET 2-E DRAINAGE DITCH EXCAVATION-26CY FP-90SY S..0.0616 CL B PP RAP 1 TOMS SY l SEE DETAIL 'W' •Cy_ _ '2Q ft4 RM/ SHEET NO. 15" CSP /2ELB5 ioiiiiiiiiii 120 I------_ -- ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE PO CONSTRUCTION c SEE DETAIL 'W' BERM 'V' DITCH SHEET 2-D Utility Impacts to Buffer The last 15 foot of stream will have between a 25 to 30 foot buffer on the right side. The remaining portion of stream up to the culvert will have between a 30 to 50 foot buffer. SITE 33 STREAM RELOCATION UTILITY IMPACTS TO MITIGATION SITE RCP-IY EMOVE HW —SEE DETALL 5B_ — — TOE PROTECTION SHEET 2-P a 13627' RCBC and 1.0' ALTERNATING SILL END SBG �•' 1 STA I1+-RT CLB RIPIP FLAP RAP 2 TONS, 7 pF 2QgY LF Channel CYO]U - -Tramdll-n PROP. 2@7'X6' RCBC o— XTENSION 115 Existing Power Transmission Line O 0 cc N m 140' 03,11 TONS SEE-34AIY:W BANK STABILIZATION SHEET 1-F P� 1�88' SEE DETAIL 'BC' SHEET 2F • •. 55 5-0,080 \\ \i EXCAVATION -180CY � S = 0.0411 UT to Brushy Creek 120 LP CHANNEL IMPROVEMENTS DDE.170 CY DI DI 15° RCP -IV Existing Gass ins -4362 CX21U \���4 Q 4 L-1��i!�a �1�- T`=�:��' 5-0.08 50.06 SEE DETAIL 'AY' STANDAR BASE DITCH VIOL I RIP PAP SHEET 2-F Pro 01HP0 ?TOP OM? F c C or LIDO Line Eseemenc 4K 5 30'C'SUY LEAD Streambank Reforestation Buffer widths looking downstream Right side - 10 feet Left side - 20 to 40 feet 6' STEEL N BEGIN SSG STA 355+15-L-RT CL B RIP MP GRAD 35 `SEE DETAIL 'AD', SHEET 2-0 SPECIAL LATERTAL BASE GRASSED SWALE 273, Entire Buffer is affected by Overhead Transmission Line, Overhead Utility Line and Gas Line Easements 2 TONS, 7 SY PP PROJECT REFERENCE NO. R-2519B PM' SHEET NO ROADWAY DESIGN ENGINEER SHEET NO. 28 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE F0. CONSTRUCTION rk\ \ fi �CZV3 N N CX1SU 4005 30' GUY / LEAD CX17U 50C3 5' GUY F 280 Min. D= 3.0 Ft. B= 8.0 Ft. b= 10.0 Ft. c=5.0 Ft. b DETAIL 'BE' CHANNEL (Not to Seale) .'J D Natural Ground FROM STA. 346+35 TO STA, 348+35 -L- RT SLOPE = 4.11% LLJ Z 1 APPENDIX C. MEMORANDUM OF AGREEMENT (MOA) BETWEEN THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS AND DUKE ENERGY CAROLINAS, LLC AND DUKE ENERGY PROGRESS, INC REGARDING VEGETATION MANAGEMENT PRACTICES ALONG UTILITY ENCROACHMENTS IN NCDOT DIVISION 13. This AGREEMENT is entered into by and between the North Carolina Department of Transportation (NCDOT) Division of Highways, hereinafter referred to as-"NCDOT", and Duke Energy Carolinas, LLC, and Duke Energy Progress, Inc, hereinafter referred to as the • "Company": WHEREAS, the Company and NCDOT have a mutually beneficial history of managing utility encroachment vegetation along the State's rights of way in NCDOT Division 13; and WHEREAS, because the Company and NCDOT•agree that streamlining the application process for vegetation management activities along utility encroachments is mutually beneficial, this Agreement is developed; and WHEREAS, the project entered into -by means of this Agreement is of mutual interest and benefit to NCDOT and to the Company. NOW, THEREFORE, the parties hereto agree as follows: 1. To calibrate activities and expectations, an annual meeting between the Company and NCDOT shall be held at a mutually agreeable time and location prior to each year's application season. The agenda at this annual meeting should include but not be limited to: specific herbicides, rates, surfactants, dyes, and application techniques the Company wishes to utilize or cause to be utilized by its contractors along the subject rights of way. 2: The Company may rely on in-house staff to undertake project assignments; however, the Company retains the right to subcontract specific tasks to outside parties. Should the Company elect to subcontract specific tasks, subcontractors will be subject to the same contractual terms as the Company. The Company will be fully responsible for the quality of all work products and agrees to be responsible for damages caused by its contractors. Furthermore, the Company agrees to be responsible for assuring that its contractors adhere to all pesticide laws; including but not limited to conducting operations under the direct supervision of a licensed N.C. Pesticide Applicator. Only products approved for use in North Carolina by the North Carolina Department of Agriculture's Pesticide Section may be used in compliance with this Agreement. 3. In the event that said vegetation management activities results in damage to NCDOT property such as overkill, erosion, right-of-way fence damage, etc., the Company will be responsible for all repair and replacement costs. If the Company causes sufficient loss of groundcover to potentially cause erosion, the Company must at its own expense reseed the - right-of-way according to NCDOT specifications. NCDOT will not tolerate loss of understory. 4. In keeping with Environmental Stewardship Policies of both parties, the loss 'of understory vegetation will not be tolerated. Eastern Redbud (Cercis canadensis) and Flowering Dogwood (Cornus florida), along the State owned right of way, shall be protected, when mature heights are compatible.with lines and replacement of species (size and kind) will be required if damage occurs. Vegetation Management treatments (mowing and herbicides) are limited in sensitive areas such as endangered species sites, and, other areas deemed appropriate. The Company shall make every attempt to verify the location of State and/or Federally Threatened and/or Endangered plant species along the State owned right of way and protect these species from damage due to Company activities or from work performed by contractors of the Company. NCDOT will supply an initial list of known sites upon signing this Agreement and update this list as known sites are discovered. A revised list of plant sites will be supplied prior to each spray season along with the corresponding MOA: - 5. The Company will be responsible for any claims from third parties directly resulting from the Company's operations. To the extent of the Company's or the Company's contractor's negligence, the Company will indemnify and hold NCDOT harmless against any and all third party claims or causes of action, and all losses therefrom, arising out of or in any way related to the Company's operations or those of its contractors under this Agreement. 6. The Company agrees to abide by the latest edition of the. Manual on Uniform Traffic Control Devices for Streets and Highways. Contractors performing operations for the Company will erect necessary signs and/or barriers for the protection of the public. 7. Both parties consent to make themselves available within a 48-h'our notice; as a result field situations that may arise will be handled in a time -efficient manner. 8. Other non -vegetation management activities will be conducted in accordance with provisions of the Policies and Procedures for Accommodating Utilities on Highway Right -of -Way manual. 9. The Company and the NCDOT reserve the right, at their own discretion and for any reason deemed by them to be sufficient, to cancel or modify this Agreement after the date of signature 10. Work may commence on the date this Agreement is signed by both parties. This initial Agreement will be in effect until December 31, 2013. At that time, a new Agreement or revisions to this Agreement may be implemented for the succeeding calendar year. IN WITNESS WHEREOF, the parties have caused these presents to be executed. DUKE ENERGY CAROLINAS, LLC Signature / (40/ n Title- !/Cc`kr 77c/V.5,iilss10,41 /1aL, 4 Date -i3 DUKE ENERGY PROGRESS, INC. Signature - Title Date - S+ 2 3 -1 3 NORTH CAROLINA DEPARTMENT OF TRANSPORTATION Division 13 Signature - anaien_. - p ratons Engineer Date - May` -2, 2.0t 3 // .,yr+,. Distribution: (1.) Division Engineer (2.) DREE (3.) Field Coordinator (4.) Division Maintenance Engineer or Division Operations Engineer (5.) Division Roadside Environmental Engineer (6.) Don G. Lee (7.) Field Operations Engineer (8.) Derek Smith. STORMWATER MANAGEMENT PLAN R-2519B, State Project: 35609.1.1 County: Yancey/Mitchell Hydraulics Project Manager: Stephen Morgan, PE March 6, 2013 ROADWAY DESCRIPTION The project involves the widening of US 19E from SR 1186 (Old US 19) on the west side of Micaville in Yancey County to Multi -Lane section west of Spruce Pine in Mitchell County. The proposed typical section is a four lane divided shoulder and ditch section with a 20 ft. raised median. ENVIRONMENTAL DESCRIPTION (State Environmental Assessment, NRTR; NCDOT) The study area is located in the Blue Ridge physiographic province of western North Carolina. The topography in the project study area is generally characterized as rolling hills with steeply sloping, deeply cut drainage ways. Elevations in the study area range from 2,600 to 3,000 feet above mean sea level (USGS 1978, 1994). The project study area consists of existing maintained right-of-way including fill slopes, rural residential, commercial, agricultural, and forested areas. The project study area is located within the French Broad River Basin. All streams in the study area classified by NCDWQ have been assigned a Best Usage Classification of B, C, and may contain Tr and/or ORW supplemental classifications (NCDENR 2003). The unnamed tributaries (UT) present within the project area have not been individually classified by NCDWQ; therefore, they carry the same classification as their receiving streams. The major streams are shown in Tablel, along with identifications, indexes and best usage classifications. The physical characteristics of all the streams within the project study area are shown in Table 2 and Table 3. Table 1: NCDWQ Stream Identification, Index Numbers, and Best Usage Classification for the Major Drainages within the R-2519B Study Area. (NCDOT NRTR, 2004 NCDWQ Stream Identification Stream Identification and Map Code NCDWQ Stream Index Number (SIN) DWQ Best Usage Classification South Toe River STR 7-2-52-(30.5) B; Tr, ORW Little Crabtree Creek 2A 7-2-52-33 C; Tr Big Crabtree Creek 1 CC 7-2-48 C; Tr Long Branch 2D, 6UT2D 7-2-48-52-31 C; Tr Mine Branch UT STR 7-2-52-32 C; Tr Brushy Creek 2BC 7-2-48-4 C; Tr English Creek 1 F, 2UT1 F 7-2-42 C; Tr Ayles Creek 3UT2A 7-2-52-33-11 C; Tr R-2519B Stormwater Management Plan Table 2. Physical Characteristics of Surface Water within the R-2519B Study Area. (NCDOT NRTR, 2004 Stream ID and Map Code* Bank Height (feet) Bankfull Width (feet) Bank St Y ilit Sinuosit y Substrate Water Clarity USACE Stream Quality Assessment Score Stream Determination** UT2A 3-6 3 Stable None Gravel/sand Clear 45.5 Perennial 2A 18-20 15 Stable Low Sand/gravel/cobble Clear 74.5 Perennial 2UT2A 3 2.5 Stable None Sand/gravel/cobble Clear 48.5 Perennial 3UT2A 10 15 Stable Low Sand/cobble Clear 63 Perennial 2B 5-10 3 Stable Low Sand/cobble Clear 60 Perennial UT2B 0.5 2 Stable Low Sand/cobble Clear 51 Perennial 2C 3-40 3 Stable Moderate Sand/cobble Clear 65 Perennial STR 10-30 60-100 Stable Moderate Sand/gravel/cobble Clear 83 Perennial 2UT STR 5 3 Stable Low Sand/cobble Clear 41 Perennial UT STR 5 3 Stable Low Sand/cobble Clear 63 Perennial 3UT STR 0.5-10 2 Stable Low Sand/gravel/cobble Clear 34 Perennial 2D Upstream 3-4 5-6 Stable Moderate Sand/gravel/cobble Clear 60 Perennial 2D Midstream 3-40 10 Stable Low Sand/gravel/cobble Clear 88 Perennial 2D Downstream 2-8 12 Stable Low Sand/gravel/cobble Clear 75 Perennial UT2D Upstream 2 4 Stable Low Sand/gravel Clear 32 Intermittent UT2D Downstream 1-3 0.5-1 Stable Low Sand/gravel Clear 55 Perennial 2UT2D 4 2-3 Stable Moderate Sand Clear 62 Perennial 3UT2D 3 3-15 Stable Low Sand Clear 59 Perennial 4UT2D 0.5-10 2-20 Stable Moderate Sand/gravel/cobble Clear 61 Perennial UT4UT2D 0.5-6 2-3 Stable Low Sand/gravel/cobble Clear 62 Perennial 5UT2D 1-3 1-3 Stable Low Sand/gravel/cobble Clear 51 Perennial 6UT2D 1-3 1-3 Stable Low Sand/gravel/cobble Clear 43 Perennial 7UT2D 2-3 2-3 Stable Low Sand/gravel/cobble Clear 25 Perennial 8UT2D 1-3 2-6 Stable Low Sand/gravel/cobble Clear 25 Perennial 9UT2D 1-2 1-4 Stable Low Sand/gravel/cobble Clear 35 Perennial 10UT2D 0.5 1 Stable Low Sand/gravel/cobble Clear 42 Perennial 11 UT2D 3-5 1.5-3 Stable Moderate Sand/gravel/cobble Clear 50 Perennial 12UT2D 3-18 2-3 Stable Moderate Sand/gravel/cobble Clear 35 Perennial 14UT2D 1-3 1-1.5 Stable Moderate Sand/gravel/cobble Clear 45 Perennial 13UT2D 1-3 1-1.5 Stable Low Sand/gravel/cobble Clear 54 Perennial 1 H 2-30 3-40 Stable High Sand/gravel/cobble Clear 72 Perennial 4UT1 H 2 1-3 Stable Low Cobble/gravel/silt Clear 64 Perennial UT1H 1-3 1-2 Stable Low Cobble/gravel/silt Clear 77 Perennial 2UT1 H 2-10 2-6 Stable Moderate Cobble/gravel/silt Clear 54 Perennial 1I Upstream 1-3 1-3 Stable Low Gravel/sand/mud Clear 75 Perennial 1l Downstream 0.5-10 0.5-6 Stable Low Cobble/sand Clear 60 Perennial UT1I 0.5 1 Stable Low Sand/gravel/cobble Clear 47 Perennial 1 CC 5-20 25 Stable Moderate Sand/gravel/cobble Clear 77 Perennial UT1CC 5-20 1-5 Stable Moderate Sand/gravel/cobble Clear 67 Perennial UTUT1 CC 1 1 Stable Low Silt/cobble Clear 57 Perennial Page 2 of 17 R-2519B Page 3 of 17 Stormwater Management Plan r within the R-2519B Study Area. (NCDOT NRTR, 2004 Stream ID and Map Code* Bank Height (feet) Bankfull Width (feet) Bank St Y ilit Sinuosit y Substrate Water Clarity USAGE Stream Quality Assessment Score Stream Determination** 2UTUTICC 1-20 1 Stable Low Silt/cobble Clear 54 Perennial 2UT1CC 1 2 Stable Moderate Silt/cobble Clear 78 Perennial 3UTUTICC 0.5-5 1-5 Stable Moderate Silt/cobble Clear 72 Perennial UT3UTUT1CC 0.5-5 1-2 Stable Moderate Silt/cobble Clear 69 Perennial UTUT3UTUTICC 0.5-3 1-5 Stable Low Silt/cobble Clear 67 Perennial 2E 2-4 6 Stable Moderate Cobble/gravel/sand Clear 69 Perennial UT2E 1 4 Stable Moderate Cobble/gravel/sand Clear 54 Perennial 2UT2E 2 5 Stable Moderate Silt/cobble Clear 50 Perennial 3UT2E 2 3 Stable Moderate Silt/sand/gravel Clear 69 Perennial UT3UT2E 2 0.5 Stable Low Sand/gravel Clear 37 Perennial 2BC 2-4 15 Stable Moderate Cobble/gravel/sand Clear 21 Perennial UT2BC 1 3 Stable Low Gravel/sand Clear 55 Perennial 11 UT1 G 3-5 3-6 Stable Low Gravel/cobble/sand Clear 68 Perennial 1G Upstream 0.5-1.5 2-8 Stable Low Gravel/cobble/sand Clear 73 Perennial 1G Downstream 1-4 4-10 Stable Moderate Silt/sand/gravel/cobble Clear 58 Perennial UT1 G 0.5-29 2-4 Stable Low Sand/cobble Clear 50 Perennial 2UTIG 1-2 3-6 Stable Moderate Sand/cobble Clear 66 Perennial 3UT1 G 2-6 2-4 Stable Low Sand/cobble Clear 12 Perennial 4UTIG 0-2 1-4 Stable Low Sand/cobble Clear 51 Perennial 5UTIG 2 5 Stable Low Sand/silt/gravel Clear 40 Perennial 6UT1G 1 2 Stable Low Sand/gravel Clear 18 Perennial 7UT1G 0.5 1-2 Stable Low Silt/sand Clear 6 Perennial 8UT1 G 0.5 1 Stable Low Silt/gravel Clear 53 Perennial 9UT1 G 4 1 Stable Low Gravel/sand Clear 52 Perennial I OUTI G 0.5 1 Stable Low Silt Clear 72 Perennial 1D 0.5-2 1-8 Stable Low Gravel/Sand Clear 52 Perennial 1 B 2-8 2-4 Stable Moderate Sand/clay Clear 60 Perennial 1C 0.5-3 2-8 Stable Moderate Sand/clay Clear 64 Perennial 1F 0.5-2 1-3 Stable Moderate Sand/clay Clear 70 Perennial UT1 F 0.5-2 0.5-2 Stable Moderate Sand/clay Clear 60 Perennial 2UT1 F 3-15 1-2 Stable Moderate Sand/clay Clear 57 Perennial 1A 4-8 1.5-2 Stable Low Clay/sand Clear 59 Perennial 1Z 2-18 1-2 Stable Moderate Sand/clay Clear 51 Perennial *UT = Unnamed tributary ** Stream Determination is derived from information gathered during the completion of USACE Stream Quality Assessment Worksheets and NCDWQ Stream Classification Forms R-2519B Stormwater Management Plan Table 3: Updated 2012 Change Summary from 2004 Verification (NCDOT Natural Environment Section) Resource Type Map Id. Status Size in Study Area Project Location Comments Stream SA Added 468 if x 5 If Figures 2 & 3 Perennial stream connected to Little Crabtree Creek Stream SB Added 449 if x 3 If Figure 5 Perennial stream connected to the South Toe River Stream 3UTSTR Removed 3461f x 5 If Figure 6 Stream no longer exists — original survey prior to drought Wetland 5UT2D Removed 0.2 ac Figure 7 Wetland filled by property owner Wetland 2D0 Partially removed 0.1 ac/0.06 ac remaining Figure 10 Wetland partially filled by property owner Wetland WA Added 0.01 ac Figure 10 Wetland connected to stream 1H Wetland lIC Partially disturbed 0.03 ac Figure 12 Wetland partially disturbed by property owner (Horse corral) though wetland function remains Wetland UT1CC-B Removed 0.1 ac Figure 13 Wetland filled by property owner Stream SC Removed 303 If x 21f Figure 14 Stream SC was added for the 2012 Re -Verification by NCDOT but was thrown out by DWQ & USACE Stream UT1CC Extended 3,368 If x 320 if Figure 14 Perennial stream extended 320 if from original endpoint just past Wetland UT1CC-C Stream SD Added 235 if x 2 If Figure 15 Perennial stream that connects to Stream 2E Wetland WB Added 0.03 ac Figure 15 Wetland connected to Stream SD Stream 2UT2E Removed 171 Figure 15 Couldn't find this channel — possibly combined with flow of main channel — 2E Stream SE Added 565 if x 2 If Figure 16 Stream SE connects to Brushy Creek Wetland UT2BC Removed 0.3 ac Figure 16 Hydrology has been apparently changed not sure if natural or intentional Stream SL Added 149 x 21f Figure 16 Perennial Stream emerges from a spring and is connected to Stream SE Stream SF Added 6201f x 3 if Figure 18 Perennial stream that connects to stream 1G Stream SG Added 478 if x 21f Figure 18 Perennial stream that connects to stream 1G Stream SH Added 1761f x 1 if Figure 19 Perennial stream that may connect to Pond H Stream SI Added 547 if x 21f Figures 19 & 20 Perennial stream that emerges from a spring Stream 1B Removed 208 if x 5 If Figure 20 Perennial tributary to stream 1C that existed prior to the drought Stream SJ Added 248 if x 2 If Figure 21 Perennial tributary to stream to English Creek Stream SK Added 238 If x 41f Figure 21 Perennial tributary to the North Toe River Stream SKA Added 645 if x 1 if Figure 21 Perennial stream SKA emerges from a spring and runs in a pipe and concrete ditch to Stream SK Stream SKB Added 1071f x 3 If Figure 21 Perennial tributary to SK Page 4 of 17 R-2519B Stormwater Management Plan ENVIRONMENTAL DESCRIPTION, continued (State Environmental Assessment, NCDOT) The South Toe River and nearly all its tributaries are classified as ORW. The endangered Appalachian Elktoe Mussel has been found in the South Toe River. No streams within the study area are designated as North Carolina Natural and Scenic Rivers, or as National Wild and Scenic Rivers. Furthermore, the French Broad River Basin is not currently subject to riparian buffer protection rules by the NCDWQ. None of the water resources within the project vicinity are designated as biologically impaired water bodies regulated under the provisions of CWA §303(d) (NCDWQ 2002). PROJECT IMPACTS To accommodate road widening, existing drainage structures and waterway conveyances will need to be extended, replaced, or relocated. There are 9 Reinforced Concrete Box Culverts (RCBC) on this project. The following streams are conveyed with RCBC's: Little Crabtree Creek, Long Branch Creek (2), Tributary to Long Branch Creek, Brushy Creek, and Unnamed Tributary to Brushy Creek (4). There are 2 bridges on the project, one over South Toe River and one over Big Crabtree Creek. Six sites will require stream relocations. A summary of project impacts is listed in Table 4. Table 4 Summary of Project Impacts Permanent Fill In Wetlands Temp. Fill In Wetlands Excavation in Wetlands Mechanized Clearing in Wetlands Hand Clearing in Wetlands Permanent SW Temp. SW impactsimpacts Exist. Channel Impacts Permanent Exist. Channel Impacts Temp. Natural Stream Design ac ac ac ac ac ac ac ft ft ft Total Impacts 0.07 0.05 0.04 1.08 0.46 7646 1052 2231 Short-term impacts to water quality, such as sedimentation and turbidity, may result from construction -related activities. Temporary construction impacts due to erosion and sedimentation will be minimized through implementation of NCDOT's "Design Standards in Sensitive Watersheds" (15A NCAC 04B.0024). BEST MANAGEMENT PRACTICES AND MAJOR STRUCTURES Best Management Practices (BMPs) and measures used on the project are an attempt to reduce the stormwater impacts to the receiving streams due to erosion and runoff. The primary BMP on this project is the grass swale. Grass swales were used to reduce velocities and promote infiltration. Grass swales remove suspended solids, metals, and nutrients through sedimentation, vegetative filtration, infiltration, and biological uptake. The use of grassed roadway ditches (which meet grass swale criteria) and shoulders also aids in pollutant removal through vegetative filtration and infiltration. Preformed scour holes (PSHs) and energy dissipaters will be used to attenuate and disperse flow. Preformed scour holes promote runoff infiltration and reduce downgrade erosion. Rip rapped ditches and riprap along stream banks were used where warranted to control erosion. Where possible, piped drainage systems were designed to outlet away Page 5 of 17 R-2519B Stormwater Management Plan from surface waters to allow time for infiltration in ditches or natural areas. Ditches were ended in flat floodplain areas where possible to allow dispersal and infiltration. Hazardous Spill Basins will be used at the South Toe River crossing. Dry detention, where practicable, will be used on the project. A dry detention basin is a stormwater runoff quantity control BMP that attenuates stormwater flows, promotes settlement of suspended solids and reduces erosive velocities downstream of the outlet structure. The dry detention basin is a permanent BMP device that will be maintained under NCDOT's Inspection and Maintenance program. The inverts of new culverts on jurisdictional streams or wetlands will be buried 20% of the pipe diameter up to 1 ft. deep. Culverts were designed to protect stream stability and provide fish passage where possible. Low flow sills with low flow channels were used on new culverts and culvert extensions where enough hydraulic conveyance exists. Hazardous Spill Basins • Station 111+50 to station 119+00 —L- right side. South Toe River. Capacity=2509 cy, Storage required=236.2 cy. • Station 124+50 to station 127+00 —L- right side. South Toe River. Capacity=532 cy, Storage required=81 cy. This basin also doubles as a Dry Detention Basin. Dry Detention Basins • Station 83+00 to station 84+50 —L- right side. Capacity required=326 cy, capacity provided=426 cy. • Station 155+00 to station 157+00 —L- right side. Capacity required=208 cy., capacity provided=197 cy. • Station 250+75 to station 252+00 —L- Capacity required=545 cy, capacity provided= 678 cy. Preformed Scour Holes (PSH) • Station 246+30 —L- LT • Station 324+70 —L- LT • Station 337+90 —L- RT Culverts (9 Total) • Station 44+12 —L-. (Site 2) Little Crabtree Creek (Stream 2A). Retain existing 4@12'x9' RCBC and extend up and downstream with a 4@ 12'x9' RCBC. The culvert extensions are buried 1' below the stream bed. The downstream extension has 1' high baffles spaced at 35 ft. intervals. Floodplain benches are used up and downstream in the outer barrels of the culvert. Class II riprap is used for bank stabilization at the inlet and outlet. • Station 134+80 —L-. (Site 7) Long Branch Creek. (Stream 2D) Extend 2 @ 6'x6' RCBC on US 19 upstream and connect to existing 2 @ 6'x6' RCBC on — Y14_ and extend 2 @ 6'x6' RCBC on —Y14- upstream. The upstream culvert extension is buried 1' below the streambed. Page 6 of 17 R-2519B Stormwater Management Plan • Station 155+45 —L- (Site 8B) Tributary to Long Branch Creek. (Stream 2D) Retain existing 7'x5' RCBC and extend with 1 @ 7'x5' RCBC upstream and extend with 1 @ 7'x7' RCBC downstream with sills at outlet. Use rock cross vanes at outlet backfilled with native stone to bring stream grade up to culvert outlet elevation. Rock cross vanes are used at the outlet stream. Natural stream design is not used due to the limited right of way. • Station 158+00 —L- (Site 8C) Tributary to Long Branch Creek. (Stream 2D) Replace existing 1@10'x5' stone culvert (w/concrete top slab) with 1@ 8'x6' RCBC with alternating 0.5' and 1.0' sills @ 20' intervals. There will be a low flow meandering channel inside the culvert. Downstream of this culvert is a stream relocation with 2 rock cross vanes. Class I rip rap is used downstream for bank stabilization. Construct floodplain bench at outlet of culvert. Natural stream design is not used due to the limited right of way • Station 320+00 —L-. (Site 29) Brushy Creek. (Stream 2BC) Extend existing 3@8'x8' RCBC upstream and extend at 3@8'xl l' RCBC downstream with fish ladder. Include 1' high sill in 2 outer barrels of culvert at entrance only. Include 6" high sill in middle barrel @12' spacing in existing culvert and at entrance of proposed culvert extension. Existing culvert outlet is perched. Bank stabilization is used up and downstream. • Station 324+00 —L-. (Site 30) Unnamed Tributary to Brushy Creek. (Stream 1G) Install a new 2 @ 8'x8' RCBC with low flow meandering channel and sills. Place alternating 0.5' and 1.0' high sills @ 20' intervals in western most barrel. Upstream is a stream relocation and downstream there is bank stabilization and natural stream design, placing the tributary back in its historical location. • Station 327+50 —L-. (Site 31) Unnamed Tributary to Brushy Creek. (Stream 1G) Extend existing 2 @ 7'x7' RCBC downstream. Culvert extension is buried 1'. Bank stabilization is used downstream. • Station 346+50 —L-. (Site 33) Unnamed Tributary to Brushy Creek. (Stream 1G) Extend existing 2@7'x6' RCBC upstream. The upstream extension is buried 0.5'. There is stream relocation on the upstream side with natural stream design. The design includes a low flow bench at the upstream side of the culvert extension. • Station 11+00 —Y34-. (Site 34) Unnamed Tributary to Brushy Creek. (Stream 5UT1G) Replace 1 @ 6'x6' concrete culvert with concrete wing walls with 1@6'x7' RCBC with alternating 0.5' and 1.0' sills @ 15' intervals. Channel improvements will be done upstream and 20' of channel transition will be done downstream. The culvert is buried 1' upstream and 0.5' downstream. Page 7 of 17 R-2519B Stormwater Management Plan STORMWATER OUTFALLS (Permit sites referenced) (BMP's noted where used) Plan sheet 4 (Site 1) • (Site 1) Station 23+45 —L- (11+88 —Y1-). (Stream 2UT2A) Part of existing 30" CMP is replaced with a junction box and 30" RCP outlet to Class `I' rip rap. This will dissipate the energy and help reduce the outlet velocities. • Station 25+50 —L- Lt. (Stream 2UT2A) A small drainage system drains to standard 'V' ditch for 115 ft. and then to standard 'V' ditch with PSRM for 240 ft. before entering stream 17' away. Plan sheet 5 (No Site, Non JS) • Station 32+70 —L- Rt. (Non JS) Existing 15" CMP has a 7' vertical drop at outlet. The existing 18" CMP downstream is perched 1'. The new drainage system includes a grass ditch into a drainage system with a junction box to dissipate the energy and another open throat catch basin (where there is currently a large 4'deep x8'wide scour hole) to dissipate the energy again before discharging onto a rip rap pad reducing outlet velocities before entering Little Crabtree Creek (Stream 2A). Plan sheet 6 (Site 2/2A) • (Site 2) Station 44+50 —L- (Stream 2A) Little Crabtree Creek. Retain existing 4@12'x9' RCBC and extend up and downstream with a 4@ 12'x9' RCBC. The culvert extensions are buried 1' below the stream bed. The downstream extension has 1' high baffles spaced at 35 ft. intervals. Floodplain benches are used up and downstream in the outer barrels of the culvert. Class II riprap is used for bank stabilization at the inlet and outlet. During construction, erosion control devices, such as stilling basin and impervious dikes may be used. There is also an existing 18" CMP cross pipe that will be removed. This drainage is now in a system that outlets further away from Little Crabtree Creek in a standard base ditch lined with rip rap. • (Site 2A) Station 9+70 —Y4- (Stream SA) Replace existing 15" PVC pipe with 2 @ 30". Place Class I Rip Rap on banks at outlet for bank stabilization. • Along —Y4- on the right side is a long lateral base grassed swale approximately 450' long (see detail `T' on plan sheet 2-D of the roadway plans). This minimizes impacts to stream SA. Plan sheet 7 (site 3) Page 8 of 17 R-2519B Stormwater Management Plan • (Site 3) Station 55+00 —L- (Stream 2B) Drainage system outlets into stream with rip rap stream bank protection at the outlet. Several drop structures will be used to dissipate the energy in the drainage system and reduce outlet velocities. • Station 57+60 to 58+50 —L- Rt. (Non JS) Use lateral grassed swale before flow goes over rip rap toe protection Station 58+50 to 59+00 -L-Rt. and enters stream. Toe protection also used upstream from Station 59+05 to 60+00 —L- Rt. before flow enters stream. Plan sheet 9 (Site 4) • (Site 4) Station 79+00 —L- Lt. (Stream 2C) (Phipps Ck) Existing 4'x4' RCBC has a large scour hole at the outlet. The existing outlet is perched 2.6'. The new drainage system will have several deep junction boxes to dissipate the energy and reduce the outlet velocities. Use Class `II' rip rap at outlet on bank only. (Stream 2C) • Station 83+00 to 84+50 —L- Rt. Hazardous Spill Basin/Dry Detention Basin before drainage system to South Toe River (STR) Plan sheet 10 (Site 4A) • (Site 4A) Station 99+65 —L-. (Stream SB) Replace existing 36" (labeled 42") CMP with 36" welded steel pipe. Existing outlet is perched 2.3'. In lieu of rock cross vanes, the proposed drainage system will include several junction boxes to dissipate the energy and reduce outlet velocities. Use Class `I' rip rap at outlet before entering stream. Rip rap only on the bank is not practicable at this location. Plan sheet 11/12 (Site 5,5A,6) South Toe River • (Site 5) South Toe River Bridge This bridge design includes 2 hazardous spill basins on either side of the bridge. The proposed bridge design minimizes piers in the water (as described in the BO). The design is going from a 6 span bridge to a 3 span bridge. Two piers in the main channel are being eliminated. Phase 1 of the bridge construction will involve temporary impacts due to work pad needed to install the piers and set girder of the south side of the proposed bridge (eastbound). Phase 2 of the bridge construction includes work pads installed on either side of the South Toe River at different times to maintain 50% river flow. The temporary work pads are used to remove the existing bridge on the north side (westbound). Phase 3 of the bridge construction includes work pads needed for drilling the piers and girder erection. Note: Mussels will be relocated prior to any work on this bridge. A deck drainage system is included in the proposed design to further minimize the impacts to the stream. The proposed work pads are minimized to a temporary impact of 0.15 ac=6,534 sf versus the preliminary estimate of 9,600 sf. included in the BO. Permanent impacts are not totally avoided due to piers at the bank on the east side of the bridge (31.8 sf.) • (Site 5A) Station 122+00 to Station 124+00 —L- (Lt) Stream relocation of Long Branch Creek. As an alternative to having impacts to Long Branch Creek during Page 9 of 17 R-2519B Stormwater Management Plan construction , the stream will be relocated within the floodplain away from the work zone using similar dimension and profile. The relocated stream will be stabilized with native vegetation. The preference is for the stream to be relocated prior to bridge construction, with a minimum of one growing season prior to project completion. • From Station 111+50 to 119+00 —L- (Rt.) Lateral base grassed swale/ Hazardous Spill Basin. From station 119+50 to 121+50 —L- (Rt.) Standard base ditch. (Excavation 67,740 c£=2509 cy., storage required=6377 cf=236.2 cy.) From Station 121+50 to 121+75 —L- (Rt.) Standard Base ditch with Class `II' rip rap before entering stream (South Toe River). • Grassed Swale/Hazardous Spill Basin/Dry Detention Basin to small drainage system then to standard base ditch with Class `II' rip rap from Station 123+00 to 123+50 —L- Rt. (Stream 3UTSTR) to South Toe River. (STR) • Hazardous Spill Basin volume required=2,208 cf=81 cy • Dry Detention Basin water quality volume required=3,009 cf=111 cy • Basin capacity =14,355 cf 532 cy • (Site 6) Station 125+75 to 127+20 -L- Lt. (Stream 2D) Long Branch Creek. Remove existing 2@ 6'x6' RCBC and replace with channel between US 19 and SR 1424 (Deneen Rd.) Plan sheet 13 (Site 7) Long Branch Creek • (Site 7) Station 135+00 to Station 138+00 —L- Long Branch Creek (Stream 2D) Extend existing 2@6'x6' RCBC upstream. Continue existing 2 @ 6'x6' RCBC between 2 culverts (2@6'x6'). • (Site 7A) Station 136+00 (Stream UT2D) Tie in stream to culvert with 30" CSP. • (Site 7B) Station 137+50 —L- Rt. (Stream 2UT2D) Replace existing 24" CMP drive pipe with 30" alternate pipe storm drainage system near SR 1151 Black Jack Rd. An extra depth 2GI is used near the outlet to dissipate the energy and reduce outlet velocities. • (Site 7C) Station 139+50 —L- (Stream 3UT2D) Replace existing 54" CMP cross pipe with 54" CSP and 54" RCP near SR 1431 (Silver Springs Rd.). Plan sheet 14 (Site 8) • (Site 8) Station 152+00 to 155+00 -L- Rt. and 156+00 to 157+50 —L- Lt. (Stream 2D) The stream was filled over with roadway fill and relocated further away from the —L- line. The dimensions are similar to those of the existing stream. Rock cross vanes are used in the design to maintain a stable slope. • (Site 8A) Station 150+90 —L- Existing 30" CMP is replaced with 36" RCP and 36" CSP. A junction box is used in the system to reduce outlet velocities. • (Non JS) Station 155+40 to 157+00 —L- Rt. (Stream 2D) Dry Detention Basin is used at the end of a drainage system before outlet to culvert for energy dissipation. • (Site 8B) Station 155+00 —L- (Site 8) Tributary to Long Branch Creek. (Stream 2D) Retain existing 7'x5' RCBC and extend with 1 @ 7'x5' RCBC upstream and extend Page 10 of 17 R-2519B Stormwater Management Plan with 1 @ 7'x7' RCBC downstream with sills at outlet. Rock cross vanes at outlet backfilled with native stone to bring stream grade up to culvert outlet elevation. • (Site 8C) Station 158+00 —L- (14+90 —Y17-) (Stream 2D) Tributary to Long Branch Creek. Replace existing 1@10'x5' stone culvert (w/concrete top slab) with 1@ 8'x6' RCBC with alternating 0.5' and 1.0' sills @ 20' intervals. There will be a low flow meandering channel inside the culvert. Downstream of this culvert is a stream relocation with 2 rock cross vanes. Class I rip rap is used downstream for bank stabilization. Construct floodplain bench at outlet of culvert. • Note: Wetland 5UT2D is no longer present. Plan sheet 15 • Avoided wetlands with roadway design. Plan sheet 16 (Site 9,10,11) • (Site 9) Station 179+80 —L- (Stream 2D) Remove existing 36" CMP and replace with Special Lateral Base Ditch. • (Site 10) Station 182+80 —L- (Stream 12UT2C) Plug existing 36" CMP and replace with drainage system. Outlet lined with rip rap. Inlet standard base ditch lined with rip rap. • (Site 11) Station 186+50 —L- (Stream 2D) Bank Stabilization used at outlet of drainage system. Plan sheet 17 (Sites 12-15) • (Site 12) Station 191+50 —L- (Stream 13UT2D) Stream replaced with 42" RCP in drainage system. Outlet of system has bank stabilization. • (Site 13) Station 195+00 —L- (Wet 2DM) Fill in wetlands (0.05 ac.) Replace portion of stream (Stream 2D) with drainage system. Outlet of drainage system has bank stabilization. • (Site 14) Station 197+00 —L- (Stream 2D) Fill in portion of stream and replace with drainage system. • (Site 15) Station 198+50 —L- (Stream 2D) Fill in portion of stream and replace with drainage system. Plan sheet 18 (Site 16-18) • (Site 16) Station 205+66 —L- Lt. (Stream 1H) Remove existing 36" CMP and remove 18" HDPE and replace with 36" RCP and 60' of bank stabilization (where 18" HDPE was existing). • (Site 17) Station 206+55 —L- Lt. (Stream UT1H) Remove existing 12" CMP and replace with 18" RCP and 18" CSP and bank stabilization. • (Site 18) Station 214+00 —L- (Stream 2UT1H) Plug existing 54" CMP and replace with 54" Welded Steel Pipe and 54"RCP. Near the outlet, place a junction box to dissipate the energy and outlet with 60" RCP and standard base ditch with rip rap. Page 11 of 17 R-2519B Stormwater Management Plan Plan sheet 20 -21 (Sites 19-23) Big Crabtree Creek • (Site 19) Station 12+00 —Y21- (Stream 1I) Replace existing 42" RCP with 48" alternate pipe and Class "I' rip rap at outlet. • (Site 20) Station 244+50 —L- Rt. (Wetland lIC) Standard base ditch through wetland. All of wetland is being taken. • (Site 21) Station 246+00 —L- Rt. (Stream 1I) Fill over existing stream due to road being widened. Stream is replaced parallel to the roadway with standard base ditch. Natural stream design is not used due to limited right of way. • (Site 22) Station 247+85 —L- (Big Crabtree Creek) (Stream 1CC) 4@ 12'x12' RCBC replaced with bridge. (Single span 185' long, 96" steel girders) One alternative reviewed at this location was to extend the culvert and use retaining walls. This alternative was not acceptable to several agencies, therefore the culvert is being replaced by a bridge. Due to the bridge design, the grade had to be raised at this location. This pushed out the location of the slope stakes. This is a single span bridge, therefore there will be no piers in the channel. Existing Big Crabtree Creek channel dimensions will be matched for the day -lighted stream. • (Site 23) Station 15+00 —Y23A- (Stream UT1CC) Replace 48" CMP with 60" RCP due to extending the limits of —Y23A-. • Station 251+50 —L- (Rt) Dry detention basin used to minimize stormwater effects. Best management practice. Plan sheet 22 • (Non JS) Three existing outlets are heavily eroded (some have 10' deep holes) on the south side of the project. These outlets will no longer be used. Pipe drainage system will convey storm drainage past these outlets to the basin Plan sheet 23 (Site 24) • (Site 24) Station 281+50 —L- (Stream UT1CC) Plug existing 24" CMP and replace with a drainage system. Outlet of drainage system has standard 'V' ditch with Class `I' rip rap as requested in a previous 4B meeting. Plan sheet 24 (Site 25) • (Site 25) Station 300+00 —L- (Stream 2E) Replace stream with drainage system. Existing 60" CMP is lined with 54" welded steel pipe. Standard base ditch is used at outlet of system. Plan sheet 25 (Site 26-27) • (Site 26) Station 302+50 —L- Lt. (Stream 2E) Portion of stream has bank stabilization at outlet. Portion of stream has 60" CSP replacing stream. At the outlet of the storm drain system is a 4' base ditch lined with rip rap. Page 12 of 17 R-2519B Stormwater Management Plan • (Site 27) Station 305+50 —L- Lt. (Stream SD) Existing 18" CMP is replaced with storm drain system. Bank stabilization is used at outlet of system. Plan sheet 26 (Site 28-31) Brushy Creek • (Site 28) Station 317+00 —L- (Stream SE) Existing 30" CMP is plugged and filled with flowable material. A new 30" welded steel pipe is installed using trenchless installation. The proposed drainage system has Class `I' rip rap at the outlet. The inlet side has a standard base ditch lined with Class "I" rip rap. • (Site 29) Station 320+00 —L- (Stream 2BC/1 G) Brushy Creek. Extend existing 3@8'x8' RCBC with 3@8'x8' RCBC (buried 0.5') upstream. Place 1' high sill in 2 outer barrels at entrance only with 6" high sill in middle barrel @ 12' spacing in existing culvert and at entrance of proposed culvert extension. Extend existing 3@8'xl l' RCBC downstream with fish ladder. During construction, erosion control devices, such as stilling basins and impervious dikes may be used. Due to the widening of the road, Stream 1G is filled in. (see next) • (Site 30) Station 324+00 —L- (Stream 1G) Remove existing RCBC on SR 1235 Old US 19E (-Y30 -) Remove 2 each 72" CMP from driveways, Fill over stream and replace with new stream relocation. Install new 2@8'x8' RCBC. Space alternating 0.5' and 1.0' high sills @ 20' intervals in western most barrel. Natural stream design is used downstream of new culvert. (See UT to Brushy Creek Stream Relocation sheet.) There was a remnant stream located where the new natural stream will be placed. Station 324+70 —L- (Rt) preformed scour hole (PSH) at outlet of storm drainage system. • (Site 31) Station 327+50 —L- (Stream 1G) Extend existing 2@ 7'x6' RCBC with 2@7'x7' RCBC downstream. Low flow is in western barrel only. Bank stabilization is used downstream for flood plain benching. Downstream extension is buried 1.5'. Temporary impacts are designated upstream to be used during construction. Plan sheet 28 (Site 32-34) • (Site32) Station 345+00 —L- Rt. (Stream 8UT1G) Stream is replaced with junction box and 24" RCP. The junction box will dissipate the energy and reduce outlet velocities. • (Site 33) Station 346+50 —L- Rt. (Stream 1G) Extend existing 2@ 7'x6' RCBC with 2@ 7'x6' RCBC upstream. Bury culvert 0.5'. Channel improvement upstream of proposed culvert extension. Proposed 24" CSP in the vicinity of -DR13- outlets into a standard base ditch with rip rap as requested in previous 4B meeting. • (Site 34) Station 11+00 —Y34- (Stream 5UT1G) Replace existing 1@ 6'x6' RCBC with 1@ 6'x7' RCBC with 0.5' and 1.0' alternating sills. Bank stabilization is used downstream of the culvert. Channel improvements upstream of the culvert extend for 120 ft. Culvert is buried 1.0'. Plan sheet 29 (Site 35 and Site 37) (No Site 36) Page 13 of 17 R-2519B Stormwater Management Plan • (Site 35) Station 358+50 —L- (Stream SF) Site 35 Replace 30" CMP with 30" welded steel pipe and junction boxes. Bank stabilization is used downstream of the drainage system. Standard 'V' ditch is used upstream of the system. • NOTE: There is no Site 36. • (Site 37) Station 368+50 —L- (Stream SG) Site 37 Replace existing 42" CMP with 42" welded steel pipe. Replace stream with 42" RCP upstream. Junction boxes are used in the system to dissipate the energy and reduce outlet velocities. Bank stabilization is used downstream of the system. Plan sheet 30 (Site 38) • (Site 38) Station 384+00 —L- (Stream 1D) Replace 24" CMP with 24" alternate pipe and junction box. The JB will dissipate the energy and reduce outlet velocities. Bank stabilization is used downstream of the system. Plan sheet 31 (Site 39-40) • (Site 39) Station 388+00 —L- (Stream SH) Existing 18" CMP is replaced with 18" CSP with elbows. Class I rip rap is used downstream of drainage system. • (Site 40) Station 397+75 —L- (Stream SI) Replace stream with drainage system. 24" CSP with elbows and rod and lug connectors are used. Use several junction boxes to dissipate energy and reduce outlet velocities. Class I rip rap is used at outlet of system. Plan sheet 32 (Site 41-42) • (Site 41) Station 404+50 —L- Rt. (Stream 1C) Existing 18" CMP cross pipe is plugged and filled with flowable material. Stream is replaced with drainage system including 24" CSP with elbows and junction box near outlet to dissipate energy and reduce outlet velocities. Bank stabilization is used downstream of the system. • (Site 42) Station 409+00 —L- Rt. (Stream 1Z) Existing 18" CMP cross pipe is plugged and filled with flowable material. Existing Stream is replaced with drainage system including 15" CSP with elbows and 24" CSP with elbows and junction box near outlet to dissipate energy and reduce outlet velocities. Bank stabilization is used downstream of the system. Toe protection is also used on the fill slope. Plan sheet 33 (Site 43) • (Site 43) Station 419+75 —L- Rt. (Stream SJ) Existing 18" CMP and 24" CMP cross pipes are plugged and filled with flowable material. Existing Stream is replaced with drainage system including 24" CSP with elbows and junction boxes near outlet to dissipate energy and reduce outlet velocities. Class `B' rip rap is used downstream of the system. Plan sheet 34 (Site 44-45) Page 14 of 17 R-2519B Stormwater Management Plan • (Site 44) Station 428+50 —L- Lt. (Stream SKA) Remove existing concrete lined ditch and replace with drainage system including 30" CSP and open throat catch basin near outlet. • (Site 45) Station 431+00 —L- Rt. (Stream SK) Remove concrete lined ditch and replace with Class 'I' rip rap lined standard base ditch. No net loss. STREAM RELOCATIONS • (Site 5A) Station 122+00 to station 124+00 —L-( Lt.) Long Branch Creek (Stream 2D) Relocate 148 ft. of existing stream where Long Branch Creek ties into the South Toe River due to the construction of the new bridge over the South Toe River. Currently there are beaver dams in this stream. The new stream will have similar dimensions and profile as that of the existing stream. The new stream will be contained inside the right of way. Further upstream (Site 6) from Station 125+95 to station 127+17, approximately 144' of Long Branch Creek (Stream 2D) is reclaimed after removing an existing 2@ 6'x6' RCBC. With this stream design, 2 rock cross vanes are used for grade control. The new stream will have similar dimensions and profile as that of the existing stream. The new stream will be contained inside the right of way. • (Site 8) Station 152+50 to station 155+00 —L- (Rt.) Long Branch Creek (Stream 2D) 257 feet of stream relocation proposed downstream. The existing stream flows along the toe of fill and crosses under the road with a 7'x5' RCBC. The culvert is extended upstream and downstream due to widening of the road. The stream is relocated parallel to the road with similar dimensions and profile. Rock cross vanes are used for grade control. On the downstream side, rip rap is used along the toe of fill. Bank stabilization is also used in the vicinity of the culvert extensions. On the upstream side from Station 155+98 to 157+80 —L- (Lt.) 192 feet of stream relocation is proposed. The stream is relocated parallel to the road with similar dimensions and profile. Rock cross vanes are used for grade control. The culvert on Newdale Church Way is being replaced due to the widening on — Y 17-. • (Site 19) -Y21-Hemlock Rd is being widened and an existing 42" RCP will be replaced with a new 48" pipe. (Stream 11) From Station 244+10 to station 247+88 —L- (Rt.) 396 feet of stream is being relocated. The existing stream is stable. The proposed stream is parallel to the road similar to the existing stream. Due to the widening, the stream will be relocated further south. The proposed stream has similar channel dimensions and profile. The proposed stream is inside the right of way. • (Site 25) Station 299+30 to station 300+31 —L- (Rt.) 94 feet of stream is being relocated. The stream is being relocated due to the road being widened. A standard base ditch with similar channel dimensions and profile will replace the Page 15 of 17 R-2519B Stormwater Management Plan stream. The proposed stream is parallel to the road and contained within the right of way. • (Site 30) Station 320+00 to station 323+00 —L- (Lt.) (Stream 1G) 660 feet of new stream is proposed. It appears during original construction of US 19, the unnamed tributary to Brushy Creek was realigned to fall along the south side of US 19/Old US 19/ Penland Rd. and then travel through the triple 8'x8' RCBC at Brushy Creek. The new double 8'x8' RCBC will convey water across the widened US 19 and outlet into a newly constructed stream that ties in with Brushy Creek at the same location as that of the remnant channel. The project will reestablish the original flow path of the tributary in the new double barrel culvert. At this time, the remnant channel is visible at the same location as that of the new stream. The existing triple 8'x8' RCBC will be extended on both sides. Bank stabilization will be used both upstream and downstream along Brushy Creek. The new stream will be fully contained within the right of way. On the upstream side, an old culvert will be removed and the new channel dimensions will mimic the old stream. • (Site 33) Station 346+42 to station 348+50 —L- (Rt.) (Stream 1G) Due to the widening of the road, 275 feet of stream realignment is proposed. The new stream will run parallel to the toe of fill. The existing double 7'x6' RCBC will be extended upstream. The new stream will be contained within the right of way. Natural stream design techniques will be used in the design to mimic the existing stream dimensions and profile. CONCRETE DITCH REMOVAL • (Site 45) Station 429+67 to 432+94 —L- Rt. (Stream SK) Existing concrete ditch will be removed and replaced with rip rap. STRUCTURE REMOVAL • (Site 6) Station 126+50 —L- (Lt) Remove existing 2@6'x6' RCBC and replace with channel. (Total length=144') • (Non Site) Station 27+550 —Y16- Remove existing bridge structure. • (Site 22) Big Crabtree Creek. Remove 4 barrel culvert and replace with bridge. • (Site 30) Remove existing RCBC on —Y30- (Old US 19) near Station 324+70 —L- (Rt). RETAINING WALLS • Wall #1 Station 78+50 to 87+50 —L- (Lt) reduced the impacts to the South Toe River. • Wall #2 Station 125+50 to 129+50 —L- (Lt) reduced the impacts to Long Branch Creek. Page 16 of 17 R-2519B Stormwater Management Plan • Wall #4 Station 226+50 to 229+50 —L- (Rt) reduced the impacts to JS (Stream II) and wetland (Wet l IB). • Wall #11 Station 360+72 to 363+50 —L- (Rt) reduced the impacts to JS (Stream 1G) and wetland (Wet1G-B). Page 17 of 17 5' 09/08/99 aNI 3 E`e1 See Suet I -A For Index of Sheets See Suet I -B For Conventional Symbols Begin Protect VICINITY MAP -Y1- SR 1308 {DOUBLE ISLAND RD) TO 3URNSSVILLE SITE END BRIDGE STA. 24+69,28 LT STA., 4+81.34 RT (CROSSFIELD RD) BEGIN BRIDGE STA.23+25.28 LT STA.23+37.34 RT LITTLE CRABTREE REP -Y5-TE 2 (SOUTH SITE STA. 15 + 68.90 -Y3 (MISTY RIDGE LN SOUTH TOE RNER -DRI- Y4- SIiI 07E 4 (WYATT TOWN RD) 19S -Y7- SR (MORNING AR CHURCH RD) -Y6- (HARRIS MOBIL HOME RD) -DR3- (POORS LN) SITE 3 STATE OF NORTH CAROL NA DIVISION OF HIGHWAYS YANCEY/MITCHELL COUNTIES -Y9- SR 1435 (STREAM RD) -YB- SR 1149 (RICE RD) -Y10- -DR4- LOCATION: US 19E FROM SR 1186 (OLD US 19) IN YANCEY COUNTY TO MULTI —LANE SECTION WEST OF SPRUCE PINE IN MITCHELL COUNTY TYPE OF WORK: GRADING, PAVING, RESURFACING, DRAINAGE, SITE 4A RETAINING WALLS, CULVERTS, AND STRUCTURES Y11- SR 1435 (STREAM RD) -Y12- (RIVER WALK DR) Y12- SR 1150 (HICKS RD) BEGIN BRIDGE (NC 80 NORTH) SOUTH Tr AMER _Y13- SR 1424 WETLAND /SURFACE WATER PERMIT SITE 5 SITE DEY15- NEEN RD) SITE 10 SITE 8A SITE 16 -Y17- SR 1423 SILVER SPRI S RD) END BRIDGE —L— BEGIN STATE PROJECT R-2519B SITE 6 -Y14- SR 1151 (BLACK JACK RD) STA. 13+49,10 -L- BEGIN CONSTRUCTION SITE 26 SITE 34 SITE 27 -Y32- SR 1236 ) -Y28- SR 1234-DR12A- (BURLESON CIRC R -Y26- -Y2 - (FOXRUN (RED BIRD RD) .• -Y27- SR 1157 (HOOT OWL RD Y25- SR 1233 1 (NEED GARLAND RD • -Y29- SR 12 (BURLESON -Y31- S (PENLA. DR12- -DR11- (OLD US 19E SITE IRCLE RD) 1162 RD) SI r► �r + -Y30- SR 1235 S BRUSHY CREEK -Y34- SR 1236 SITE 40 8 E 30 ITE 25 `OLSITE' 35 -Y35- SR 1154 (BUCMANON RD -D E3 -DR14- -DR13- OLD US 19E ) _Y33- SITE 29HENLINE HEIGHTS A- -DR15- SITE 7A -Y38- SR 1272 (LAWSON DR) -Y37- SR 1271 SITE (EARL'S REPAIR SHOP RD) SITE 41 -DR16- -DR17 -Y16- SR 1185 -Y18- 1423 (NEWDALE CHURCH WAY) SITE 9 (SYCAMORE CIRCLE) SITE 8 SITE 44 SITE 12 SITE 13 yQaJG G SITE 14 SITE 45 SITE 15 SITE 43 -DR18- SIT 42 SITE 39 SITE 38 -Y36- SR 1155 SITE 37 (HUGHES RD) SITE 33 SITE 32 Y38- SR 1274 (TED MILLER RD) -DRS- (CATABERRY LN) -ORE- SITE 18 SITE 17 -DRBB- RATE RATS PitOlOCr 4EPERENCO NO. SEBES NO. Torn. SHEETS N.C. R-2 519 B STAn POOL NO. r.w. PAot N4 I OZKINITION 35609.1.1 PE 35609.2,2 RA/V, UTIL --DR8C- (MOUNTAIN MUSIC DR) SITE 2 (MOUNTAIN MUSIC DR) -Y20- SR 1300 (ARBuCK (J E 19 US 19� -DRBA- -Y21- SR 1181 (HEMLOCK RD) BEGIN BRIDGE STA. 246+54,3 BIG CRABTREE CREEK T STA. 430+34.01 —L— END STATE PROJECT R-2519B SIT IT I M OD Z -DR9- CRAB TREE ACRES RD) i 22 -Y23A- SR 1002 -DR10- (CRABTREE CREEK RD) END BRIDGE STA. 248+94.23 SITE 23 A PORTION OF THIS PROJECT IS WITHIN THE MUNICIPAL BOUNDARIES OF THE TOWN OF MICAVILLE. CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD II. THIS IS A PARTIAL CONTROLLED -ACCESS PROJECT WITH ACCESS BEING LIMITED TO POINTS AS SHOWN ON THE PLANS. SITE 24 PRELIMINARY PLANS DO NOT VSR TOR CONSTRUCTION 50 GRAPHIC SCALES 25 Q 50 1Q0 1g0 50 PLANS 25 Q 50 10 PROFILE (HORIZONTAL) 5 20 10 ` emilli PROFILE (VERTICAL) DESIGN DATA ADT 2014 = 13,277 ADT 2034 = 19,181 DHV = 11 % D = 60 % T = 7 % * V = 60 MPH * (TTST 3% + DUAL 4%) FUNC. CLASS. = ARTERIAL STATEWIDE TIER PROJECT LENGTH LENGTH ROADWAY TIP PROJECT R-251913 LENGTH STRUCTURE TIP PROJECT R-2519B TOTAL LENGTH TIP PROJECT R-25198 = 7,724 MI = 0.129 MI = 7.853 MI Prepared In the Office of: DIVISION OF HIGHWAYS 1000 Birch Ridge Dr., Raleigh NO, 27610 1011 STANDARD SPECIFICATIONS RIGHT OF WAY DATE: JANUARY 27, 2012 LETTING DATE: FEBRUARY 18, 2014 G. E. BREW, PE PROJECT ENGINEER THAD F. DUNCAN, PE PROJECT DESIGN ENGINEER HYDRAULICS ENGINEER P,S, SIGNATURE: ROADWAY DESIGN ENGINEER P.S. SIGNATURE: Sheet 0 IA Front Ditch Slope DETAIL 'A' SPECIAL CUT DITCH ( Not to Scale) F/ 9/ a), O, e,. Min. D= 0.5 Ft. FROM STA.19+00 TO STA.21+00 -L- RT Natural Ground d DETAIL 'F' EXISTING DITCH ( Not to Scale) Filter Fabric Max. d= 1.5 Ft. Type of Liner= CLASS 'I' Rip -Rap FROM STA.22+70 TO STA.23+80 -L- RT DETAIL 'K' STANDARD 'V' DITCH (Not to Scale) Natural Ground �y T n Min. D= 1.5Ft. Max. d= 1.5Ft. Type of Liner= PSRM FROM STA' 12+92 TO STA.15+20 -Y1- LT Natural Ground DETAIL 'P' TOE PROTECTION ( Not to Scale) d d= 1.0 Ft. Type of Liner= PSRM R 'L Pe. Slope F\- Fill FROM STA. 10+50 TO STA. 13+00 -DR2- RT FROM STA. 10+50 TO STA.13+50 -DR2- LT DETAIL 'U' SPECIAL LATERAL BASE GRASSED SWALE ( NOt to Scale) Ground IITD❑❑'' Fro L Front Ditch Slope Min. D= 2.0 Ft. B= 3.0 Ft. FROM STA. 9+85 TO STA. 13+00 -Y4- RT Notur Ground DETAIL 'Z' LATERAL BASE GRASSED SWALE (Not to Scale) b 1'iFt. Slope Min. D= 2.0Ft. 8= 5'OFt. b= 5'OFt. FROM STA 111+50-L- TO STA 119+00 -L- RT FROM STA 319+62-L- TO STA 321+84 -L- LT 0 -J to DETAIL 'B' BERM DITCH ( Not to Scale) Min. D= 1.5 Ft. FROM STA.18+00 TO STA. 18+50 -L- LT DETAIL 'G' SPECIAL CUT DITCH t Not to Scale) Front Ditch Slope Min. D= 1.0 Ft. FROM STA, 71+20 TO STA. 71 + 60 -L- LT FROM STA, 12+50 TO STA, 12+75 -Y38- RT FROM STA,13+70 TO STA' 14+30 -DR3- RT FROM STA.12+00 TO STA.12+50 -Y31- LT DETAIL 'L' LATERAL BASE DITCH ( Not to Scale) b Natural Ground d r. 1'/Ft. Filter Min. D= 1.0 Ft. Fabric Max. d= 0.5 Ft. B=2.0 Ft. (.When B Is < 6.0' b= 5.0 Ft. Type of Liner= CLASS 'B' Rip -Rap Fill Slope FROM STA. 49+50 TO STA. 50+50 -L- LT DETAIL Q' SPECIAL LATERAL 'V' DITCH ( Not to Scale) Fill Slope Min. D= 1.0 Ft. FROM STA.224+00 TO STA.225+50 -L- LT DETAIL 'V' DRY DETENTION BASIN TOTAL CAPACITY REQUIRED : 14,700 CU FT TOTAL CAPACITY PROVIDED : 18,300 CU FT Q ELEV. 2539.13 W/1.0 FT, FREEBOARD 4.5' FROM STA. 250+75 TO STA, 252+01 -I.- RT DETAIL 'AA' STANDARD BASE DITCH ( Not to Scale) Ground Min. D= 2.0 Ft. B= 5.0 Ft. T B` Ground DETAIL 'C' ww BERM DITCH oa ( Not to Scale) JF- ✓1 N 10.0' V.C. Min. D= 1.5 Ft. Filter Fabric Max. d=1.0 Ft. Type of Liner= CLASS 'B' RIP RAP FROM STA, 18+50 TO STA,19+50 -L- LT DETAIL 'H' TOE PROTECTION ( Not to Scale) H410 •00;14 d d= 1.0 Ft. �\P R Fill Filter Fabric Type of Liner= Class 'B' Rip -Rap Slope FROM STA.52+80 TO STA 53+50 -L- RT FROM STA.58+50 TO STA.59+00 -L- RT FROM STA. 91+50 TO STA. 92+00 -L- LT FROM STA. 139+00 TO STA.140+50 -L- RT FROM STA. 276+00 TO STA.276+50 -L- LT FROM STA' 283+50 TO STA. 284+00 -L- LT FROM STA.282+00 TO STA.284+50 -L- RT FROM STA.10+80 TO STA.11+80 -Y23A- LT DETAIL 'M' TOE PROTECTION F 2Y ( Not to Scale) <4 R Cut Slope d d= 1.0 Ft. Type of Liner= PSRM Cut Slope FROM STA, 48+00 TO STA. 51+50 -L- RT DETAIL 'R' TOE PROTECTION ( Not to Scale) T CR000 §k Sllope d Filter d= 1.5 Ft. Fabric Type of Liner= Class 'I' Rip -Rap FROM STA. 59+05 TO STA. 60+00 -L- RT DETAIL 'W' BERM 'V' DITCH ( Not to Scale) b= 5.OFt. FROM STA.194+50 TO STA.195+80 -L- RT FROM STA.216+50 TO STA.219+00 -L- RT FROM STA.227+50 TO STA.232+50 -L- LT FROM STA. 235+57 TO STA. 240+00 -L- LT FROM STA.296+50 TO STA.298+00 -L- LT FROM STA.10+50 TO STA,12+00 -Y20- LT FROM STA. 258+00 TO STA. 259+00 -L- LT FROM STA. 284+40 TO STA, 285+20 -L- LT DETAIL 'AB' STANDARD BASE DITCH (Natty Scale) Ground d1 Filler Fabric B Mln, D= 1.0 Ft. Max, d= 0.75 Ft. 8= 5.0 Ft. Type of Liner= CLASS II Rip -Rap Ground DETAIL 'D' LATERAL 'V' DITCH (Not to Scale) Natural Ground d Filter Fabric I'/F t. Min. D= 1.0 Ft. Max. d= 1.0 Ft. b=3.0 Ft. Type of Liner= CLASS 'I' Rip -Rap FIII Slope FROM STA. 21+50 TO STA, 23+25 -L- LT DETAIL 'I' STANDARD BASE DITCH ( Not to Scale) dl Filter Fabric Type of Liner= Natural Ground Min. D=3.0 Ft. Min d = 1.0 FT. B= 5.0 Ft. CLASS 'B' Rip -Rap FROM STA, 46+10 TO STA, 46+50 -L- LT DETAIL 'N' STANDARD BASE DITCH ( Not to Scale) Natural round d Min. D= 2.0 Ft. Max. d= 1.5 Ft. B=3.0 Ft. Type of Liner= Class 'B' Rip -Rap STA. 52 + 80 -L- LT Natural Ground DETAIL 'E' IOE PROTECI1ON ( Not to Scale) Filter d= 1.5 Ft. Fabric Type of Liner= CLASS I Rip -Rap Slope DETAIL 'S' SPECIAL LATERAL BASE DITCH ( Not to Scale) 2y d1 Filter Fabric TD Front Ditch Slope Min. D= 2.0 Ft. Max. d= 1.5 Ft. B= 3.0 Ft. Type of Liner= CLASS 'B' Rip -Rap FROM STA, 22+10 TO STA. 22+70 -L- RT FROM STA, 43+00 TO STA. 43+50 -L- LT FROM STA. 204+50 TO STA' 207+00 -L- RT DETAIL 'X' DRY DETENTION BASIN TOTAL CAPACITY REQUIRED : 8792 CU FT TOTAL CAPACITY PROVIDED :11505 CU FT Q ELEV. 2477.20 W/1.0 FT. FREEBOARD FROM STA, 83+00 TO STA.84+50 -L- RT DETAIL 'AC' SPECIAL LATERAL BASE GRASSED SWALE ( Not to Scale) Ground Front iNo Ditch v" t Slope Min. D= 4.0 Ft. B= 5,0 Ft, PROJECT REFERENCE NO. R-2519B R'N SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO, 2-D HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE PO. CONSTRUCTION DETAIL 'J' LATERAL BASE GRASSED SWALE ( Not to Scale) b / FilI atura round Slope 3,y T i"/Ft. LJ Min. D= 1.0 Ft. B= 2.0 Ft. b= 5.0 Ft. FROM STA, 46+50 TO STA, 49+50 -L- LT FROM STA. 237+00 TO STA' 241+00 -L- RT DETAIL '0' LATERAL BASE GRASSED SWALE ( Not to Scale) b roun �T� 3� rt"/ t. i..i ill lope Min. D= 0.9 Ft. B= 2 Ft. b= 3 Ft. FROM STA. 52 + 80 TO STA. 54 + 50 -L- LT DETAIL 'T' LATERAL BASE GRASSED SWALE ( Not to Scale) b oun Min. D= 2.0 Ft. B= 3.0 Ft. b= 5.0 Ft. FROM STA, 13 + 00 TO STA. 13 + 72 -Y4- RT DETAIL 'Y' BERM DITCH ( Not to Scale) VAR. 5.0' r' Min. D= I.0Ft. VI FROM STA.91+50 TO STA.95+00 -L- RT FROM STA. 410+00 TO STA.412+50 -L- LT FROM STA, 11+50 TO STA. 12+00 -Y8- LT DETAIL 'AD' SPECIAL LATERAL BASE GRASSED SWALE ( Not to Scale) Fill Slope Min. D= 1.5 Ft. B= 2.0 Ft. FROM STA, 135+75 TO STA, 139+00 -L- LT FROM STA, 350+50 TO STA. 354+50 -L- RT FROM STA' 119+50 TO STA. 121+50 -L- RT FROM STA.121+50 TO STA. 121 +75 -L- RT FROM STA,124+50 TO STA.127+00 -L- RT Permit t Drawing Sheet 2- of _) / Y R-2519B 2E 6* 6* 6* -64 6* CD CD *0 Pf F-M z o trHAU DETAIL 'A' SPECIAL CUT DITCH ( Not to Scale) FROM STA.19+00 TO STA.21+00 -L- RT DETAIL 'F' EXISTING DITCH ( Not to Scale) Filter Fobrlc Max. d= 1.5 Ft. Type of Liner= CLASS 'I' Rip -Rap FROM STA. 22+70 TO STA.23+80 -L- RT DETAIL 'K' STANDARD 'V' DITCH ( Not to Scale) EXISTING ROADWAY Min. D= 1.5Ft. Max. d= 1.5Ft. Type of Liner= PSRM FROM STA.12+92 TO STA.15+20 -Y1- LT DETAIL 'P' TOE PROTECTION ( Not to Scale) Natural Ground d d= 1.0 Ft. Type of Liner= PSRM Fill Slope FROM STA, 10+50 TO STA. 13+00 -DR2- RT FROM STA. 10+50 TO STA. 13+50 -DR2- LT DETAIL 'U' SPECIAL LATERAL BASE GRASSED SWALE ( NOt to Scale) Ground STD I.. L►1 Alp F� Front Ditch Slope Min. D= 2.0 Ft. B= 3.0 Ft. FROM STA. 9 + 85 TO STA. 13 + 00 -Y4- RT DETAIL 'Z' LATERAL BASE GRASSED SWALE ( Not to Scale) b I Fill ' Slope Minn.. D= 2.0Ft. 1.�.1 B= 5.0Ft. b= 5.0Ft. FROM STA 111+50-L- TO STA 119+00 -L- RT FROM STA 319+80-L- TO STA 321+80 -L- LT Notural r Ground d Filter -f Fabric FROM STA.18+00 TO STA.18+50 -L- LT DETAIL 'G' SPECIAL CUT DITCH ( Not to Scale) FROM STA. 57+50 TO STA. 59+00 -L RT FROM STA, 71+00 TO STA, 71+50 -L- LT FROM STA. 12+50 TO STA,12+75 -Y38- RT FROM STA, 13+70 TO STA. 14+30 -DR3- RT STA 12+00 -Y31- LT DETAIL 'L' LATERAL BASE DITCH ( Not to Scale) b I'/F Min. D= 1.0 Ft. Max. d= 0.5 Ft. B=2.0 Ft. •When B is < 6.0' b= 5.0 Ft. Type of Liner= CLASS 'B' Rip-Rop Fill Slope FROM STA. 49+50 TO STA. 50+50 -L- LT DETAIL Q' SPECIAL LATERAL 'V' DITCH I Not to Scale) FROM STA.224+00 TO STA.225+50 -L- LT DETAIL 'V' TOE PROTECTION 414 T ( Not to Scale) 447'041,0 9- Fill loPe F\- Filter d= 1.0 Ft. Fabric Type of Liner= CLASS 'I' Rip-Rop FROM STA, 71 +50 TO STA. 72+60 -L- LT DETAIL 'AA' STANDARD BASE DITCH ( Not to Scale) Ground D= 2.0 Ft. 8= 5.0 Ft. Notural T .1 Ground FROM STA,119+50 TO STA. 121+50 -L- RT a ✓Ji DETAIL 'C' BERM DITCH ( Not to Scale) Min. D= 1.5 Ft. Filter Fabric Max. d=1.0 Ft. Type of Liner= CLASS 'B' RIP RAP FROM STA. 18+50 TO STA, 19+50 -L- LT DETAIL 'H' TOE PROTECTION ( Not to Scale) d= 1.0 Ft. 2P-cc= Filter Fobrlc Type of Liner= Class 'B' Rip -Rap FIII Slope FROM STA 32 +50 TO STA 32 + 80 -L- RT FROM STA. 52+80 TO STA 53+50 -L- RT FROM STA. 84+65 TO STA. 85+00 -L- RT FROM STA. 91+50 TO STA.92+00 -L- LT FROM STA. 276+00 TO STA, 276+50 -L- LT FROM STA. 283+50 TO STA. 284+00 -L- LT FROM STA. 282+00 TO STA. 284+50 -L- RT FROM STA.10+80 TO STA.11+80 -Y23A- LT DETAIL 'M' TOE PROTECTION ( Not to Scale) FROM STA, 48+00 TO STA. 51+50 -L- RT d= 1.5 Ft. DETAIL 'R' TOE PROTECTION ( Not to Scale) d P(�F� Slope F� Filter Fabric Type of Liner= Closs '1' Rip -Rap Fill FROM STA. 59+00 TO STA. 60+00 -L- RT DETAIL 'W' BERM 'V' DITCH ( Not to Scale) .. � rb FROM STA.194+50 TO STA.195+80 -L- RT FROM STA.216+50 TO STA.219+00 -L- RT FROM STA.227+50 TO STA. 232 + 50 -L- LT FROM STA. 235+57 TO STA, 240+00 -L- LT FROM STA, 296+50 TO STA. 298+00 -L- LT FROM STA.10+50 TO STA. 12+00 -Y20- LT DETAIL 'AB' STANDARD BASE DITCH ( Not to Scale) Ground - ti� Ground d Pilfer Fabric 14.1 - N 10.0' V.C. MIn. D. 1.0 Ft. Max, d= 0,75 Ft. `When B Is < 6.0' B= 5.0 Ft. Type of Liner= CLASS 11 Rip -Rap FROM STA. 121 +50 TO STA. 121 +75 -L- RT DETAIL 'D' LATERAL 'V' DITCH ( Not to Scale) Naturol Ground d Filter Fabric MIn. D= 1.0 Ft. Max. d= 1.0 Ft. b=3.0 Ft. Type of Liner= CLASS 'I' Rip-Rop Fill Slope FROM STA. 21+50 TO STA. 23+25 -L- LT Natural Ground d= 1.5 Ft. DETAIL 'E' TOE PROTECTION ( Not to Scale) Z PP' Slope Filter Fabric Type of Liner= CLASS IRip-Rap DETAIL 'I' STANDARD BASE DITCH ( Not to Scale) Ground Min. D=3.0 Ft. B= 5.0 Ft. Natural Ground FROM STA. 46+10 TO STA. 46+50 -L- LT DETAIL 'N' STANDARD BASE DITCH ( Not to Scale) Natural round 2,./ dl Filter Fdbric •When B IS < 6.0' B N .r r. ound Min. D= 2.0 Ft. Max. d= 1.5 Ft. B=3.0 Ft. Type of Liner= Class 'B' Rip -Rap STA, 52 + 80 -L- LT FROM STA, 22+10 TO STA. 22+70 -L- RT DETAIL 'S' SPECIAL LATERAL BASE DITCH ( Not to Scale) d Filter Fabric Front Ditch Slope Min. D= 2.0 Ft. Max. d= 1.5 Ft. B= 3.0 Ft. Type of Liner= CLASS 'B' Rip -Rap FROM STA, 43+00 TO STA. 43+50 -L- LT FROM STA, 204+50 TO STA. 207+00 -L- RT DETAIL 'X' HAZARDOUS SPILLBASIN TOTAL CAPACITY REQUIRED : 8792 CU FT TOTAL CAPACITY PROVIDED : 11505 CU FT © ELEV. 2477.20 W/1.0 FT. FREEBOARD MODEL 20-10C SLUICE GATE 135' FROM STA, 83+00 TO STA, 84+50 -L- RT DETAIL 'AC' SPECIAL LATERAL BASE GRASSED SWALE ( Not to Scale) Ground t Front o TD \a Ditch Slope L Mtn. D= 4.0 Ft. 8= 5,0 Ft. FROM STA, 124+50 TO STA.127+00 -L- RT RN! SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER INCOMPLETE PLANS DO NOT USR FOR U'W ACOUISIT70N PRELIMINARY PLANS DO NOT USE P0. CONSTRUCTION DETAIL 'J' LATERAL BASE GRASSED SWALE ( Not to Scale) b �T�' r• 1"/ t. III lope Min. D= 1.0 Ft. B= 2.0 Ft. b= 5.0 Ft. FROM STA. 46+50 TO STA, 49+50 -L- LT FROM STA. 237+00 TO STA. 241+00 -L- RT roun DETAIL '0' LATERAL BASE GRASSED SWALE ( Not to Scale) t. t11 Sipe Min. D= 0.9 Ft. 6= 2 Ft. b= 3 Ft. FROM STA. 52 + 80 TO STA, 54+50 -L- LT DETAIL 'T' LATERAL BASE GRASSED SWALE ( Not to Scale) roun T�., 1", t. Fill Slope Min. D= 2.0 Ft. B= 3.0 Ft. b= 5.0 Ft. FROM STA, 13+00 TO STA. 13+72 -Y4- RT DETAIL 'Y' BERM DITCH ( Not to Scale) VAR. 1 FROM STA. 91+50 TO STA. 96+50 -L- RT FROM STA. 410+00 TO STA. 412+50 -L- LT FROM STA.11+50 TO STA.12+00 -Y8- LT DETAIL 'AD' SPECIAL LATERAL BASE GRASSED SWALE ( Not to Scale) Ground AID I 1 FAO' Fill Slope Min. D= 1.5 Ft. B= 2.0 Ft. FROM STA. 135+75 TO STA. 139+00 -L- LT FROM STA, 350+50 TO STA. 354+50 -L- RT Permit Drawing Sheet 3 of 0 N DETAIL 'AE' BERGRASSED SWAL ( Not d Scale) Natural round ov Min. D= 1.0 Ft. b= 5.0 Ft. FROM A. 146+25 TO STA, 148+37 DETAIL 'AI' BERM BASE DITCH ( Not to Scale) b Natural Ground dl Min. D= 1.0 Ft. Max. d= 0.5 Ft. B= 2.0 Ft. b= 5.0Ft. Type of Liner= CLASS B Rip -Rap Filter Fabric RDWY FROM STA. 169+50 TO STA, 172+50 -L- RT FROM STA, 10+50 TO STA, 11+60 -DR10- LT DETAIL 'AL' STANDARD BASE DITCH ( Not to Scale) Natural Natural Ground y D t• Ground dl Filter Fabric B Mtn. D= 1.0 Ft. Max. d= 1.0 Ft. •When B Is < 6.0' B= 3.0 Ft. Type of Liner= CLASS B Rip-Rop RDWY STA,183 + 88 -L- RT STA,10+50 -DR15- RT DETAIL 'AF' STANDARD BASE GRASSED SWALE ( Not to Scale) Min. D= 2.0Ft. B= 3.0Ft. FROM STA. 155+50 TO STA. 156+53 -L- RT DETAIL'AR' ROADWAY DITCH ( Not to Scale) Mtn. D= 1.0 Ft. Max. d= 1.0 Ft. Type of Liner= PSRM Front Ditch Slope FROM STA, 10+00 TO STA.13+50-Y24-RT FROM STA, 10+00 TO STA. 14+00-DR14-RT FROM STA, 10+00 TO STA. 14+00-DR14-LT DETAIL 'AW' BANK STABILIZATION ( Not to Scale) CHANNEL BED ,VOrIOd•) STA 55+00 -L- (LT), CLASS I, D=4' STA 79+36 -L- (LT), CLASS II, D=8' STA 179+80 -L- (LT), CLASS II, D=3' (RIGHT SIDE ONLY) STA 186+50 -L- (LT), CLASS I, D=4' STA 205+66 -L- (LT), CLASS I, D=2' STA 206+55 -L- (LT), CLASS I, D=2' STA 247+85 -L- , CLASS II, D=4' TO 5' STA 15+00-Y23A-, CLASS I, D=5' STA 302+50 -L-, CLASS II, D=5' STA 305+50 -L-, CLASS I, D=2' STA 320+00 -L-, CLASS II, D=8' TO 13' STA 327+50 -L- (RT), CLASS B, D=1.5' TO 2.5' -Y26- RDWY d DETAIL 'AJ' BERM DITCH ( Not to Scale) 5.0' 5 0' 10.0' V.C. Filter Fabric Mtn. D= I.0Ft. Max. d= 0.75Ft. Type of Liner= CLASS B RIP RAP Natural Ground Min. D= 3.0 Ft. B= 9.0 Ft. b=5.0 Ft. DETAIL 'AG' CHANNEL ( Not to Scole) D 2� FROM STA. 126+00 TO STA. 127+00 -L- LT FROM STA, 172+50 TO STA.176+25 -L- RT DETAIL 'AM' LATERAL BASE DITCH ( Not to Scale) b Nature Ground d Filter -/ Fabric •When B Is < 6.0' r. I'/Ft. Min. D= 2.0 Ft. Max. d= 1.5 Ft. B= 5.0 Ft. b= 5.0 Ft. Type of Liner= CLASS II RIP RAP Fill Slope FROM STA, 212+50 TO STA, 214+00-L-RT DETAIL 'AS' SPECIAL CUT DITCH ( Not to Scale) ,e- et Min. D= 1.0 Ft. Max. d= 0.5 Ft. 2,y Filter Fabric Type of Liner= CLASS B Rip -Rap Front Ditch Slope FROM STA, 300+50 TO STA, 301+00-L-LT STA 11+00 -Y34-, CLASS I, D=3' STA 357+89 -L- (RT), CLASS 1, D=3' STA 366+54 -L- (RT), CLASS I, D=6' STA 383+79 -L- (RT), CLASS I, D=2' STA 404+50 -L-, CLASS I, D=2' STA 409+00 -L- (RT), CLASS I, D=2' RET. WALL b � b fl DETAIL 'AK' BERM BASE DITCH ( Not to Scale) Not ral TZ� Ground Mln. D = 1.5 Ft. B= 3.0 Ft. b= 5.0 Ft. FROM STA, 177+00 TO STA.179+00 -L- RT FROM STA.195+80 TO STA.198+00 -L- RT DETAIL 'AN' STANDARD BASE DITCH ( Not to Scale) Natural Ground dl Filter Fabrics B Min. D= 2.0 Ft. Max. d= 1.5 Ft. •When B Is < 6.0' B= 5.0 Ft. Type of Liner= CLASS II Rip -Rap STA, 214 +08-L-RT STA.10+88 -Y21- LT FROM STA 123+00 TO STA 123+50 -L- RT DETAIL 'AT' LATERAL BASE DITCH ( Not to Scale) b Natural I Ground d I'/Ft. Filter Fabric •When B is < 6.0' Mtn. D= 3.0 Ft. Max. d= 2.0 Ft. B= 5.0 Ft. b= 5.0 Ft. Type of Liner= CLASS 1 RIP RAP Slope FROM STA. 302+05 TO STA. 302 +50-L-RT Prop, Retaining Wall DETAIL 'AX' SPECIAL DITCH ( Not to Scale) Ga J�0 Min. d=1.5 FT Type of Liner= PAVED CONCRETE FROM STA, 305+00 TO STA, 308+50 -L- RT PREFORMED SCOUR HOLE DETAIL 'AH' "NOT TO SCALE PLAN VIEW Pipe or Ditch Outlet Square Preformed Scour Hole (PSH) (Rip Rap In basin not shown for clarity) F//4 slop id = INFLOW LINER: CLASS B RIPRAP WITH TYPE 2 FILTER FABRIC SECTION A -A 15" OR 18") i' MIN. - 3' MAX. PSRM MIN. TUCK INSTALL LEVEL AND FLUSH WITH NATURAL GROUND B= 4.0' D= 1,0' W= 4,0' _,NATURAI_ GROUND 3,08 STA. 246+30 -L- LT STA. 337+90 -L- LT DETAIL 'AO' STANDARD 'V' DITCH ( Not to Scale) Filter Fabric Min. D= 2.0 Ft. Max. d= 1.5 Ft. Type of Liner= CLASS B Rip -Rap FROM STA. 23+844- TO STA. 25+06-L- DETAIL 'AU' TOE PROTECTION I Not to Scale) Natural Ground d= 1.0 Ft. 0- Filter Fabric Type of Liner= CLASS IRip-Rap Fill Slope FROM STA. 301+50 TO STA, 302+00-L-LT DETAIL 'AY' STANDARD BASE DITCH ( Not to Scale) Natural Ground \2 dl Filter Fabric •When B is < 6.0' Min. D= 2.0 Ft. Max. d= 1.5 Ft. B= 3.0 Ft. Type of Liner= CLASS I Rip -Rap FROM STA. 11+80 TO STA. 12 +10-Y30-LT STA. 230 + 67-L-RT FROM STA. 348+64 TO STA.349+43 -L- RT PROJECT REFERENCE NO. R-2519B PAY SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO. 2F HYDRAULICS ENGINEER INCOMPLEITE PLANS DO NOT VSB FOR 5/ W Acoulsr oN PRELIMINARY PLANS DO NOT USE FO CONSTRUCTION Prop. Retaining Wall DETAIL 'AP' SPECIAL DITCH ( Not to Scale) xplVO Gp0 Min. d=1.0 FT Type of Liner= PAVED CONCRETE FROM STA, 198+00 TO STA.201+50 -L- LT ..FROM--STA, =286+00- TO--wSTA..289:+ 00 DETAIL 'AV' STANDARD BASE DITCH ( Not to Scale) Min. D= 2.5 Ft. B= 5.0 Ft. FROM STA, 299+30 TO STA. 300+30 -L- RT Natural Ground DETAIL 'AZ' LATERAL BASE DITCH (Not to Scale ) b '1 FilI Slope rift. Min. D= 1.0 Ft. B= 2.0 Ft. b= 5.0 Ft. FROM STA, 316+50 TO STA, 319+50 -L- RT Permit uraw6ty Sheet of _ /1 Natural Ground Min. D= 2.0 Ft. B= 8.0 Ft. b= 10.0 Ft. c=5.0 Ft. DETAIL 'BA' CHANNEL ( Not to Scale) a .1 B D 2� FROM STA. 346+39 TO STA.348+40 -L- RT DETAIL 'BJ' SPECIAL DITCH I Not to Scale) RETAINING WALL Min. d = 1.0' Type of Liner= PAVED CONCRETE FROM STA, 398+50 TO STA. 402+50 -L- LT DETAIL 'BO' STANDARD 'V' DITCH ( Not to Scale) 4f4 Natural lC'9 Ground 44. d Type of liner: PSRM 'SO\ Min. D= 1.0 Ft. Max. d= 1.0 Ft. 30 � • Natural Ground FROM STA. 429+10 TO STA. 430 +30-L-LT DETAIL'BT' STANDARD 'V' DITCH ( Not to Scale) Type of Liner= PSRM STA. 359 + 00-L-LT DETAIL 'BB' TOE PROTECTION ( Not to Scale) Natural Ground d d= 1.0 Ft. Filter Fabric Type of Liner= CLASS B Rip -Rap FROM STA.344+00 TO STA. 345+00 -L- RT FROM STA. 368+10 TO STA. 369+00 -L- LT FROM STA. 409+00 TO STA.410+88 -L- RT FROM STA. 413 + 76 TO STA. 414 + 87 -L- RT DETAIL 'BK' EXISTING DITCH ( Not t6 Scale) Filter Fabric Max. d= 2.0 Ft. Type of Liner= CLASS B Rip -Rap STA, 388+40-L-RT Front Ditch Slope DETAIL'BP' SPECIAL CU i DI I CH ( Not to Scale) Min. D= 1.0 Ft. Max d= I.OFt. Natural 2% Ground id Type of Liner= PSRM FROM STA. 423 + 00 TO STA. 424 + 00-L-RT FROM STA, 15+00 TO STA.15+60-Y38-RT DETAIL BU' SPECIAL CUT GRASSED SWALE ( Not to Scale) Ground Front Ditch Fop°g< Slope Min. D= 1.0 Ft. FROM STA.331+50 TO STA. 332 +50-L-LT DETAIL 'BC' STANDARD BASE DITCH ( Not to Scale) N to ural round di Filter Fabrics I B Min. D= 1.0 Ft. Mox. d= 1.0 Ft. 'When B is < 6.0' B= 2.0 Ft. Type of Liner= CLASS IRip-Rap FROM STA, 241+00 TO STA, 241+80 -L- RT FROM STA. 347+16 TO STA. 347+39 -L- LT Natural Ground DETAIL 'BG' LATERAL BASE DITCH ( N6t to Scale) r F/Ft. Min. D= 1.0 Ft. Max. d= 0.5 Ft. B= 3.0 Ft. b= 5.0 Ft. dl Filter Fabrid 'When B Is < 6.0' Type of Liner= CLASS I Rip -Rap FROM STA, 369+10 TO STA.370+00 -L- LT DETAIL 'BL' ROADWAY DITCH ( Not to Scale) 6:1 Min. D= 1.0 Ft. Max. d= 1.0 Ft. Type of Liner= PSRM Front Ditch Slope FROM STA. 410+00 TO STA, 418+24-L-LT FROM STA 420+10 TO STA 424+00-L-LT FROM STA 425+50 TO STA 427+90-L-RT Front J F 4. lope /Dh O7)0� \ 6., Natural D- �Ground Id DETAIL 'BO' ROADWAY DITCH ( Not to Scale) Min. D= 1.0 Ft. Max. d= 1.0 Ft. Type of Liner= PSRM FROM STA.14+25 TO STA,15+00 Y38-RT DETAIL 'BV' SPECIAL CUT DITCH l Not to Scale) Front 00<,(0< Ditch Slope Filter Fabric Min. D= 1.0 Ft. Max. d= 0.5Ft. Type of Liner= CLASS B Rip -Rap FROM STA. 330+78 TO STA. 331+50-L-LT DETAIL 'BD' SPECIAL LATERAL BASE DITCH (Not to Scale) Min. D= 3.0 Ft. B= 3.0 Ft. Type of Liner= CLASS II RIP RAP FROM STA,179+50 TO STA, 180+00-L-LT Natural Ground DETAIL 'BH' LATERAL BASE GRASSED SWALE ( Not to Scale) ��1� - I I�. 1"/Ft. slope Min. D= 1.5 Ft. B= 3.0 Ft. b- 5.0 Ft. FROM STA. 379+00 TO STA. 381 +50-L-RT DETAIL 'BM' STANDARD 'V' DITCH ( Not to Scale) Filter Fabric Min. D= 2.0 Ft. Max. d= 2.0 Ft. Type of Liner= CLASS I Rip -Rap FROM STA.281+50 TO STA. 282 +00-L-RT DETAIL'BR' STANDARD BASE DITCH ( Not to Scale) Ground di Filter Fabric 'When B is < 6.0' Natural Ground Min. D= 1.0 Ft. Max. d= 0.5 Ft. B= 3.0 Ft. Type of Liner= CLASS IRIP RAP FROM STA, 427+90 TO STA, 429+60-L-RT DETAIL 'BW' EXISTING DITCH ( Not to Scald) Filter Fabric Max. d= 1.0 Ft. Type of Liner= CLASS B Rip -Rap FROM STA. 330 +50 TO STA, 330+78-L-LT FROM STA, 222+75 TO STA, 223 + 00-L-RT PROJECT REFERENCE NO. R-2519B kW SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO. 2G HYDRAULICS ENGINEER INCOMPLETE PLANS DO NOT USE FOR 1/W ACOUISrnON PRELIMIN?_RY PLANS DO NOT USE PO CONSTRUCTION DETAIL 'BN' STANDARD 'V' DITCH ,,((�,���qq"" ( Not to Scale) -s 3' Noturalr0'y Natural Ground �Sr _�p'(G Ground d t+� Filter Fabric Min. D= 1.0 Ft. Max. d= 0.5 Ft. Type of Liner= CLASS B RIP RAP FROM STA.427+75 TO STA. 428+ 74-L-LT FROM STA. 427+90 TO STA, 429+05-L-LT DETAIL 'BS' STANDARD BASE DITCH ,1, • (Not to Scale) t . C N. r.1 Ground - a' Ground dl Filter Fabric •When B is < 6.0' Min. D= 1.0 Ft. Max. d= 0.5 Ft. B= 5.0 Ft. Type of Liner= CLASS I RIP RAP FROM STA. 429+60 TO STA.431+30 -L- RT DETAIL 'BX' STANDARD BASE DITCH ( Not to Scale) Filter Fabric B When B Is 2 6.0' Std. Nd. 876.01 Type of Liner= CLASS !Rip -Rap Min. D= 2.0 Ft. Max. d= 1.5 Ft. B= 5.0 Ft. STA.214+20 -L- LT Pe�rt��ll !?eAMR Sheet _ c of PROJECT REFERENC! NO. SHEET NO. R-2519B 2H RV SHEET NO round DETAIL 'BY' STANDARD BASE DITCH ( Not to Scold) d Natural ' Ground Filter Fabric R Mtn. D= 2.5 Ft. Max. d= 2.0 Ft. When B is 2 6.0' B= 6.0 Ft. Std. No. 876.01 Type of Liner. CLASS I Rip -Rap FROM STA. 9+58 -Y4- LT z DETAIL 'BZ' SPECIAL LATERAL BASE GRASSED SWALE ( Not to Scale) Ground TD t of Fed Fill Slope Mtn. D= 1.0 Ft. B= 2.0 Ft. FROM STA. 239+00 TO STA, 241+00 -L- RT ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER INCOMPLETE PLANS DO NOT USE FOR 1/W ACOUISITION PRELIMINARY PLANS DO NOT USE F0. CONSTRUCTION POW lltD� Oj Sheet 'Pt_ 1 IA' CUP TOU RER .% OVAL GRADE DRAT TIE DITCH TO 1GI 411 LC1 0 TIUBER DENOTES IMPACTS IN SURFACE WATER GRAPHIC SCALE °El DETAIL DITCH' SHEET 2-0 BERM DITCH SHEETSEE DETAIL D 'C, SPECIAL CUT • ITCH SEE DETAIL 'A' SHEET T-D� 100' 150' ANTHONY R. RO$BESON d, "um S. ROI3NSON I MICAVA LE CEMETARY HALL CEMETERY -L- ST SPO. 21 t8975 SITE 1 LATERAL N' DITCH CLASS 'I' RI SEE ()ETA' 'iiiiiiii'r,°o �6. r PROTECTION +•a DETAIL T \..�ETIRCH • .� 6• DECK DRAINS O.C, (11') IX T OVER ROAD L 10' EACH II • • ROAD 1+40.0 BEGIN I GB.BERT.CHARLES M. STAN •''�( WITH PS SEE DETAIL 'K' DD:3I60 C.Y. Ff 365 S.Y. Slop..varlu PROJECT REFERENCE N0. SHEET NO. R-2519B HYDRAULICS ENGINEER INCOMPLE TE PLANS DO NOT 1/56 FOR I/W ACOUIBETION PRELIMINf_RY PLANS DO NOT U56 FO , CONSTRUCTION 'v'CIASS B RIP LAP DDE-95 C.Y. V5f-100 S,Y. Iap..4,56% STANDARD V DITCH E DETAIL'AO' ET 1-I CL 1 TO 15+25 E iJIIEIBL Lei IAAD ie, of 11 c' P RAP 7 SY PP TOIBBERLN. OVAL z ao \'Z6/0 / \r // vs' co, 0 TRADER DENOTES IMPACTS IN SURFACE WATER • GRAPHIC SCALE BERM DITCH Si DETAIL'S' SHEET 1-0 50' 100' 150' BERM DITCH SHEETT ETA-ILD Cr °PANE ANTHONY R. HARK -xaoemsaN ,.. SITE 1 1+40,0 BEGIN *BERT.CHARLES ►% j c PROJECT REFERENCE NO, I SHEET NO, R-2519B NW SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER INCOMPLE TE PLANS DO NOT UM FOR .IW ACQUISITION PRELIMINARY PLANS DO NOT USR PO' CONSTRUCTION HUGH E. R D 6' DE▪ C▪ K EXCEPT OVER ROA SIDE OF RO C 0 0/0 OCLASS S RIP RAP \ DDE-PS C,Y. \ F-200 S.Y. Iap.-4.S6% STANDARD V DITCH DETAIL 'AO' T 2-! CL 1 TO ND'SB+25 P MP 7 SY PP 1Y7 +60.0 ND SBG c.rnri Cc gyring Shs t of IN 1Nt u 'OW la Ili 110 IIN il3'�'/moo: �4 ' is ►��l�r • SITE law IN opu3 IMPACT 25' 0' U' ENLARGEMiNT 25' GRAPHIC SCALE 'A/4/ DENOTES IMPACTS IN SURFACE WATER KtMOV /2' OF '"CMP 44*. 0, %;#4 \*%i OA% COA Cl D FF SI S1 t 2' 4 NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/10/13 • • .CI DPLAIN BENCH CLASS 'B' RIP RAP 2 TONS, 7 SY FF X SEE DETAIL T' BASE GRASSED IMPACT ENLARGEMENT /ii//1>v DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' 50' GRAPHIC SCALE GR NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTRY PROJECT: 35609.1.1 (R-2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/10/13 Permit Drawing Sheet ___1__ of 0sc _ — — 78—". UHI I— YOO. OILLIMl / \ 1 I I' I sR 1 1 I I l� I I LI-SW7Ty% -/� SIGVSLLE LOOP. LL 53 DENOTES IMPACTS IN SURFACE WATER //Afs /. / SEE AIL 'J' WE LW!' SWALE 2A '�JP PP FLAP HARRIS. PHILLP C. DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' PROJECT REFERENCE NO. SHEET NO. R-2519B 6 PAY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FO . CONSTRUCTION 50' HOEEYCUTT.CLFFORD D. 100' t 150' GRAPHIC SCALE PIZI T! t ntoulina Sheet / b . of di N co 05, W W z CD SITE 2 YLHCY RAILROAD CO.. OODPLAIN BENCH CJNG.ssDEBORAN w. 2 N37ISY PP/ \\ �' \ REMOVE \ EX 1S" RCF -� tiiJu2RY(LE LOOP. LL DENOTES IMPACTS IN SURFACE WATER N \ C,T O / I PROJECT REFERENCE NO. R-2519B PAY SHEET NO. ROADWAY DESIGN ENGINEER SEE AIL 'J' RASE RASE! SWALE nu. — Olga / o`" / / / / / / / / / r.4c''2, 'I I i� I DENOTES TEMPORARY IMPACTS IN SURFACE WATER 2A 7RIPSYPP � / \ I N` � _ `\ N T. \ HARRIS. PiP C. \ \ \ \ N3, \ \ \ I -2,) \ \ \ \ I I %), \ SHEET NO. HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FO l CONSTRUCTION 50' 0' 50' HOPEYCUTT. CLFFORD D. 100' 150' GRAPHIC SCALE perm nrawin f4 Sheet // ' of L 08 ON WO2I3 .LSVH 6i S!1 Permit Draw ng Sheet j 7 . of ___ha 200 150 100 50 0 50 100 150 200 I I I I I I I I I PROPOSED ROADWAY 2460- PROPOSED 4 @12' X 10' RCBC EXTENSION DOWNSTREAM 2450 - 244 am'-- ------ - of Be g Prop. Top ` 2436.70 n Rt. Side SCALE 1:50' HORIZONTAL 1:10' VERTICAL SI 12" baffles @ 35' spacing I (trp•) 1.33% F E 2438.1 LE STA 44+11.92 -L- 4 @GRADE12PT ELEV CBC 2457,21' SKEW = 133° EXISTING ROADWAY — . / <Iv • 100yr WSEL 2452.3 PROPOSED I 4 @12' X 10' RCB� EXTENSION UPSTREAM 0.38% GL INV=2439.13' 0.00% 2438.5 +/- EXIST. STREAMBED NORMAL WS EL=2440.33 (05/1(07) NCDOT DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTY PROJECT:35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01 / 16 / 13 Permit Drawing Sheet 3 of J_ 2460 EXISTING ROADWAY 2450 2440 2430 42+00 43+00 44+00 45 + 00 PROPOSED GRADE ------------------ SCALE 1:50' HORIZONTAL 1:10' VERTICAL 100yr WSEL 2452.3 Vfr Oi•�• 0' STA 44 + 11.92 -L- 4 @ 12'X 9' RCBC I ------------------- J FLOODPLAIN EXCAVATION UPSTREAM SECTION FLOODPLAIN4 @ 12' X 9' RCBC BENCH W/4@12' X 10' EXTENSION U'S ELEV = 2438.5 +/- D'S ELEV = 2436.7 +/- NOTE: CULVERT BURIED 1' BELOW SECTION SITE 2 STREAMBED NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/ 10/ 13 Permit Drawing Sheet „±_ of 1 H Armour Y4- Fi l l Slope to El. 2447 NG Detail of Low Flow Benching, Excavation, and Armouring (Looking Downstream) 00o0 J000000q 2' L — — Bed elevation/Top of Baffle (NOT TO SCALE) floodplain excavation Armour slope to el. 2447.0 downstream el. 2448.0 upstream Class II Rip Rap Class II Rip Rap Low Flow Bench (typ.) NCDO DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01 / 16 / 13 Permit Dra ing Sheet C of WI m 1 : 9 "r Q N� ST `O /3n74s3 S Sto. 52+=..00 -Y6REV\POT Sto. 10+00.00 t .4 �� p�F � Is1STl -L- POC SM.57+30,00 -DIR2- POT S10.10+00 BANK STABILIZATION, SEE DETAIL 'AW' 1 / PUE PUE TO! PROTECTION WITH PERM SEE ETAIL'P' -OR2- PT SHEEET 2-0 DENOTES IMPACTS IN SURFACE WATER SITE 3 PROJECT REFERENCE NO. SHEET NO. R-2519B 7 MY SHEET NO. ROADWAY DESIGN HYDRAULICS ENGINEER ENGINEER ELBOW 2G1 of ?.ELBO PRELIMINARY PLANS DO NOT USE FO l CONSTRUCTION I>� ` \ GR \ tn RocK ( CPU€ _aE�PUE \PUE \ Rq J �.. � � � \ \, in PUE / \ V1 r5F0 \\ \ / .- � \ I f• 1 \ \ — i 800NE $ foxy „Imo lAfmsCAPE ) ` DENOTES TEMPORARY IMPACTS IN SURFACE WATER GRAPHIC SCALE 50' 0' 50' 100' I50' CO / lJ / /Yaw°• R090 L. / / / / TO! PROTECTION WIDNSMI SEE DETAIL' 0/ ST 1¢ 3 j Q��a / 'x\\ 0BS?,/ T / //�I, / Y // I / 'SMTL SITE 3 a DENOTES IMPACTS IN SURFACE WATER PROJECT REPERENCE NO. R-2519B RW SHEET NO. ROADWAY DESIGN ENGINEER NYDRAUUCS ENGINEER PRELIMINARY PLANS DO NOT U56 FO CONSTRUCTION /'VI . _/ ) // ( //� • ��—„� / \� t ��i/I 7 I �----2640---�� h�p/`�� \ �� j� \1 \��-----2630 ti`�� ��\�..., 11`6i0 2620 y� . \ \j \ / / c 00 i / ARE! b/NEB EEEw sNELOZr$\ \ ▪ \ % i i W v, / 1 \ �t� ?i7„ \\ f - // / 13 DENOTES TEMPORARY IMPACTS IN SURFACE WATER SEPTI TANS 50' 0' 50' 100' GRAPHIC SCALE Painit Pro%ins Sheet _ t of HI Co W 4 NOTE, RIP RAP AT ON SANK ONLY CLASS III' RIP PAD OUTLET {;3 0 SITE 4 \\ \ {C / NOWELL. JOEN N. DDE-dI5 C.Y. Slop.-0.3% 4U ROLINSON, ALTON W. IS JI 7 10 TONS CLASS 'I' RIP RAP -JSISFIFINFirw A 1S / .- I \ — IR / \ ` 25f, T�I1r _ /a © ` / O D SE DETDAIL H ' o APPR 0 9 p r y TANKCa C3 0 I 1. 0 0LAIli,V4 C. END TERM IS CLASS 'I' RIP MI' AT OUTLET 7 TONS ,15 SY PP PROJECT REFERENCE NO. SHEET NO. R-2519B 9 RW SHEET NO. ROADWAY DESIGN ENGINEER HYDRAUUCS ENGINEER PRELIMINARY PLANS DO NOT USE FO . CONSTRUCTION CLASS 'I' RIP RAP 7 TON$,15 SY FF REMOVE 1S'RCP REPLACE W'24'RCP S TON \ 14 SYSEF! DETAIL 'II'•- \ TOE PROTECTION 51!ET 2-D CP DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' 50' 100' 150' ..... ..... GRAPHIC SCALE Permit Drawing Sheet IS of _/ LL co A 75+50 lc- T--._.._.. z e r 4 NOTE; RIP RAP AT ON BANK ONLY CLASS 'II' RIP PAD OUTLET 42' •ED STEEL STABILIZATION ETAIL 'AW' JS SITE 4 IX 9, / w p / t%/ // /00/ I { / --2450— -- ` — — — 014 1ST / iV 0CPI T ` - - -- .Ta .. .2 .Ta ii it SbIM 7% \ \ AL �El� \ \ A 1 � l s /' / � -- j/� (_-,ROCK rThRDCK JS CLASS 'I' RIP RAP 10 TONS 73 SY FF 09b0 — ..��it♦-IG3 :�>♦�`r'��71:Yi1i:'��I �raC INS 5' ' OWN IN FENCE BEGIN f! CE / / �iM ; .. 0 ` XV HoIELL Jolla w. PROJECT R!P!RENCE NO. SHEET NO. R-2519B 9 MY SHEET NO ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT U5E PO CONSTRUCTION REMOVE 111'RC REPLACE WI4'RCP / S TON �•� 0gi'Z / \ - see DETAIL 'H'• / \ TO! PROT!CT1OP�',� b2 _ .4 5U-2-D-- ill am O• US I0E 24'BS7 IlVGlill , DENOTES IMPACTS IN SURFACE WATER ' // h, Gfl O3j / / / I DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' 085? GRAPHIC SCALE 50' 2SF BEAM DITCH TAlL. 100' 4PPR 150' PArmit tirawinn Sheet I' of ill ON ST 80 el� TS C F IMPAC L-Tal JNLA II) sr GEMEN DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' 50' ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ Tp E R4'FR BANK STABILIZATION EE DETAIL 'AW' JS / SEE DETAIL 'Y' NCDOT �JS DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTRY PROJECT: 35609.1.1 (R-2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL p 7 15" RC_ IV CB 1 ry TM ACT ENLA 25' �II GEMEN DENOTES IMPACTS IN SURFACE WATER 0' ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 25' GRAPHIC SCALE NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTRY PROJECT: 35609.1.1 (R-2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL GRAPHIC SCALE SHEET OF 05/10/13 SHEET OF 05/ 10/ 13 Permit Drawing Sheet 10 of ±4 os W Ln to 'T N SSSSSSSSSSIS3S S3$DGNS$$$$$$$$$$$ �r BOBBY R. RO ,4 /— SB 1A35�/ x GRAU 360 PLUG AypRPILL 2-'BST fo r — \a \1o0r II \ y \ WEARER, MARYN �� i~I 1 I 0 I I 0 DALE & WEDE d R IJCaMC NESEDALE VOLUNTEER FIRE DEPT. ISOC BUS DENOTES IMPACTS IN SURFACE WATER \\ j\o Tom a TOPJYA LEDOFRD RAR 2N RHOW LEOF / / \ TOE PROTECTION / SEE QETAIL BM7 NETEDALE VOLUNTEER FERE CLASS 'I' RIP 16 TONS 30 SY PP 201 TYPE A X. DI AND REP 50' 0' 50' 100' 150' ■■■II II .. GRAPHIC SCALE SITE 4A car r I WALLA 50 FORBES, NANCY H. TIMBER iS3 5 CONE WALL CR PROJECT REFERENCE NO, SHEET NO, \ \\ R-25198 10 MY SHEET NO, ROADWAY DESIGN HYDRAULICS ENGINEER ENGINEER PRELIMIN?_RY PLANS DO NOT USE PO , CONSTRUCTION SR /135Ras— STR54 1'505- 0 0 0 0— — — \ ,- / 0 i— \ `W / 1 HODGE, WIRY C. / T _ DRAIN L TL — — _ — BRENT PATRICK LEDFORD TAYLOR, CARLTON a3 3 /1"\ a CR ltalk -71 L BUS GR is — — 3 3 0 f33 a .------- -------- -------\\ 0 Dermif (lraiminQ D 1— W V! W 2 Shee t__ of J1_4_ t$t;ttS1iivin::&N$$$$$$$$$$$$$$$$ N 0• V I n PLllasIgEILL 24'857 // '- / DALE & IEDE i '` HOIEYCULL.TOSDL 099Z i- (-'- - - Z \ ^ /o/ / -- — oos. \ \ \. 2 A rsT\ /I /L�—R��\\c. ( ^, \ \ \ �& i \\ \\ \\ 1 \ \ \ 11 \ \ \ \ I \ l \ I 1� 1 1 / - \ TOYEQEPROTAILTION\ 1 SETEC BM7 S�PoP 0.�1� ---065Z--jam 1.ICONC i � \ 55pSI 1 LOCATED SEPTIC T AND DRAM LINES W PROBE ISM( BUS IE.DALE vOLUHTEER FIRE DENOTES IMPACTS IN SURFACE WATER CLASS 4(RIF 15 TONS O SY PP EP?GI TXRE is LOCATED A-PPRODRAIN FIELD. SYSTEM C EIS. PUMPED OUT. 20I X. DI AND REP 50' 0' 50' 100' 150' ... I.. ■■■.■ GRAPHIC SCALE SITE 4A --�OLb�s \\ AP T� E AN!? TY OWN ER PUIIPN FIp1C P■ TIMBERS GR 0993- 0993 PROJECT REFERENCE NO. R-2519B PM SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO. 10 HYDRAULICS ENGINEER PRELIMINF_RY PLANS DO NOT USR PO CONSTRUCTION — —08�Z---- — 08 © O 0 p� N HODGE,EEJ Y C. / 1 1 GR APPROXIMATE ��. .... PROPERTY 0 T YNERBRE_PATRICLDFEIOLDUW_o 77\0eg`\ \ 0.q.,.\0: cA: 3='e—\ \:- a \\ \ \ 0 \ \° \\ \ \ \ \ \ \ 1 US I9E 21 BST •YE NW tAttti GR \%l LOCATION APPROMATE PTAlSCFNDD 4.1 DRAIN MARKED GU GROUND ♦ Permit Drawina 0 pawl W Sheet Of II PROJECT REFERENCE NO. SHEET NO. 1V12 MY SHEET NO, ROADWAY DESIGN ENONEER HYDRAULICS ENGINEER • PLAN SHEET 11 PLAN SHEET 12 \ \4 1E �.rti r°E Ry -/- C f,PJ 4Z1I4STF ...... _-ATT OR - -Rem-SE9. - - _ - ETA 113+60-L-ITT 7GI - - - - CLASS 2 TONS 7 SY PP 4 F TO TIE TO S DECK DRAINAO STA 120+4 US 9E 24 BST STA 120+41-11-R 1 I /T • D.I. PRE TO S CK D MATCHLINE SITE 5a SITE 5 e Sheet 2G, Long MUSSEL LOCATION \ \ - _ REPAY & LORI R08MSON N24 AOKSVS. RICKY L13 ! TO E ` t.NAGE SYS PVCJ FROM ( , .!C, . •<! \ E p.=. --- ."1, �,_.� rill_ ' • 1.S���ti� am w�sr 1.11.11111111T� For .1. PIP! BRIDGE �r� ■.�I���o:uuNiarvbwkwy gymk. STANDARD BASE DITCH SHEET 2-0 CLASS 'I' RIP RAP 15 TONS 30 SY FP LEJ Z PLAN iSHEET 11 PLAN SHEET 12 DETAIL 'AA' ! OICH SH!lT�,� ri DENOTES IMPACTS IN SURFACE WATER AJV. LLC END BRIDGE Branch Strea)n SITE 5a GR I2'CNP5 RD (P BSI 123 +90- --LT ORR SPIKE 1.•'CP-I r ITL2(31TYP US 9E 25'BST 'I'''. ANDARD - E DITCH H C SHEET 2-0 0 0 00 0 BRIDGE 122 +22.50 -L- TOTAL LENGTH - 3 15' 1 aD 120'. 1 Ca) 120', 1 Ca) 75' TT UATORING1 AZARDO S SPILL B RY DETE ION BA SLUICE GATE OWL „.-LRLCATAIL 'AC' Snag URA%CWC' GRASSED SWALE STORM) HASAADOUE SPILL BASIN "A/W DENOTES TEMPORARY IMPACTS IN SURFACE WATER Relocation Detail) --r‘3 SITE 6 i 50' X. IS ROCK PART 0' 50' PRELIMINI RY PLANS DO NOT USE PO CONSTRUCTION MLSON, CAROLYN \ JOSH K. S< SASDRA R. SJAXWELL \ \ 1 I IAOP. MD CCWC FROM -L- SEE x. _[wr .\ VT 100' 150' GRAPHIC SCALE 10NP 0 STA /P9 END SSG ETA 129+30-L-LT PS •`" ,1 11 // // . //. Parr11it frntMing Sheet of / I 1 77 .2509CY D-6377 CP 236.2CY PLAN SHEET 11 PLAN LU ••• 460 AV 1 1 DECK DRATIA (4-1't TIE T B I i 'PP Iti• 4211/42.11 1:1A14 SHEET 12 SITE 5a ( SITE 5 OS BE 21 BST . TAO 4 ____________________ 4;b1,---11ALPT !MA STA 118 + 60-L-RT 4 t.144 "AL —BSI xawrz.w.v•_:41111 t-..)70.76m7 CLASS TONS 7 SY PP PLAN - D.I. PIP! TO I CK D maw 4.4Peir APAYAIrdrAlr • NOMIONNUMIONI=r.il ____ FARM& yak, -1,..Npiciawi P RAP / / // 'I; R I55* 'AA' ; BASE IMO SHEET l-u 1 CLASS TRIP RAP 15 TONS,- 30 SY/PP Itik) •• LU 5 HEET 11 PLAN SHEET 12 e Sheet 2G, Long Branch Strea Relocation Detail) MUSSEL LOCATION A.0/6LLC r" • .51 •-••• DENOTES IMPACTS IN SURFACE WATER ki • -•-•' 2490 1424 DE SITE 5a • • • N RD ar es7 oRR SPIKE EG ' BEGIN T. I4 AZARDO S SPILL B RY DETE ION BA SLUICE GATE DWL __--SEE MAIL 'Ac' I sPE-CM L717catrIA3E— am3550r too riA- bus SPILL BASIN 0 Ea 0 - -50ern BRIDGE 0 122+22.50 -L- TOT AL LENGTH - 3 15' 1 120', 1 0 120', 1 0 75' DENOTES TEMPORARY IMPACTS IN SURFACE WATER SITE 6 132' 50' 0• ACCESS POINT 50' FROJCLT RP.reporice NQ. RIESE SQ, I 1V12 NW SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FO . CONSTRUCTION GILSON, CAROLYN 1.% QC% 11. 100' 150' GRAPHIC SCALE oav Permit Drawing Sheet 21 0 1 01N ���,... I i US /9E 24' BST I I DECK DRAINAGE L._,,,,___ 0 U \`1 IvO� -o 73 m _oo�o. >73 Z Fin 1 - el) AO 4 1 BEGIN BR) H mD` i yE —1v. k ,` 041 • w orn M R' -- m-C Z -D-1 II ,' Z`n � D m iilk3 Vo 1 v O 0 4yc BRIDGE ® 122+22.50 -L- TOTAL LENGTH = 315' 1 () 120', 1 () 120', 1 Cad 75' 73 D U. .--4 ,� -mi=tiv+ to m i Dn n _ -: D ■will •• Nn>Do 0 N vsv- ?O 3g =>03--1 O z (-) CC m m - X - 0 rn ..-F1 -o = en 7, oillp " NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT:35609.1.1 (R-2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05 / 10 / 13 rit %i V sin •OO�E� 1 r1 Oe O US /9E 2/ I `' VI 3 08 ON WO2I3 ZSVR 6T S!1 01619 -11) T'T' SAVASHDIH dO NOISIAIQ Permit Drawing Sheet $ of l } 2480 4 BRIDGE 2B 122+22.50 -L- . 18100', 102140', 475', 72' BULB TEES GIRDERS TOTAL LENGTH.315' -e 2460 2450 2440 100 YR WS ELEV (2472.49') CLASS II RIP RAP —1 1.5:1 TO ELEV 2470.14 1 1 1 I ♦ TEMA gITILI97241f4frr"r— 1 1 1 CLASS II RIP RAP 1.5:1 TO ELEV 2470.14 WORK PAD ELEVATION 2448,75 NKI q i WS ELEV (2446,75' on VW) `cLG� 1 � Iv 1 II 1 1 *Po � 118+00 119+00 120+00 121+00 122+00 123+00 124+00 2470 2460 2450 NOTE 2440 A DECK DRAINAGE SYSTEM WILL BE REQUIRED 125+00 126+00 127+00 128+00 PROJECT REFERENCE NO, SHUT NO. MY SHEET NO. ROADWAY DESIGN ENGINEER NYDRAUUCS ENGINEER INCOMPLE I'E PLANS DO NOT USE POE i/It wcamarnox PRELIMINARY PLANS DO NOT USE PO l CONSTRUCTION 3 SPANS-1@100', 1@140', 1 @ 75'; CONCRETE GIRDER BRIDGE RELOCATE LONG BRANCH CREEK TO ALLOW MIN. OF 1 GROWING SEASON PRIOR TO PROJECT COMPLETION. WORK PAD WILL BE NEEDED TO INSTALL THE PIERS AND SET GIRDERS (EASTBOUND). PHASE 1 -SITE 5 118+00 119+00 120+00 121+00 122+00 123+00 124+00 125+00 126+00 127+00 T T' ('4 T T T T T T T T T T T T T T T S 157 47114 r F ORAU 350 C ' ATTENUATO N 1 J. J. 2 ACCESS ROAD MUSSEL \ LOCATION - WORK PAD F B-77 /A ACCESS ROAD N TO BE REMOVED aW T T T T T MT 11,: 50' 0' 50' 100' 150' 11111111111 I I I GRAPHIC SCALE ,`pNG —TO MJCAVILLE TO SPRUCE PINE-► C DENOTES TEMPORARY IMPACTS IN SURFACE WATER Permit Drawing Sheet of j T T`w:PT — 2480 BRIDGE ® 122+22.50 -L- . 16D100', 1®140', 16p75', 72' BULB TEES GIRDERS TOTAL LENGTH.015' VERTICAL CURVE DATA PI.121+60 EL•2 62.60 K-118 2460 CLASS II RIP RAP TOIELEV 2470,14 1 1 1 1 • 2450 EXISTING BENT TO BE REMOVED 2440 100 YR WE ELEV p4�=S- 1 It5611 V041ELFG j21b3 47� CLASS II RIP RAP 1.511 TO ELEV 2470,14 WORKPAD ELEVATION 2448.75 WS ELEV (2446.75' on 57,07) 118+00 119+00 120+00 121+00 122+00 123+00 124+00 221717- —2460 2450 ► — NOTE° 2440 A DECK DRAINAGE SYSTEM WILL BE REQUIRED 125+00 126+00 127+00 128+00 3 SPANS-1@100', 1@140', 1 @ 75'; CONCRETE GIRDER BRIDGE ACCESS SHOWN FOR DEMOLITION OF THE EXISTING STRUCTURE (WESTBOUND). EACH WORK PAD CAN BE INSTALLED AT DIFFERENT TIMES TO MAINTAIN 50% RIVER FLOW. PHASE 2 -SITE 5 118+00 119+00 120+00 121+00 122+00 123+00 124+00 125+00 126+00 127+00 ACCESS ROAD EXISTING BENT TO BE REMOVED T T T T T T T T T T ATTENiJATOR(NGI T GRAU 350 1 J. J. 1 t 40 MUSSEL LOCATION F is - TO BE REMOVED ACCESS ROAD T T T TT T TYP€ ATTENUATORINGI �B. Cy A•0.159 AC \J� � ,,o 4s.C/./P ///T" .1--TO MICAVILLE TO SPRUCE PINE-► PROJECT REPERE4CE NO. SHEET NO, MY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER INCOMPLE rE PLANS DO NOT USE FOR l FY ACQUISITION PRELIMINARY PLANS DO NOT USE PO . CONSTRUCTION 5111IIIIII11 51 SCALE: I'= 100' DENOTES TEMPORARY IMPACTS IN SURFACE WATER 100' 0' Permit Drawina Sheet 21" of ll `I 2480 —2*7e 2460 2450 2440 BRIDGE 55 122+22.50 -L- . 15B100', 10140', 15117S', 72' BULB TEES GIRDERS TOTAL LENGTH-015' VERTICAL CURVE DATA PI-12B+50 VC-6 !L-2,46 002.60 K-11B 100 YR WS REV (2472.431 CLASS II RIP RAP 1.5:1 TO !L!V 2470.14 11-5V71 IMILEV-(24bE' 4 CLASS II RIP RAP 1.5:1 TO 1IEV 2470.14 WORRPAD ELEVATION 24411.75 WS ELEV (2446.75' on 51A7) 44sF I I I 22'7U" 2460 2450 •-- r NOTE: A DECK DRAINAGE SYSTEM 2440 WILL BE REQUIRED 118+00 119+00 120+00 121+00 122+00 123+00 124+00 125+00 126+00 127+00 128+00 3 SPANS-1@100', 1@140', 1 @ 75'; CONCRETE GIRDER BRIDGE WORK PADS WILL BE NEEDED FOR DRILLING THE PIERS AND GIRDER ERECTION. LONG BRANCH CREEK WILL HAVE ALREADY BEEN RELOCATED. PHASE 3 - SITE 5 118+00 119+00 120+00 121+00 122+00 123.+00 124+00 125+00 126+00 127+00 ACCESS ROAD T T T T TIT T T T T T T T T T 'F T T J. IX J. I. J. J. F MUSS L,OCATITI WORK PAD f /4 c� e /I' / / T F C TO BE REMOVED ------------ ACCESS ROAD .1--TO 00CAVILLE TO SPRUCE PINE-► C - J / DENOTES TEMPORARY IMPACTS IN SURFACE WATER PROJECT REPERI'NC! NO. SHEET NO. SW SHEET NO, ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER INCOMPLE TE PLANS DO NOT USE FOR t/ W ACOUISFTION PRELIMIN1 RY PLANS DO NOT USE FO . CONSTRUCTION 5 ' S ' 100' 150' SCALE: 100' Permit Drawing Sheet 2-8 ' UT PROJECT REFERENCE NO. SHEET NO. R-25198 2G ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER END STREAM RELOCATION -LB STREAM- STA 12 + 00.23 -L- STA 121+99.74 116.33 FT LT L / � E T. BR PE TIER TIE TO DECK DRAINAG 120+41 / /9E 228Sr 1' Yr� 16' D.I. PIPE TIE TO BRIDGE DECK DRAINAGE 12+00 LONG BRANCH STREAM RELOCATION SITE 5a BEGIN STREAM RELOCATION B TR 0+00.00 -L- STA 124+00.03 110.60 FT LT GR 14V=29e34.7GiP SR /929 OENEEN RD /6. BST —_= mow' \ / \\I MP.M/MAIMWI ��r�es:srlt�!ErEef� 11 + 00 -I JB ySlab Lid 10+00 �G ypO ' OROEE ROOK VANE __� INCOMPLE rE PLANS DO NOT USE FOR 1/IV ACOUISITION PRELIMINARY PLANS DO NOT USE F0. CONSTRUCTION 501 50' 100' GRAPHIC SCALE TYPICAL CHANNEL SECTION ( Not to Scale) Noturol Ground Mtn. D= 3.0 Ft. Br 9.0 Ft. br5.0 Ft. D 2s' B DETAIL CC ND ST REAM iELOCATI STA -LB STREAM- 1 EL=2 446.79 ON 2+0C .56 .43 sq a + N N. IN N BEG STA 1. N + EL= ee sq N S -LB -REAM 1449 STR 58 RE EAM- LOCATIO 10+C 0.00 N 2460 CON °LUE NCE WITH SOUTH TOE RIVE II a II WEX STIN 3 N AT. G ROU 7=)%s9nx •1D II 0. W EXISTING EXISTING STRAM BED SLC'PE (-)2.97 (LO 0 �1G BRAN CH) 2450 2440 PRO POSE D S' REAM BE D PROPOSED LONG BRANCH HORIZONTAL ALIGNMENT P1 -LP STREAM- Sto 10+9720 A = 5' 35' 17.0' MIT! 0 = 8' 46' ►4J` L = 63.71` T = 31.88' R = 65326' Pormit Dr3wi Sheet 2q of 60( PROJECT REFERENCE NO. SHEET NO. 0' C p ©C> —0 .Qa 0 ERJskl15, GEORGE ti 44 0 SITE 7A / $/ WOODY, EDWARD A. SITE SITE 7 DENOTES IMPACTS IN SURFACE WATER HUGHES,GLEN NCHLESS INSTAL 54 WELDED S GAMY L. & ANGELA WEATHERMAN II •'•��i��Oil ���� -a.' i - .. �WAOYE EXISTING STRUCTURE DENOTES TEMPORARY IMPACTS IN SURFACE WATER / / - oc3 Cq 25BK BUS 15BK BUS Ii• 7C Ties 4c© 50' 0' 50' 100' 150' GRAPHIC SCALE BUCkBURN. ROBERT 66 —PLUG r — 1 / \ X\ \ \ \ \ sF3� c \ -IA I ccEa out 5. 1‘,1 185 SYCAMORE CIR l5 BST R-2519B 13 RW SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINF RY PLANS DO NOT USE PO , CONSCAUC ION WOLALLPE GR GAS GOS TA` yZ i Permit Drawin Sheet of {'� PROJECT REFERENCE NO. 0 cr co tV \ 59\ \ \\ ANY L. & ANGELA NEATIE 43 {3 €3� o 9-2 � 2g4?— —' ti /v 1 r rJ TEO�Df. EDTEARD SITE 7 l/T/W 2 I I DENOTES TEMPORARY 50' 0' 50' 100' 150' .•.•.•.. •IMPACTS IN SURFACE WATER GRAPHIC SCALE s 0 it 7C 1 BLACKBUR301/06ERT / / L�2/ / / I REMOVE EXISTING UCTUR! 1/— \ 2590 5g0/ / 2 / "ATE LOCATION, .. . ,-- PROPERry OWNER RAW FIELD i u85 SYCAMORE CIR 9 BST R-2519B SHEET NO. 13 MY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINLRY PLANS DO NOT USE FO . CONSTRUCTION GR DENOTES IMPACTS IN SURFACE WATER HUGHES. GLEN 0893 NCHIESS INSTAL 54 WELDED S DANNY L. & ANGELA NEATEERLAN N -82 GR r, Permit Drawing Sheet OT — Permit Drawing of JPI IMPACT ENLARGEMENT Y/W/, DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 25' 0' 25' NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTRY PROJECT: 35609.1.1 (R-2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL IMPAC 'OW "W/A 1F,NLARG M DENOTES IMPACTS IN SURFACE WATER 1N DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' 50' NC OT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL GRAPHIC SCALE SHEET OF 05/10/13 GRAPHIC SCALE SHEET OF 05/10/13 Permit Drawing Sheet 33 of j1'1 200 150 100 50 0 50 100 150 200 250 300 350 400 450 500 550 COSTING ROADWAY (US 19) EXISTING 266'X6'RCSC INV-2499.59 �� EXISTING STREAMEED SCALE 1:100' HORIZONTAL 1:20' VERTICAL EXISTING ROADWAY (SR 1151, BLACK JACK RD) !STING 2©6'X6'RCSC INV-2501.40 PROP. 30' CSP INV- 2506,33 EL-2501.24' INV-2503.86 PROFIL SITE 7 2S0TA X10+5R1 5g4C-YI4- KEwE91T� 6_6252T.58' INV -2505.84 EL-2505.94' PROPOSED GROUND PROP, 30' RCP INV-2509.20 100 YR WSEL-2518,00 r WS EL (0508071 INV-2509.5044- PROP 54' WELDED STEEL INV-2509.76 . E NCDOT V DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTY PROJECT:35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01/16/13 Permit Drawing Sheet 1 `L of 11 R.( 136 + 00 137 + 00 138 + 00 139+00 140 + 00 2540 -253D-��\ 00. 2 2510 2500 SCALE 1:50' HORIZONTAL 1:10' VERTICAL PROPOSED GRADE SITE 7 PI=138+80.00 K=150 EL=2536.55' VC =500' g1= (+)5.3950% g2 = (+)2.0554% 'EXISTING GRADE __--\ �\ ! //100 YR WSEL=2518.00 /.."--------UPSTREAM SECTION PROPOSED 2@6'x6' RCBC STA 138+91.21-L- UlS INV=2509.50+/- NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01 / 16/ 13 Permit Drawing Sheet 3 S of I l (-1 (IS 0-1 25'139- 4'x4' ROCK 36' CONC 2-4' ROCK DENOTES IMPACTS IN SURFACE WATER DENOTES EXCAVATION IN WETLAND * * * * * * * * * * 5 TO SEE DET. • DRY DET . 0 EMNC1* Otte: :1 SEE SHEET ' • "REAM RELOCATION SEE SHEET DENOTES TEMPORARY IMPACTS IN SURFACE WATER DENOTES MECHANIZED CLEARING wtSON FANCY PARTNERSHIP LTO.. LONG IRANCH CREEK a Q 70 SEE SHUT � LourSIT; 8B 6'X6' RCBC .5' AND 1.0' SILLS 50' 0' 50' 100' 150' GRAPHIC SCALE � � TXT' RCBC / RF END SBG / STA L155+15-L-RT / / MICROPOOL \ / SITE 8C PROJECT RVERENCE NO. SHEET NO. R-2519B 14 MY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE PO . CONSTRUCTION NEWOALE PRESBrTEfiAPT CFRJRCJE Permit Drawing Sheet 36 of )1 \1 CO 6' CONC REMOVE US OE 25• BST DENOTES IMPACTS IN SURFACE WATER DENOTES EXCAVATION IN WETLAND S ITE'\8A FORT ANITA * COH6\ . ,. 0 eMPlClk CAllK� St RPM RELOCATION • SEE MEET - - * * * * * * * * * * * DENOTES TEMPORARY 50' IMPACTS IN SURFACE WATER DENOTES MECHANIZED CLEARING / O *1LSD+l Ffiii.Y PARTI€RSSW LTD.. LONG !RANCH CREW SEA!$H AILOCATI S!! SHEET B'X6' RCBC .5' AND 1.0' SILLS 0' 50' 100' 150' GRAPHIC SCALE SITE !8C PROJECT REFERENCE NO. R-2519B NW SHEET NO ROADWAY DESIGN ENGINEER SHEET NO. HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FO . CONSTRUCTION NETDALE PRESBYTEREjr pJURCH \z 00_ * /M BEAM DITCH TA 160+00 TO 161)SL RT en. Sheet .3 7" of t r i v m z ZO mm N z< vD 0 z yv C m TZ D 0 m n m N Da mn N z 4 * * 0 m z O m rtn m ?Lim Zn OM a N m v H z tiz z oX ® \ \ \ CLASS RIP RAP 23 NS 1 @7'x5'RCBC 9NC ]MPAC /OW ENT[ dARGIdMEN DENOTES IMPACTS IN SURFACE WATER 25' 0' C 7'X7' RC BC WW END SBG STA 55 + 15—L—RT 25' GRAPHIC SCALE C TL T MICR! NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.L1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/10/15 Permit Drawing Sheet 3C of 1% `� C) D -U C-) U) C-) C) rm N p C m TZ n-I rn m N D� Z U) 0 0 U) 0 0 z z \c m CmZ nl 0'11 0 n rn y rn y Vf Zcn �-u C-° vfl Q Cl) 3.7 Z rn -< rn c) D -13 C7 U) C7 C) m TIHHOLIW NI SaNId IO111IdS N Ul F—� • Permit Draw,ng Sheet 3q of 11 II 2580 2570 200 150 100 50 0 50 100 150 200 EXISTING ROADWAY EXISTING 1@7'X5' RCBC 4�~ EXTENSIONPROPOSED 1 LYS RCBC O 100YR WSEL=2568.75 2560 INV=2561.5+/- 2550 1P SCALE 1:50' HORIZONTAL 1:10' VERTICAL STA 155+44.57 -L- 1@7'X5' RCBC LENGTH=145 FT GRADE PT. EL=2570.76' SKEW=131° 36" J.NV=2561.0 EXISTING Ct INV=2559.40 S=0.0 INV=2557.6+/- 01FIL SITE 8 i) -4 PROPOSED ROADWAY PROPOSED 1@7'X7' RCBC EXTENSION DI 2'9HIFITILL P 1' HEIGHT SILL ROCK CROSS VANES PROP. T. _ PROPTB. STREAMLBED PROP. TB RT. =1.896 NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT:35609.141 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/ 10/ 13 Permit Drawing Sheet 4 of 158+00 157+00 156+00 155+00 „_ 154+00 2580 2570 2560 SCALE 1:50' HORIZONTAL 1:10' VERTICAL PI=157+95.00 K=179 EL=2575.91 VC=200' g2=((+))3.117754% 100YR WSEL=258.73- — i EXISTING NAT. GROUND FLOODPLAN BENCH AT INLET SECTION SI E 8 I) C PROPOSED' 1@7'X5'RCBC STA 155444.57-L- / LLS INV=2561.50'+/- 1V CDO 1L DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT:35609.1,1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/ 10/ 13 Permit Drawing Sheet L.1/ of 119 200 150 100 50 0 50 100 2580 PROPOSED ROADWAY ROCK CROSS VANES EXISTING NATURAL GROUND 2570�- PROPOSED TOP OF BANK LEFT — - PROPOSED STREAMBED — - - --- 2560 2550 SCALE 1:50' HORIZONTAL 1:10' VERTICAL INV=2564.59+/- 1 @ 10' X 5' STONE BOTTOMLESS CULVERT WiCONCRETE TOP SLAB 1P C� SI IE 8C 150 20p STA.14+90.30 -Y17- 1 @ 8' X 6' RCBC Wi0.5' AND 1.0' SILLS @ 20' INTERVALS. GRADE PT. EL=2577.25' SKEW = 71° TOP OF BANK LEFT 100 YR WSE1�2S73:01- TOP OF BANILRIGH� — !— EXISTING STREAMBED INV=2565.86+/- PROP Cl. INV EL = 2565.22' NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT:35609.1,1 (R251911) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/ 10/ 13 Permit Drawing Sheet Ia. of al 2580 \ PROPOSED GRADE 1 1 /r \I 15+00 14+00 100 YR W' EE= PI =14 +50.00 PROPOSED 1 @ 8'X6' RCBC EL= ioo' 2' STA 14+90.30-Y17- K=22 g1= (-)3.8289% g2 = (+0.7553% Lam. 73.01 / EXISTING GRADE 2570 I) 2560 SCALE 1:50' HORIZONTAL 1:10' VERTICAL UPSTREAM SECTION UPSTREAM INV=2565.86+/- 'CTION SII7I']E SC 13+00 NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT:35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/ 10/ 13 Permit Drawing Sheet 143 of DETAIL OF SILLS AT DOWNSTREAM FACE OF 1@8'X�' RCBC PROP. 1@8'X6' RCBC CLASS I RIP RAP 7 1.0' (N.T.S.) SITE 8C 7 ' ' 5 ► , DOWNSTREAM t ,' EXIST. GROUND 0 0.5'` NOTE: SPACE ALTERNATING 0.5' AND 1.0' HIGH SILLS @ 20' INTERVALS. 4 4 I FLOODPLAN BENCH NCT)OT DIVISION OF HIGHWAYS YANCEY I MITCHELL COUNTY PROJECT: 35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05,E 10/ 13 Permit Drawing Sheet _AV.._ of L N m 24' CEP WO ELBOWS JERRY 11CKHEY 8 I w 03 03 z LD wm 14as �+na YNt UKALL wmv 4449 N6> 03*0 0' wtaa EaPo CLASS 'B' RIP MP 5 TONS 14 SY FF SEE DETAIL 'AK' BERM BASE DITCH SHEET 2-E PRESNELL,.RIANITA DENOTES IMPACTS IN SURFACE WATER // // ELLIOTT, WILLIAM EIP 1 iz• cuP cote, EIP ol+i.'vl ? 11-,,A• colt coNc w+�, - S DETAIL 'BD' ECUJ. LATERAL BASE PITCH NEST 2-P �� - II RSP MP :AMUEND SBO OVE ETA 111+0' BANK STABILIZATION S DETAIL 'A ' STYLES, GREGORY CAk PY DENOTES TEMPORARY IMPACTS IN SURFACE WATER GRAPHIC SCALE SITE 9 El DETAIL ANDMD BEGIN JS DITCH 50' 0' 50' 100' 150' SITE 10 SITE 11 Ow GR GR I DAVENPORT, 609!E X 0 Xx wo - 20 TONS, 9 SY FP FLUSH OUT D ETA 1111+50 TO 191+00-L-LT BANK STABILIZATION SEE DETAIL gW _--- f FliE=M1 LAMJRE TERRY H. 1 \ I'` \ I I \ O RR SPIKE PROJECT REFERENCE NO. SHUT NO, R-251913 _1 _ SW SHEET NO. __ ROADWAY DESIGN HYDRAULICS ENGINEER ENGINEER PRELIMINARY PLANS DO NOT USR FO CONSTRUCTION FOR -L- PROFILE SEE SHEET 42 1 I UTL GATES'/ Dr�rrrti* nra%MIT1Q Sheet 1-.K. of )?9 0' m P 24' CEP W/! ELBOWS EIPp a t ' a t3' \ N ANGEL KENNE .260�IP DENOTES IMPACTS IN SURFACE WATER Z-5' COHC \ CL 35\ 'B' RIERAP 5 TONS 14 SY FF N S!! DETAIL'AK' BERM BASE-ATC 4 -- — S1 UT- 5 (.J \ / — — —0L9Z" _w9\ ---- � - ,_ `. HONEYCI�BS✓ \�•.�G> -1 -- .. - / \ PRESHEFL,..... — -- -, —069— — — - BEGIN JS EN OYE ETA 101+0 50' 0' 50' 100' 150' ■ ■ •■ ■ ■ ■ ■ • ■ ■ — IMPACTS IN SURFACE WATER GRAPHIC SCALE DENOTES TEMPORARY SITE 9 Ns4\ BULL. CHARLE RDA „ Wes, Ig B5r 5R I� STYLES. GREGORY D Bao DETNJ 'BD' ECIAL WEAN. BASE DITCH HET 2-P II SIP P7tle, di*15 TONS p,• FOX, TED EIP 11.1 CANOP — 0/LZ 0020' \ , \ ` / -- 00.1Z� 0,c,c OZLZ— /—`---.� \� —OOZE— —�� �� — 09LZ — N 1 n \ -O�LZ.TERRY BECKIIEY r \ \ O£'LZ �`OfLZ------� \_—`—OZLZ— �� —nr.,> \ SS SS S8SSI4iU DGNS$$$$$$$sss$$ — SITE 10 SITE 11 TAWY L. CARRER /�1 \ id `,1 0�/ �-- '1" \ II I IL -I k 1 1 �xI 1 vs -X� 4' ABB. CHL {3 Air ; IKE0�/ — _ C I x , O YOUEEG, FRITZ R r GR /-- —I 'f'Nd BANK STABILIZATION SEE DETAI_ ' ' I I � w '-Y, "163✓R. \ \ \ \ \ \ -_, `' mkt ..- 1 \\ \\ \ A \ 11 \\ `\ gI I I 0 RR SPIKE BO' 0 PROJECT REFERENCE NO. SHEET NO. R-2519B 16 PAY SHEET NO. ROADWAY DESIGN HYDRAULICS CD ENGINEER ENGINEER PRELIMIN?_RY PLANS DO NOT USE FOl CONSTRUCTION 47 RAY, MARK 4 4 47 30' CLIP- FOR -L- PROFILE SEE SHEET 42 '/ , ENSLEY,CARDSYN 1 " tlr •� - • HDPE YE 50' 690- IATI GATESI CR N. e LW* •' _'I \ \ \ ��*�k \ \'• 0 \i \ N \\Q �' \ \ \ \ � * :\ \_,\ \ *\ \ \ \ \ * \ f \ \ \ \ �\ PArmit Drav/Ii79 Sheet IMPACT ENLA '70(/* I, S ►e) c S 15 TONS 30 SY FF GEMEN DENOTES IMPACTS IN SURFACE WATER 50' 0' )3< NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTRY PROJECT: 35609.1.1 (R-2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF 50' SPRUCE PINES IN MITCHELL SITE' \11 CL I RIP P 20 TONS, 9 SY FF J[MPAC './V//// 25' ENLARGEMENT DENOTES IMPACTS IN SURFACE WATER 0' 25' ACCESS F NCDOT DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTRY PROJECT: 35609.1.1 (R-2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL GRAPHIC SCALE SHEET OF 05/13/13 GRAPHIC SCALE SHEET OF 05/13/13 Permit Ii;s1g Sheet to- h# PROJECT REFERENCE NO. SHEET NO. REMOVE 60' ND SR Wu Novo .1 U SIER1 AN & UTH FOX EL.E) .W/ SITE 12 DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER \ ROBINSON. CHARLES \\\ cAV JAEFS R. b vFEtnrw WS DENOTES FILL IN WETLAND 50' 0' 50' 100' 150' GRAPHIC SCALE SITE 13 SITE 14 TOSEE,BETTY Y. ST1 DETN.. AT ALAN EE000Y Im I I BRACCO 0 ROGER 0. SITE 15 R-2519B 17 MV SHEET NO. ROADWAY DESIGN ENGINEER H)DRAUUCS ENGINEER PRELIMIN?_RY PLANS DO NOT USE FO CONSTRUCTION 1-` 0 �� _ — cvaee LN T ia: Jay esr 7W fY Y>..y�yMJ _Ga --wdy *la.ffif.s �. -Er=:�-vim ----- tC! DETAI'IY SPECIAL DIT 1 4 YOUNG. BELL R. & YOUNG. SHIRLEY i J 1 W Z J 2SEATL DUS Dnrmit fb,au.inn Sheet tic of /l H PROJECT REPlMNC! NO. SHEET NO. w U, W W N 0 0 N w SR 14Z7 NEW RAY, LURK REMOVE 60' ED a D►E a / 30.RCP Gq 150.4 SPIEL —J age• R MOVE HW ssMIMEn Y.MIE 1 it fdik 1!:.V nitr 4, Lath 1 / / /GWELSEAN T WILE)/ �IJ/ / C4 / / / /. / DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER N \ {3 \ \�\� ROBM�DN`HE c. 111, C. 'V'DITCH REMOVE HW 15' Wn!L 0 °\ DENOTES FILL IN WETLAND 50' 0' 50' 100' 150' GRAPHIC SCALE SITE 13 SITE 14 TO'u , BETTY Y. N Ixoccs 11 COOL Y\ N 21 70 P \ JAWS R.A�Nsnprw SITE 12 ma 2750 (23 ,,3 c4a S[ j8 FF PIS 44. ...PEEPED .ice a AT CBL 1 RICW �Y� • 1 R-2519B 17 NW SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA RY PLANS DO NOT USE PO CONSTRUCTION / / / // / V / / / eA / � / ORE), ROGER 0. / / / / S1TE 15 270 001r Isr BST \ � ` •* T, :. AA. VJ#w TiC .111141 SS POINT it F — / F REMOVE 3• US /9E 26'BST lama, mow 114, 11=GI..i. 24' ctz _ / WD EIE `l\ SEC DENL E:RM ' /�m/ { \ CAFE DrtC !HEFT C-! / '"4� -41— `85 / GILL • aC (23 r.. YOUttO, BLL \\ t. SHt',It it YOUNG,BILL R. & YOUNG,SF:‘EY os Ixr r "I rr \ r / 2SMTL BUS ^w* Permit Ur awing I,� Ot.eat Li2 ^f NU ►I RAP l9E LJ r/Tisl 411r\sip A c DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 25' 0' ENLARG 'A' 0 N c co SFTE12 24" - - z -14A N T EMOVE HW 25' GRAPHIC SCALE REMOVE 24"CSP W/2ELBS NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/ 13/ 13, 0 C rn Z Z �O D O mm n rn Dtn m N ZT — vr- D m D Z n cn z N Ul O N Ul tt 0 2 (86T9Z-21) FT' Permit Drawing Sheet of La-- i ---x--.----:-- 3‘61r1_ / -44 t I i � 2Gf o o Z 0o I rn REMOVE i i - --= -•,- I Jim s i o '' E A SITE 15 ; � ; D ,,S , * ' ', , : (I( . it C o 0 -�- , , 1 15" -, \` e��� // GR TS ,\ \ 24" C P '� // \A/n \' \� C 1 R r1V1�C �, IMPACT ENLARGEMENT NCDOT SS/SURFACE DENOTES IMPACTS IN WATER DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT:35609.1.1 (R-2519B) / S� DENOTES TEMPORARY IMPACTS IN SURFACE WATER US EAST FROM NC 80 IN YANCEY TO WEST OF 25' 0' 25' SPRUCE PINES IN MITCHELL ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ GRAPHIC SCALE SHEET OF 05/15/13 Permit Drawing Sheet .c) of <<'l EIP 0SEE �+ v'i EE DET VIA i .� :•V. DITCH -D ATKINS, COMAE NEE EIP SITE 16 SITE 17 YOUNG,LNDA SUE = = = _— — — 7 — — — — f— Dior TWANS. FRANCES i SEE DEEAJI,'IX' STANDAMEf EASE DITCH SHEET 2-F y }.J EECLIANAN. TERRY ' KD I .0 Q \so MCI X\� TRENCHLE CR 54' DENOTES IMPACTS IN SURFACE WATER SEE DETAIL 'AM' LATERAL EASE DITCH yWCLASS 'II'; RIP RAP 7HEEf-1E_i SITE 18 "Yr • CL E RIP 1 TON, 5 SY Pk SEPTIC TAµK µ' DAM EASE -DI HEST 2-1. W �rf Q / s� / EEU$RNS TROT PROJECT REFERENCE NO. SHEET NO. R-2519B 18 PAY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEEP PRELIMINARY PLANS DO NOT USE PO CONSTRUCTION LARRY D. 93 / 15" CS? ELES F\ EE REND L 'W' DITC PUE CA Co r N 3`'=I a _ Z U SEE N' DETAILDITCBERMDITC BERM SHEET 2-D E.W. & DOLLIE HUSKINS HOUSE (HISTORICAL PROPERTY) DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' 50' 100' 150' GRAPHIC SCALE Permit Drawing 4 E swat J li Ul I 1 SHEET NO. 18 21--- 73/oNS C:"•-I RIP D5L/ S /9E 25 EIP • 0W9' EXISTING 16' PIPE ABILIZATION REPO ATRNS, CONNIE MAE -D DITCH SITE 16 SITE 17 EvELY STA Zoe+2i GACE REMOVE DUSTING 12' CAV c 18. • '-":2Viiir-Ary„......c/i3\ —0£10 YOUNG, UN A SUE SHERMAN & RUTH FOX 4/EJ REMOV HUSKNS,FR LeCES 5)7 4i N. _ 069? --- z� j \ \\ Olt\ STANUA," IASEVITCH yJ MGYAHAN, TERT 'DK h/ _f_C3 \ n�/ �Q \sq , '+- ,� NCHL! GR \ -OD 54" ..... �r� - N �-- SEE DETAIL 'AM' \LATEML EASE DITCH LASS 'II'. RIP RAP EBi-2$1 DENOTES IMPACTS IN SURFACE WATER //7/9, SITE 18 -�17.— / L B RIP MCP \ 1 TON, S SY Ikk PROJECT REFERENCE NO. R-2519B AW SHEET NO. ROADWAY DESIGN ENGINEER HYDMUUCS ENGINEER PRELIMINARY PLANS DO NOT USE PO LARRY D. 93 / \ \ \ •;ro \ \ . CONSTRUCTION \—2730-2720 �I DVS, TROY PUE / / E.W. & pw (H / / DENOTES TEMPORARY IMPACTS IN SURFACE WATER / 3' BST SEE DETAIL 'W BERM 'V' DITCH SHEET 2 0 — — / / / r09a. -- ti' LLIE HUS,K1' 4S HOUSE TORICAL /P OPERTY) 50' 0' 50' / 09LZ - 100' ti 150' GRAPHIC SCALE Permit flrawin0 Sheet S of _11_1 , , ,, , , , ____, 1 6 . REMOVE EX. 18" PIPE ,, \ / IS er, co Q . ,cflfl �' �4. 0 VA, 0 • fit. ,'' 1 N( S i 'li� '` u,�,� - I 4'.e4 e4.0 � \• ,• , ,` +\0.' !w • BANK ABILIZATIO SEED AIL 'AW' (IN `;y 36" RCP III t tr, d. 1 . -� --.� �= -- - _ _ __. — -- — — — — -v-5 o , - ► � � m�i U)---H * J Ir��ICD> oo :�1= _ -----_ I to it o -. _-- T -I-1-- c;�•. , . lk / - L.... _ _ _ _ _ ________ _I _ .;=-_ illi . \ V I ,- �I'� -- T ____ ____ ____ — -- Nz —_k_ >' BST I REMOVE EX. 36" PIP i i 1 IMPACT EN .1 AR V_4 EM -4', V S NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY WADENOTES IMPACTS IN SURFACE WATER PROJECT: 35609.1.1 (R-2519B) 25' 0' 25' • • • • • US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL GRAPHIC SCALE SHEET OF 05/13/13 0 ,:x3 , o � N - IS - ED oo \SF n •\ 0.�,�.. ,/# ► 1 2 7 c �,a\•" s, 0. •• \• Ero9 4 ..41,.q... (---6-f— ,..,_ :.,:,, -RCP—II 36" RCP — fish: =% : *:.~: -= BANK STABILIZATION SEE DETAIL 'AW' _— _ — — — _ — — , g 1 S INS` � 03 -_- T TT 1 . 1. T T T --- _ rr T ____ _1_ _ — — --—s---_ illi ilt T NVTL REMOVE EX. 12"�_ —Z — — — I OVE X. -- — co• IMPACT NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY /./V4/ DENOTES IMPACTS IN SURFACE WATER PROJECT:35609.1.1 (R-2519B) US EAST FROM NC 80 25' 0' 25' IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL ■ ■ ■ ■ ■ U.... GRAPHIC SCALE SHEET OF 05/13/13 Permit Drawing Sheet S_ of SSST1R 4 RELOCATION IMPAC TRENCHLE 54' ENLARGEM DENOTES IMPACTS IN SURFACE WATER -I T DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' ■ ■ ■ ■ ■ I ■ ■ ■ ■ 50' NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL i AP T c) co Zfc EN / wiewri 'ie VR IMPACT ENLARGEM DENOTES IMPACTS IN SURFACE WATER 25' 0' GRAPHIC SCALE OR 42" RCP - I N 25' 0 i CLASS II RIP RAF IP 6 T01 50 SY I IS, 6 SITE 19 NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL GRAPHIC SCALE SHEET OF OS/13/13 SHEET OF 05/13/13 Permit Drawing Sheet .. 5' of // CO • \ ^ 1 _ UZARO = GR I X I. I X— YNO CCALESS."GU ILE A. OR n // RET 44 44 z Z M494,9 i IATL BARN ISCCANDLESS, EJURRE A. 7- PSH SEE SHEET 2- SHEET 20 liC11 CON' SHEET 21 SITE 21 NTNN HOST CUSS 11 RIP x SEE DETAIL 'CD' STANDARD EASE DITCH SHEET 2-0 SHEET 20 SHEET 21 YCCAE SSBURIER,A. N too N Cq� /► / / 1 / / / CAR LESS IURRE A. / c / GRADE T• • ES / -"1"7/ . DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER IERISA ANN LATHG i DENOTES EXCAVATION IN WETLAND GRAPHIC SCALE SITE -- 2 N, 50' 100' 150' \. I GR — — I CL I RIP ` 40 T4 E1 BANK/ STAB LIZAT 201 TYPE 'A' RETAIN 30. CMP PROJECT REFERENCE NO. SHEET NO. R-2519B NW SHEET NO, ROADWAY DESIGN ENGINEER 20 & 21 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT UOB PO TOE PROTECTION SEE DETAIL 'H' SHEET 1-D -Y23A- +70.09 101.E9' LT YOUNG. BILL R. CONSTRUCTION YOUNG, ELL R. CHORD - - — SITE 23 Permit D / 1 E � � — 2620 2.610 / SHEET 20 /r \,� /ll // /// C \ \ /, CANDIESS. it4REcW A. \ i DENOTES IMPACTS IN SURFACE WATER / IIICCAE#I.ESS) B1 RE A. f /-* / / / (41 I- SHEET 20 C \I \ \ L CONSTRUCTION \ \ iA\ `2560 DENOTES TEMPORARY IMPACTS IN SURFACE WATER •Er SHEET 21 SITE2l -_ \A� '?�0 ��� 2 CLASS X SEE DETAIL 'CO' STANDARD BASE DITCH SHEET 2—G ROBERT ABEEL BREWSTER & BRENOAIIBEMrET X x� / L CSC? 60 ') SHEET 21 DENOTES EXCAVATION IN WETLAND 50' 0' 2 \\� ` \ \ ` \` \ — — 0.1 A 1 1 1 1/ �\) \ \I \ LaERISA AEI LASING 50' 100' 150' ■ III ■■■ ■■■■■ GRAPHIC SCALE CL I RIP 40 T BANK// STAB LIZAT :[5-6I,E'A' \ \ ETAJN 30' CMP PROJECT REFERENCE NO. R-2519B RW SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO, 20 & 21 HYDMULICS ENGINEER PRELIMIN?_RY PLANS DO NOT USE FO I CONSTRUCTION youNotpta: CHORD i \ I N N N. s 2590 QE FROTEC RON� Sd!'DA JL'H' ,LT YOUNG, BLI"E. /L SITE 23 26; +.. j--26( Permit Drawina 1 2- Sheet 57- of // "f 14-TsL'i V i 'F 9 E STAN DAR kP SHEET 2-E IMPACT ENI ARG MIN DENOTES EXCAVATION IN WETLAND 25' 0' 25' GRAPHIC SCALE C) co z SITE 20 NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL n m O O tt o Z tt 0.1 y zoo X 0 H n r 0 co c \ w 0 2 (86T9Z-2I) FT' SAVMHOIH AO NOISIAIQ z NAD 83 SHEET OF 05 / 13 / 13 Permit Drawing ems_ nt ,5�t of 1 % IMPACT ENLARGE M RN /s% DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' • ■�• • • 50' NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL BANK STABILIZATION SEE DETAIL 'AW' IM PACT /g/A, W/T75, FINLARG DENOTES IMPACTS IN SURFACE WATER RETAIN 30" CMP 4,MII-4AN DENOTES TEMPORARY IMPACTS IN SURFACE WATER 25' 0' 25' NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL GRAPHIC SCALE SHEET OF 05 / 13 / 13 GRAPHIC SCALE SHEET OF 05 / 13 / 13 P mit Drawing tS61 ofiit C, C.1 MCIEJ., BFEtDA COX PUP -'erg x— �xWD *O zoep 43 OE SEE D END SSO STA 277+00- ►SLLER.JAIAE\. \ 1 I / 11 11 SON COX LOUSE COX 11 11 11 II // ./ I / 43 15' CSP WOELSS F[TATK CN R(yl c1F (SAn APP IOCATIc SEPTIC SYSTEM / 2 "BEGIN --SSG A 251+30d-R _.. TS 71y SEE STANDMDAI WCLASS I RIP RAP SHEET 2-P i ITCH OHS DENOTES IMPACTS IN SURFACE WATER BOSTON,RALPH S TONSP RAP; 14 SY FF • SPARKS. JOHN //s7 E DETAIL'H' T 12' 11DPE •ETAIL PROTECTION SHEET 2-0 ROBNSON, TRAVIS L. // / .. / 7 / PITTMAN, S.W. 0 0.0 CAROLYN CARPENTER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' PROJECT REFERENCE NO. R-2519B IN SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO. 23 HYDRAULICS ENGINEER INCOMPLE TE PLANS DO NOT U56 Po0. VW ACOUISOTON PRELIMINARY PLANS DO NOT US! FO I CONSTRUCTION SITE 24 50' GARLAND, ROAR& 100' 150' GRAPHIC SCALE J • - trait nrnwing „T,��t ,() of 11 y N O) 0+ w 0+ 0+ w CV MCEEIL,ORENDA COX OMR LIt 3 Q _ LER. JA►SEs r. 1S' CEP Y(/JELSS D STATAC PNRrfl AC R(I41 -SEGINiSG' A 2510- i SEE DETAIL STANDARD W,CLASS 1 RIP RAP SHEET A-P DENOTES IMPACTS IN SURFACE WATER BOSTON, RALPH LTSONS 1." 14 SY FF SP.hRXE, JOHN '/A/W '! DETAI H' SHEET •ETAIL' PROTECTION SHEET 2-0 rim TRAM L. j / f — 2790 PITTMAN, S,xr ISFD DETAIL 'W' N' DITC n / / / ' / �`�/ i� ) CAROLYN CARPENTER DENOTES TEMPORARY IMPACTS IN SURFACE WATER PROJECT RP -MINCE NO. Rr2519B 1W SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO. HYDRAULICS ENGINEER INCOMPLE TE PLANS DO NOT USD FOR i/ W ACQUISITION PRELIMINARY PLANS DO NOT USE FO, CONSTRUCTION S1TE\24 \ \ 02, / 1 50' 0' 50' GARLAND, RONEE 100' 150' GRAPHIC SCALE 4. Permit Drawing rA Y IM • V SITE 24 PACT ENLARGEMEN /V/4/ DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' -L- SEE DETAIL 'H' DETAIL ' E PROTECTION SHEET 2-D 9/c 15' CAT-1 12 NCDOT DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTRY PROJECT: 35609.1.1 (R-2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF 50' SPRUCE PINES IN MITCHELL GRAPHIC SCALE (S6T9L-4I) T 60992:J 3fOUId SHEET OF 05/ 13/ 13 Permit Drawing Sheet 6 2- of // L] 0' m PROJECT REFERENCE NO. R-2519B MY SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO. 24 HYDRAUUCS ENGINEER Q IsILIS$} FO • 12 PITMAN, S.N. BUCHANAN, MATTIEW A. • • SEE DETAIL 'Al.' ROADWAY DITCH SHEET 2-E \ Jai kr,• •�. 1 L \ _ \ \ C$STEEL, CLAY TON1 t- AGE • \\ ROSE SIAHOA \ 94+ Ii1 FRAWLIE. COERE G. 4d LIP SEE DETAIL M" • BERM N' DITCH DENOTES IMPACTS IN SURFACE WATER ALLEN,ARTIUR J. Op 1-'4 rf „pir, pe*, � *, ROGER JOSUN oRy END ERG \ \� ETA 297 -O-L-R SITE 25 / • BEGIN SIG C ST 9+27-L-RT INCOMPLE TE PLANS DO NOT USE FOR l/• ACQUISITION PRELIMINA RY PLANS DO NOT ODE FO. CONSTRUCTION PRESEELL.VERA J. SEE DETAIL 'AS' SPECIAL CUT DITCH SE! SHEET 2-! LIN! 60'CMP YH4'WS flaw Ili•. :_��� •41. STANDARD BASE • DITCH SHEET 2-E SPARES, MARIE 0685E PG TI DENOTES TEMPORARY IMPACTS IN SURFACE WATER LIBERTY HILL BAPTIST CE#IEECH 50' 0' 50' 100' ..... ..... E h 150' GRAPHIC SCALE Plormst [lrAPina ofIii PROJECT PURULENCE NO. SHEET NO. Rr2519B 24 RV SHEET NO. ROADWAY DESIGN E OINEER HYDMUucs ENGINEER use CAT-1 PITTL4H. S.M. 1 \ _ — - 2830- - SEE DXIAIL AR' SAHEET 2AE DITCH 20— 9310 — — 28 28/0 — — - 2gp0 _ 2760 — \ "N \ I \ \ I 11:7 u, \ • r \ \"' 1 1 1 / / \ ' l \- 1 `� 'c CISTEEL,CIAt�TGH �µ _— \ —1`1a\ \A\ %Fi5- ti N \ • li/J/p�/' N ,`,ice::j%' / \ \ I \ \ \\ \ \ ..s. \ \N''\0 ROSE.IAHOA J✓✓ EIP - FOMIELN,-CO1\rE G. DENOTES IMPACTS IN SURFACE WATER >y c4>ioH ROGER JOSLN BOaga 13 SITE 25 f/frA INCOMPLETE PLANS DO NOT USR POR kJ ACOUI$IION PRELIMINARY PLANS DO NOT USE PO . CONSTRUCTION PRES5ELL. VERA J. SE! DETAJL 'AS' SP!CL E. CUT DITCH / SEE SHEET 2-! STANDARD BASE DITCH SHEET 2-EAlb ..11:4111 / 11) / / 6 13 / SPARRS,MARE DEISM MG Ti DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' LIBERTY HS-L BAPTIST CHURCH 0' 50' 100' u.i h 150' GRAPHIC SCALE Permit Drawin Sheet fk, o? / co m 1E Slab L 101 Z 0,0 40, `" 1,69 49* EE DETAIL 'AT' LATERAL BASE DITC SHEET 2-S ! DETAIL 'AU' TO! PROTECTION SHEET 2-! SITE 26 • • 350 ZREMOVC/ SITE 27 AEMOV! PIP! AND NW BSTET AIL CIAL DR SHEET 2-E BST ISUIL SPRUCE PINE FIRE AND RESCUE PROP. RETAINING WALL '9 FROM -L- STA 306#Ip TO STA SEE STRUCTURE PLANS LmERTY Hll BAPTIST CHURCH .W/ DENOTES IMPACTS IN SURFACE WATER Til BURLESON 2V2SFRD CO SEPTIC TANC r GR i WELWS GOFF l i i tJ \J WELLWE E. GOFF & MARGARET G. GOFF DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' LA) AVIS, VERA C. L Qut 'CUP REMOVE ° \ ISBICD WARD, KEN ETH o' PROJECT REFIRING! NO. R-2519B PAW SHEET NO ROADWAY DESIGN ENGINEER SHEET NO. 25 HYDRAUUCS ENGINEER INCOMPLE TE PLANS DO NOT USE FOR A/W ACQUISITION PRELIMINARY PLANS DO NOT USE PO , CONSTRUCTION 201 *TYPE 'A' v �s m LEDFORD, ELLE B. 50' BIURKE NcCAEJaLESS 100' 150' GRAPHIC SCALE h M ISF BU' / W H W W V) O N Dnr.r,a TZ. Sheet C of /f I SITE 26 SITE 27 EE 'AT' �[ LATMa. BASE DI . '\ SHEET 2-E ,cf,, I-eITAIL TO! PROT!L�-J 99Z' liEEyB.! / — 0193 us 19E 2685I / 350 //REMOV! N�E;wMoveD Fu! _ —0693— Hvr ISUTL SPRUCE PINE FIRE MD RESCUE LIERTY HLL BAPTIST CHURCH T T .... .. DENOTES IMPACTS IN SURFACE WATER PROJECT REFERENCE NO. SHEET NO. HYDRAULICS ENGINEER INCOMPLE TE PLANS DO NOT U58 FOR i/ W ACQUISITION PRELIMINP_RY PLANS DO NOT USR F0 . CONSTRUCTION ISF DU' O 69RD \� I m r I' E \ \ I 7 CI \ \@ a \/ 11\\ \ \\ \ \ • ( \ 0 \ \ ± \ \ / \ \1 \ — —� \ 5 F r LW1 E. C#F 8 1A►RGaRET C. iOFF I van, KEN►ET N BURKE U CAPCLESS f / dCM /,i sFD DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' 50' 100' 150' GRAPHIC SCALE Permit Drawing 3neet _((s,.= oT _�(_ , OS BANK STABILIZATON SEE DETAIL 'AW' IMPAC >fii/// f/57. r I._ / / / / / us I9E -41,NLARG DENOTES IMPACTS IN SURFACE WATER .\ • • -1v MA DENOTES TEMPORARY IMPACTS IN SURFACE WATER 5 0' 0' 26' BST -EN , , • • • • • \Q 0 03 z SITE 26 Fn 11 i/) Jo 7 i 5 0' NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL IMPAC NLARG M DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 2 5' 0' 25' NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-251911) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL GRAPHIC SCALE SHEET OF 05/ 13/ 13 GRAPHIC SCALE SHEET OF 05/13/13 Permit Drawing Sheet of Gl L( o co 1100 Ir\7 I I I II JOFES, CHARLES R. DEW CO4TRUCTION CO.. SITE 28 MLitt S. MbER —�'^ I TRENCHLESS —� INSTALLATION TYPE • WELDED STEEL -r— Q 1APRL PITMAN SPARKS Ci ii:11:\ \:owl: 'C3 1 1 1°1 'r \ 4:: •• y011;:,:s �it j.l '�ts;#4:4: 1: I �I.II''� %MO �� FOX. NCIIAEL L. \,�,;•�.�, �.J EXTENSION D• —4.'��a`\��r`7:42. �''�� uieEu "I, seD swALe .1.0— �.��`,,ti �`'�• CLa AIP RAP ♦.r,...qv I 1 BANK STABIL 1 10 PROP. S®B'XB R BC I I EXTENSION UPI*IREAM I I 30 LF OF CHANNEL -- IMPROVEMENTI 1 174 CY DOE 1 HOUSTON, JR., ROBERTI V. 1 44.1... , --04 ............ __, \ EMETH MJT cam,' 11 11 �ji 1 11 -- ' Sl ,,29AI - - - ,_ 4+ 40 40 ;t1ttl3!§3I4 :::rtNlll 11 1a1 Ilr 1\ -pZ / ,3 WITE29A Lx Ir--x I ! I"xJ BSS L 'G' UT DITCH DENOTES IMPACTS IN SURFACE WATER IN JERKY & CRYSTAL ROBWESOW - PRC Sta 12#97.58 CLASS 'I' RIP RAP 70 TONS • �s co.•2X� SITE 30 -L- POT$% 323165.42 BANK STABILIZATIO GEORGE L. 15 a SITE 31 117s/if Q. Y32- 70'0RT DENOTES TEMPORARY IMPACTS IN SURFACE WATER 2 50' PROJECT MERINO NO. SHEET NO. R-2519B 26 _ RW SHEET NO, 0' ..... . . . . . ROADWAY DESIGN ENGINEER HYDRAOUCS ENGINEER INCOMPLE TE PLANS DO NOT USE PO. VW ACQUISITION PRELIMINARY PLANS DO NOT USE DO CONSTRUCTION 50' 100' N W W N 0 In OH N CM J W J I.. 150' GRAPHIC SCALE Permit Sh et Of ./) (. PROJECT REFERENCE NO. SHEET NO. co N N 315 + 50 SEE Po "� ER GR TR HLUSS TYPE 'A' \_ INSTALLATION B 0' WELDED STEEL SEE DETAIL 'AZ' LATERAL BASE DITCH SHEET 3-E_ _ SITE 28 cR r CJ/• -I -- C?j IAPRIL PITMAN SPARK I BANK STABI -1 Y 0 PROP. 3®E'0E'R EC VON I I EXTENSION UPSTREAM '-J I I 30 LF OF CHANNEL —Y30— POO (LY2`F85.60 LNPROVEMENT1 \ I I 174 CY DDE 1 I 1 Q ' •HOUSigN, RORERT v. 1 \ KENRETH SINTERS �I11 1, 1 1 I I SJIE?2-9A C n fI tY •c , ,5ITE IIL_x�I UT•?DITCH'\ DENOTES IMPACTS IN SURFACE WATER W' ti \ 1`• \ `k•\ \ \ \\ .ERRY 10CRSIYLSIAAL FIOBNSGN \ \ \ %1 \ "\ \ \4 \ , t 1 \ 1 4 ", Ir PAC SNA /2+„,.58 1V t I \s, , n t SON' %M P UT To IRUIHY CUE STREAM ULOCA BANK STABILIZATIO �`L•r?v _ ✓ Q ����1 SITE 31 G DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' R-2519B MN SHEET NO. ROADWAY DESIGN ENGINEER 46 HYDRAULICS ENGINEER INCOMPLETE PLANS DO NOT USX FOR i/W ACQUISITION PRELIMINA RY PLANS DO NOT USX PO , CONSTRUCTION 50' 100' LLI J 150' GRAPHIC SCALE Permit Drawing Sheet <e 4 of 4 SITE 2 C LASS I RIP RAP SITE 28A us I9E 26' BST 1111 T \ REMO \ \ '2GIi I"'// IMPAC 1 INLA RG DENOTES IMPACTS IN SURFACE WATER 50' EM 0' (16 -I- !' I I () r. 75 co C3 ❑ jz NEL IMPROVEMENT TRENCHLESS INSTALLATION TYPPEE 'A' 30" WELDED STEEL -1 `, 1 50' GRAPHIC SCALE ( 1 1 � 1 NC OT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT:35609.1.1 (R-251911) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/14/13 J 1' N o ► `T,',\ jf �� \ ..�. BANK STABILIZATION, `.`t ,•,` SEE DETAIL 'AW' ..\ / CLASS II RIP RAP `. M CO 1�. 62 TONS `..��`` _ �t RA 0 RA �i�NAlig TS EXTENSION 5EOE DEE AIREA Nip•-�` Z \1 ���.�.s :�� g LATERAL GRASSED SW ' ..�.,>.��s,, 17164.51310.. p CL B RAP %���� �:'s.,�:1 • NS, 2 Y F Niikb,N iiim ILI ;_ 11.,.,41\ A � �� � DER , 9 3 � T� si � �. �.1 _. 7• No ' ' \ • 1°V 18 + 1 i it/ i \ ,1 0 ' CON " AIWI ' �,9 _ \\ITE 2 All -■-� OVE o _--- 10 �?, ! L BST /. WW _ AU �' . 4gig..��s�•,11, — — . BE SBG - I — _ laWLIIIIIIPI I� F SBG rSTA " 1$_+ .L-RL — . 16" $ TS - — — - STA'3211+ : • , I CL B` RIP RAP I�%' e 1 / , -RT l ; I 1 1 • -i. _/0 '/ / BANK STABWZATION, ►ti ;xSEE DE1'A1L 'AW' PROP. 3 at'X8'RCBC 1 EXTENSION UPSTREAM 11 30 LF OF CH4INEL ►1 IMPROVEMENT$ x 174 CY nr)F 1 \ �, 1 11 1 • ^ ' kll 1► ! - �`N. ) x x '! , 36" CHL CONC -- x— x IMPACT ENL ARGEM-FNT NCDOT DIVISION OF HIGHWAYS �// Yj DENOTES IMPACTS IN SURFACE WATER YANCEY / MITCHELL COUNTY PROJECT:35609.1.1 (R-2519B) / ',VA i IMPACTS IN SURFACE WATER US EAST FROM NC 80 50' 0' 50' IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL ■�.. • 11 GRAPHIC SCALE SHEET OF 05/14/13 Permit Drawing Sheet 70 of %14 `J 04/ _ O in 411pr E D N ,/>C4i'.1 \. Z .• Atizt A / d / ' ' • . • ,' - i . EXTEN ON DOWNSTRE • BARREL 7'x�' I i / ri `► )S NS, I RIP ' • ' 17 S. .` . F.F. I�■ l 1 i .� I� I 0 r if 1 * V, 11?' ;0- ....'' \l'i i 2 TONS, BANK ST ON SEE AIL • •' AI Y FF JS ye * SITEI31 it ✓n I I IMPACT ENLARGEMENT NCDOT �/�DENOTES IMPACTS IN SURFACE WATER DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) .*://4s, DENOTES TEMPORARY IMPACTS IN SURFACE WATER US EAST FROM NC 80 IN YANCEY TO WEST OF 25' 0' 25' SPRUCE PINES IN MITCHELL U.... ■ ■ ■ ■ ■ GRAPHIC SCALE SHEET OF 05/14/13 Permit Drawing Sheet ?-/ of // N 200 150 100 50 0 50 100 150 200 2640 2630 EXISTING ROADWAY EXISTING 3@8'X8' RCBC PROPOSED 3@8'X11' RCBC EXTENSION DOWNSTREAM WITH FISH LADDER WEIR 2620 SEE DETAIL EXISTING NATURAL GROUND 2610 INV=2607.52 +/- INV=2606.5 SCALE 1:50' HORIZONTAL 1:10' VERTICAL 0 STA 319 + 76.16 -L- 3@8'X8' RCBC GRADE PT EL = 2633.13' SKEW = 75° • 6" SILLS AT 12' SPACING $-1.24% S=0.0% Y /\__ INV=2610.52 INV=2611.57 =1.34% 0 PROPOSED ROADWAY V C�. INV=2611.34 PROFILE SITE 29 EXISTING NATURAL GROUND PROPOSED 3@8'X8' RCBC EXTENSION UPSTREAM 100 YR WSEL=2618.02' NORMAL WSEL=2611.9' (SNi07) INV=2611.57+/- NCDO DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTY PROJECT: 35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01/ 16/ 13 Permit Drawing of icy 318+00 319+00 320+00 321 + 00 PROPOSED GRADE 2630 2620 2610 EXISTING GRADE ALONG -L- __\ / UPSTREAM EXISTING NATURAL GROUND SCALE 1:50' HORIZONTAL 1:10' VERTICAL AMMO SEC°l[°llON SITE 29 PROPOSED 3@8'X8' RCBC STA 319 + 76.16-L- SAG STA 323 + 77.97-L- SAG ELEV=2626.15' 00 YR WSEL=2618.02' ORMAL WSEL=2611.9' (5/9N7) UPSTREAM SECTION INV=2611.57+/- , NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R25198) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01/ 16/ 13 Permit Drawing csheet DETAIL OF UPSTREAM RCBC (N. T. S.) SITE 29 UPSTREAM CHANNEL IMPROVEMENT CLASS I RIP RAP 'J 0 0 0 1' HIGH SILL IN 2 OUTER BARRELS CD ENTRANCE ONLY 6" HIGH SILL IN MIDDLE BARREL @ 12' SPACING O IN EX. CULVERT AND AT ENTRANCE O OF PROP. CULVERT EXTENSION 1 1 1 11 11 1 1 11 11 11 11 1 UPSTREAM FACE OF PROPOSED 3@8'X8' RCBC 1. UPSTREAM EXISTING NATURAL GROUND NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01 / 16 / 13 Sw 1 200 150 100 50 0 50 100 150 200 2630_ 2 62 0_ EXISTING STREAMBED PROPOSED STREAMBED PROPOSED TOB 2600_ 2590_ SCALE 1:50' HORIZONTAL 1:10' VERTICAL PROPOSED ROADWAY EXISTING US 19 1 I 2610.50+/- PRO F'IL 3® f PROPOSED 2@8'X8' RCBC STA 323 +58.66-L- ELEV=2612.70' SKEW=51° zEXISTING SR 1235 (OLD US 19E) EXISTING STREAMBED _ice^ 1 100 YR-W$EL=2623.03 PROPOSED 2@8'X8' RCBC ~ S = 2.58% PROPOSED TOB PROPOSED STREAMBED 2614.61 +/- NC OT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT:35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01 / 16 / 13 Permit Drawing Sheet ,: of 2630 2620 2610 2600 322 + 00 323 + 00 324 + 00 325 + 00 I I I I I PI = 322 +45.00 K=116 EL =2617.96' VC = 910' g1= (-)5.0849% g2 = (+)2.7849% C PROP. 2@8'X8' RCBC STA 323 + 58.66-L- r-SAG STA 323 + 77.97-L- SAG EL=2626.15' PROPOSED GRADE SCALE 1:50' HORIZONTAL 1:10' VERTICAL I STA 323+58.66 —L- 2 62 8' X 8' RCBC ELEV. = 26/2.70' S 444 CTION -- 1--- r r EXISTING GRADE — 100 YR WSEL=2623.03 'PROP UPSTREAM SECTION US INV=2614.61+/- ITC OT DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTY PROJECT: 35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01/16/13 Permit Drawing Sheet ?-' of /PI DETAIL OF SILLS AT UPSTREAM OF RCBC (N.T.S.) SITE 30 A117: GR 3.0'WIDTH OUHO 5' • 5' 444 1.0' 0.5 5.0' NOTE: Space alternating 0.5' and 1.0' high sills @ 0' intervals in western most barrel. 2@8'X8' RCBC STA. 323 + 58.66 -L RWY PROP. 6' BASE CHANNEL NCDO DIVISION OF HIGHWAYS YANCEY I MITCHELL COUNTY PROJECT: 35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01,E 16/ 13 Permit Drawing Sheet 3.'- of /i% 200 150 100 50 0 50 100 150 200 2640 2630 EXISTING ROADWAY TIE FILL SLOPE TO HW ELEV. = 2630.51' 100 YR WSEL=2630.01' EXISTING STREAMBED N RMAt -2623..2j'_ 2620 (°5"°947' EXISTING 2@7'X7' RCBC 1� SCALE 1:50' HORIZONTAL 1:10' VERTICAL SI STA 327+50.47 -L- 2@7'X7' RCBC GRADE PT. EL = 2632.04' SKEW = 118° L_ _ F114. E 31 PROPOSED ROADWAY PROPOSED 2@7'X7' RCBC EXTENSION DOWNSTREAM f INV = 2620.93 +/- PROPcINV EL = 2620.93+/- NCDOT DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTY PROJECT: 35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01/ 16/ 13 Permit Drawing Sheet ?-t of /Pt 2640 2630 2620 2610 329 + 00 328 + 00 327 + 00 326 + 00 I I I I c STA. 327+50.47 -L- 2@7'X7' RCBC =.� - . .� �� v a -��•Nrz -``a ..... 100 YR WSEL=2�910bK... V = UPSTREAM EXISTING NATURAL GROUND NORMAL WSEL=2622.35' (05-10-2007) UPSTREAM INV=2621.85 SCALE 1:50' HORIZONTAL 1:10' VERTICAL 'CTION SITE 31 MENNE. Nam.. PROPOSED GRADE .."N2.7525% EXISTING GRADE NCDOT DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTY PROJECT:35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01/16/13 UT TO BRUSHY CREEK STREAM RELOCATION PROJECT REFERENCE NO. SHEET NO. R-25198 2H E D STA 15+14.4 UT TO BRUSHY CREEK -L- STA 319+92.70 432.68 FT LT TYPICAL CHANNEL SECTION ( Not to Scale) Natural Ground •• b Min. D= 2.0 Ft. B= 6.0 Ft. b= 10.0 Ft. Natural Ground TYPICAL POOL SECTION ( Not to Scale) Natural - Ground• Min. D= 2.5 Ft. B= 9 Ft. B_ b= 10.0 Ft. Natural Ground FROM UT TO BRUSHY CREEK STA 12+01,39 TO STA 12+34.96 FROM UT TO BRUSHY CREEK STA 13+30.59 TO STA 13+59.00 FROM UT TO BRUSHY CREEK STA 14+33.50 TO STA 14+65.5 y / ti4P.* N Q� 7p �' 00 BEGIN STREAM RELOCATION STA 10+00.00 UT TO BRUSHY CREEK -L- STA 323+03.10 63.67 FT LT i ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER INCOMPLE IT PLANS DO NOT USE FOR 1 / W ACQUISITION PRELIMINARY PLANS DO NOT USE PO , CONSTRUCTION 50' 0' 50' 100' GRAPHIC SCALE BEGIN STREAM RELOCATION 10+00.00 WS UT TO BRUSHY CREEK -L- STA 325+10.93 110,14 FT RT END STREAM RELOCATION STA 11+20.9 IA UT TO BRUSHY CREEK -L- STA 324+10.51 69.42 FT RT 16- 00 1 5 00 E D S-REAK RELOSATal S 15+14.9 UT T 9BRRUSITY EL 2603.73' 13 +00 12+00 11+00 10-00 CREEK TTA1ls 10+00,00 UTET C BRUSI-Y CREEK EL=2611.00' PROPOSED 2I 'X8' RCEIC STA 321+58.6e-L ELEV=2512.70' SREw=31° END STREAM STA 11+20.9 tL=2615. I' RELOCAT ON U'S LT TO BRUSHY CREEK 2,630 2,620 2,610 2,600 8� 8a O 0 M O • + N" N II W 11 a I II ( 1-4tr. POOL STA 14+65.5 TO 14F33.5 0 /fib/J � 68 js� ��>» , CA � Y Op - N W h N W EXISTING NAT. GROUND it N h d` O + n. EXISTING US 19 1.435C% _ .. . C BURIED 0.5 ~INVERT=26 PROPOSE ROADWAY 0.5+./- FEET EJVERT-2614.61+/-' OURRL 0.5' 11 + 00 EGIN STREAM RELOCA-ION STA i0+00.00 U5-UI TO BRUSHY CR EL=2618.22' 10+00 EXISTING NAT. OROU ND Ett( 2630 EX STING UT TO ST tEAM BED BRL SHY CREE 2620 2610 O rt + O O N LU POOL STA 13+30.59 TO 13t59.30 4,0 \ h II 1 N O '0 N W (JT TO BR REMNANT STREAM BED (LT TO BRUSHY CREEK) STA 12+0'.39 TO 12+34.96 / / oo\o /+/ (T1 0.497n% STREAM - BED USITY CREEK) PROPOSED STREAM BED (WS UT TO BRUSI-Y CREEK) 2600 UT TO BRUSHY CREEK CURVE DATA Al -UT TO BRUSHY CHEEK- Ste /4+60.89 • = 33'55' 04.9' (RT) D = 30' 35' 31.4' L = 1/0.87' T = 57Jr R=187.29' PI -UT TO BRUSHY CREEK- Sto 13+53.94 • = 65' 09' 50.4' (LT) D = sr 17' 22.7` L = 11374' T = 63.92' R = 100Ar PI -UT TO BRUSHY CREEK- Ste /2+34.37 • = 78' 23' 23.4' (RT) D = 56'53' 52.5' L = 13777' T = 82Jr R = 10070' PI -UT TO BRUSHY CREEK- Sto 10+77.09 • = 22' 06' 20.9' (LT) D = 14'3r07.6' L = /52.26' T = 77.09' R = 394.63' WS UT TO BRUSHY CREEK CURVE DATA P1-U/S UT TO BRUSHY CREEK-Sto /0+56.69 • = 66' 50' 16.2' (RT) D = l07. 32' 58f L = 6215' T = 35J5' R = 53.27' 14+00 rermit urawlny Sheet VOI_ of //i TT, EEL /spa 55 -Y34- PC St REMO S 30'CM SITE 33 X7' RUC 'and 1,0' ALTERNA L.EN DAY DOTSON SITE 34 -Y3 - PTSto. 12+51.48 S 15'17'34.0'E 6' STEEL DR13-.12+10.89 2`45.9'E - PO END T Sto.I2 CONSTRUCTI+20ON A0 1 _=DRI3 -A I3- POT Sta. DENOTES IMPACTS IN SURFACE WATER ISBKD REMOVE PIPE AND KW — w'un SOIL^ _ ^ SEE DETAIL 'AD' SPECIAL LATERTAL EASE GRASSED SWALE S 9'08'211E -DRI4A- POT Sta IO+80.00 BEGIN CONSTRUCTION PC Ste.10+60.02 7 TONS, 7 9SBM DENOTES TEMPORARY IMPACTS IN SURFACE WATER GRAPHIC SCALE PROJECT REFERENCE NO, R-2519B NW SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO. HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FO CONSTRUCTION —ElGIN—SW_ 3TA TH+15-LiRT 50' 0' 50' 100' 150' Permit Drawn Sheet lc( of 1 \ \ 1 k \ 1 \'i E � a 351+51z11 S 9'08'211E -DRI4A- POT Sic. 10+60. 0 a BEGIN CONSTRUCTION �I 2e j PC Sk h,ro+60.02 \��\ / / \ PT SM. l/t5785 / \ N 58' 45` F �EF E✓ � �N �27 � / SL' 6'D RT RCEC ' cnd 1.0' ALTERNA TS PROPowN,BKo, 1'„y,: 7 . 7Y�BANK S7ABILIIAn�N tai REMO B SO* CM LLE Ol DAY DOTSON SITE 33 SITE 34 -Y'5- PC Sro.10+00.00 8 BK S 1 J2' 20.9' E S 115'17'34 1 I;' -OR13 - PC Sro. 10 +38.45 PROJECT REFERENCE NO. R-2519B PAY SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO. HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE IRO CONSTRUCTION SEE DETAIL 'AD' SPECIAI. LATERTAJ. BRG BK E EASE GRASSED SWALE 12+10.89 2 45.9'E 6' STEEL MONEY / ten,` DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER efa�3BG_ ETA J;TSl; HUGHES,J R A/p S ED iz 50' 0' 50' 100' 150' GRAPHIC SCALE Sheet Ira, o F E DE AIL 'BB' PROTECTION SHEET 2—F ITE 32 IMPACT ENLARG 4/4( IfYis/1 DENOTES IMPACTS IN SURFACE WATER A DENOTES TEMPORARY IMPACTS IN SURFACE WATER 25' 0' 25' GRAPHIC SCALE NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/14/13 SAVt1AHJIH AO NOISIAI Permit Drawing Sheet of la_ en 13 CA CI CZ 2IZ m m rtg m U D� D� N N Z z 0 D n C) C) m Ui O O U) O Cp y 0 N X 3 o o �, 36° � NC CR N ► 1 — — T 7, BANK STABILIZATION SEE DETAIL 'AW' IMPAC f/517/X. CL I RIP RAP � - 15 TONS 30 SY FF ENLARGEM DENOTES IMPACTS IN SURFACE WATER �N DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' ► 50' GRAPHIC SCALE SIT735 / / / / BEGIN STA 360+50-L-RT NCDQT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT:35609.1.1 (R-25198) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/14/13 Permit Drawing Sheet `._ of /1 K 2690 2680 2670 2660 200 150 100 50 0 50 100 150 200 I I I i I PROPOSED ROADWAY EXISTING ROADWAY EXISTING STREAMBED PRO SCALE SIT 1:50' HORIZONTAL 1:10' VERTICAL _ S_0,020 2657.65 FIlLE 33 STA 345 + 98.42 -L- 2(a .7'X6' RCBC GRADE PT FLV=2683.50 SKEW =61 S. \ 2659.77 01. INV=2659.15 PROPOSED 2Q7'X6' RCBC EXTENSION WS • 100 YR WSEL=2668.04 ----------------- -rNORMAt WSE - $ 0.018 PROPOSED TOP OF BANK LEFT AND RIGHT PROPOSED STREAMBED 2660.55 +/- NCDOT DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTY PROJECT: 35609.1.1 <R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01/ 16/ 13 Permit Drawing Sheet 7,5 of J/Lj 345+00 346+00 347+00 348+00 II 2690 PROPOSED GRADE EXISTING GRADE 2680 2670 \ 2 660 -- \ L J ___ C PROPOSED 2@7'X6' RCBC STA 345+98,42-L- PI =347+00.00 EL=2686.33' VC=200' g2=((+))3 2.88100°% UPSTREAM NATURAL GROUND 100 YR WSEL=2668.04 NORMAL WSEL UPSTREAM PROPOSED INV=2661.05+/- SEC°ll"ION SCALE SITE °�'°� 1:50' HORIZONTAL 1:10' VERTICAL NCDO DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTY PROJECT:35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01/ 16/ 13 Permit Drawing Sheet of_ DETAIL OF UPSTREAM FACE ----, OF PROPOSED 2@7'X6' RCBC ,, (N.T.S.) SITE 33 EXISTING ?NN, �� PROPOSED 2@7'X6'RCBC NATURAL GROUND � �'� PROPOSED CHANNEL IMPROVEMENT 14 NCDO DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT:35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01/16I13 Permit Drawing Sheet _ of /H % 2680 2670 2660 2650 200 150 100 50 0 50 100 150 TOP OF BANK r - SCALE 1:50' HORIZONTAL 1:10' VERTICAL 2664.00 INV =2666.49 EXIST. STREAMBED Prop 1 INV Elev = 2665.00' S = 3.7% PROFIL SITE 5 d STA. 11+07.96 -Y34- 1 6'X7' RCBC W/0.5' AND 1.0' SILLS GRADE PT. EL = 2676.31' SKEW = 60° , (TOTAL LENGTH=63') 100 YR. W.S. EL. 2673.2' \i - NORMAL W.S. EL(5/9/07) 65.93 INV=2666.75 NCDOT DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTY PROJECT:35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01/ 16/ 13 Permit Drawing Sheet ST..- of 2690 2680 2670 2660 10*00 11-00 12OO 13*00 STA 11 + 07.96 Y34- b' x 7' RCBC WITH ALTERNATING SILLS - - -�' 1.0' sill Proposed grade I i Existing grade I i 100 yr W.S. EL =2673.2 TA /1+07.96 -Y34- 2 e 6'X 7' RCBC w/ 0.5'&=i Channel Excavation Est. 170 cu. yd. Natural ground 0.5' sill STA 11 + 07.96 -Y34- 1@6'x7' RCBC US INV EL = 2665.93' +/- 0'S INV EL = 2663.65' +/- S CTION SCALE SITF 34 1:50' HORIZONTAL 1:10' VERTICAL NCDOT DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTY PROJECT:35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01 / 16 / 13 Upstream channel improvements NOTE: SPACE ALTERNATING 0.5' AND 1.0' HIGH SILLS @ 15' INTERVALS DETAIL OF SILLS AT RCBC (NOT TO SCALE) SITE 34 LO' Nat. Ground NCDOT DIVISION OF HIGHWAYS YANCEY I MITCHELL COUNTY PROJECT:35609.1.1 (R2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 01/ 16/ 13 Permit Drawing Sheet of m SEE D STAN SHEET C // L .TI/ D y DfTC -P J / ILL EX. 3O'CMF L•WABLE MAT'L END SE STA E I ST 360+60.L-IET I� 13 TONS SEE DETAIL'AW' 30 SY FF E_0TABIUTATION • SHEET 2-E --,: 0 J/ - /CONC I i — — —GR %II wy� WNLL LL (MALL k9HU dHA— NNa t9N(F HUGHES. PATSY L. DENNIS $ E ii.i 41092 ^C' L�Jk 35 BOSCACCI ENGLISH, CECIL IoRI / / \ L •'— — cR � / REMOVE HW FRAM( STEWART, Jr, PUE ----', g4pAe\.* l \ \ S s1ND SIG i _ \�E • srE — — , ` / = .r JAL WEE TOP -—c— '�\ \ — _ � OFJB AND PIPE / _ _ sv__ r—c_ — ..-_ -- 0 SITE 37 If/ NATALIE & NNA SPARES DENOTES IMPACTS IN SURFACE WATER lab Ltd CL I Rip MP TONS IEOLCOSBBE. GA SEE DETAIL 'BB' TO! PROTECTION F SHEET 2-P -is DENOTES TEMPORARY IMPACTS IN SURFACE WATER END STA 370 50' SEP, D 0' PROJECT RIMING! NO. fi-2519B kW SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO 29 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT UM SO . CONSTRUCTION L 'BC' ! DITC 50' 100' 150' GRAPHIC SCALE spa e, rr.,ii r-,r-,,..;..a Sheet Cyc o(i/y RSnM4Tf�• SfK,E,RfjlTY T4 OCq Tip � 4��C pfR�BYN •P/VE�'S MP 1S TONS SEE DETAIL 'AW' ISO SY FF ILSTABIUTATI N • SHEET 2-5, —�_ ti i it co��c — — ------ I _ I M EES. PATSY L. aye ute,u. �nE vy6Sa LL wnv xw_ ucrw. v9»tc (ANK SITE 35 ISJE. CEC L IJ h•I I lot IN. '� �' /\ l Y—GAS-/ \ \ \ FRANK STEWART. Jr. PUE SITE 37 N \ ROLcousE.GA iT1�w -...•o./r s{iw pis{.\ b..J4 el I RIP MP TONS —JS PROJECT REFERENCE NO. R-25198 SHEET NO 29 RAY SHEET NO. ROADWAY DESIGN ENGINEER NYDMUUCS ENGINEER PRELIMINARY PLANS DO NOT USE FOB CONSTRUCTION D IL'G' DITC KM •YER TOP .. _`© _ _ D' OF 11 AND PIPE — — _7 ---- — )) —/ 7 — NATALE & E*JA SPARKS DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' 50' 100' 150' GRAPHIC SCALE pcarmit Drawisv9 Sheet SITE IIUZATION 7 JS BANK STABILIZATION, SEE DETAIL 'AW' co J IMPACT ENLARGEM BAN DENOTES IMPACTS IN SURFACE WATER 50' 0' 50' GRAPHIC SCALE JS JS -JS NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-251911) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL Ir'SITE 38 BANK STABILIZATION, SEE DETAIL VAW' \ IM ACT //1 "IV/(2. l',NLARGEMF,NT DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 25' 0' 25' GRAPHIC SCALE NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/14/13 SHEET OF 05/14/13 Permit Drawing Sheet 911 __ of /1 y CL IRIF 7 TONS,1 SEE DETAIL 'AN RANK STABILIZATION SHEET 2-E DENOTES TEMPORARY IMPACTS IN SURFACE WATER INCOMPLETE PLANS DO NOT US6 roe i/N ACOVI&TION PRELIMINARY PLANS DO NOT USE FO . CONSTRUCTION Sheet 111 of //_y CL IRIP 7 TONS,1 SEE DETAIL 'AW - BANK STASILISATIO SHEET 1-E I DENOTES TEMPORARY IMPACTS IN SURFACE WATER INCOMPLETE PLANS DO NOT MR FOR &IM ACOWRITIDN PRELIMINARY PLANS DO NOT USE FO. CONSTRUCTION sneer_ vE ---_ FLUSH OUT DITCH STA 381+00 TO 368+5O- POTEAT PROPERTES LLC DENOTES IMPACTS IN SURFACE WATER pEHDLEY,BOBBY R. DETAJL '8 EXISTING DITCH SHEET 2-P SITE 39 REEKY\ HW\ REMOVE IMPACTS IN SURFACE WATER GRAPHIC SCALE / / / / / / / / S / / / SW/TH, JERRY SITE 40 PROJECT REFERENCE NO. R-2519B Rk/ SHEET NO. ROADWAY DESIGN ENGINEER S JE wllab TS SHEET NO, HYDRAUUCS ENGINEER PRELIMINARY PLANS DO NOT USE FO. CONSTRUCTION C)If STEWART, JEW& R. RAP 3,14 SY P' 0• m PROJECT REPERENCE NO. SHEET NO. R-2519B 31 RW SHEET NO. 18 $$$$$$$$$ "/T's DENOTES TEMPORARY IMPACTS IN SURFACE WATER GRAPHIC SCALE 50' 0' 50' 100' 150' COWJIITES OF PENLA►A. LLC., r x FLUSH OUT DIT6AL ETA 380+00 TO 3OI S0- POTEAT PROPERTIES LLC DEI'HS J. DETAIL 'E EXISTING DITCH SHEET 2-1 SITE 39 DENOTES IMPACTS IN SURFACE WATER /\ r \� — 3010 r / 1 1 / 1 • - -, / / / i / / / — -- / / / / SYTH, JERRJ 0_�� / / SITE 40 ROADWAY DESIGN ENGINEER HYDRAUUCS ENGINEER PRELIMINARY PLANS DO NOT USE FO CONSTRUCTION 8/0 JS wSlob TS y RAP 3,14 SY FT Permit Drawing Sheet c of l Jc/ <1 IMPACT ENLARGFM 4.,N W/17 DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF 50' 0' 50' SPRUCE PINES IN MITCHELL I ■ •I III II■� GRAPHIC SCALE SHEET OF 05/14/13 Permit Diawl: tg Sheet CtTt of // 1 4, Q 1 zz13r \ — J rS- STEWART, JEMJE R. / SELF, JAKE NE, 22 SY PP LARRY & SELMA BOOEJE SELF, JAKE RTIEZ,JORGE SIG 400+S• T IS' CR ELBOWS SE! DETAIL'! TO! PROT!CTIO SHEET 2- SITE 41 �� SITE 42 DENOTES IMPACTS IN SURFACE WATER "TY,A DENOTES TEMPORARY IMPACTS IN SURFACE WATER 10+67-L-RT JB vAAH SEE DETAIL 'Y' BERM DITCH 50' 0' PROJECT RP -WINCE NO. SHEET NO. R-2519B 32 SW SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA RY PLANS DO NOT use FO . CONSTRUCTION l ItA MALTBA, ROSET TA 50' 100' FOCLESOPt 150' GRAPHIC SCALE LLI PPrmit r)rawinn Sheet ` k of J`L1 a a' m 113 GD GD GD GD GD GD GD GD GD CD CD 10*f i9*T< *6Th T+Tt�ryL o C **I 1fhk �* *OH N4}f .v— — 'o / it / 20---- �. \ j — 2960 r A / 450- -� /g0 2g20 / ( / /' // / // / / / /r/ / / . ../' i R9-.,�' / -- - irk / ritiver 0/ / / / J ,h R/, JEIJ& STEIBAR. / ------ --2g4o ?5k) 0 SELF,JARE t2g\_ — -- / \ I / / o / / / / / 1—\ DMZ, JORGE 28zo. N . SITE Atli DENOTES IMPACTS IN SURFACE WATER ///T.W — 297 -- 2990' — -1 2930— sec TDB+B. T SE! DETAIL 'B TO! PROTECTIO SHEET 2-r 18 SLIM, JERRY SITE 42 DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' PROJECT REFERENCE NO. SHEET NO. R-2519B 32 IVY SHEET NO ROADWAY DESIGN ENGINEER PRELIMINA DO NOT COD FO. r, `)9 h / _2940/- / 0' MAL TIM, ROSETTA 50' 100' HYDRAULICS ENGINEER RY PLANS CONSTRUCTION 150' GRAPHIC SCALE 0 V Permit Drawing Sheet 0-0o /l N_ SITE 41 IMPACT ENLARGEMEN /4///1/. DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 25' 0' 25' L ► RIP F 1 SY TONS, ; NCDOT DIVISION OF HIGHWAYS YANCEY/ MITCHELL COUNTRY PROJECT: 35609.1.1 (R-2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL PLIYG&FILL OWABLE MAT'L 3 Q 9 BANK STABILI ' SEE DETAIL SITE 42 IM AC 7/W/s 2 i?f*---OVE TS ENLARGEMENT DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' 50' I NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTRY PROJECT: 35609.1.1 (R-2519B) US 19 EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL GRAPHIC SCALE SHEET OF 05/14/13 GRAPHIC SCALE SHEET OF 05/14/13 Permit DI dw:i:y Sheet ! DL:_ of a SEE 0 TO! P. 1 SH Q REMOVE . AND PIP AIL 'BB' TECTICN 2-P CL S RIP SE- !TAIL 'IL' WW1' DITCH 7. qT 1-P 1 1 TONS \ \ ROOIEY Y. & ANN D. MESTALL 36CONE REMOVE CONC, DITCH DRAIN FIELD CAcADE TO OMItl6 REMOVE / l X � SPEC .�UT _c,H / SHEET 2-F \ T ELBOWS /RI / 0 �\ \V\ \ 0 RDETAIL'} ROADWAY DITCH SE! DETAILAII'Er SPECIAL CUT DITCH B R1P PAP ONS, 1.4 SY FF. •!TAIL '0' CIAL CUT DITC SITE 43 DENOTES IMPACTS IN SURFACE WATER 201 201 k REMOVE DI DENOTES TEMPORARY IMPACTS IN SURFACE WATER REMOVE PIPE AND 2 DVS R-2519B PAY SHEET NO. ROADWAY DESIGN ENGINEER PRELIMIN DO NOT USE FO R€RV7VE EXIST. . 'CMP REMOVE CONC. DITCH7- BHEET NO. 33 HYDRAULICS ENGINEER RY PLANS CONSTRUCTION US /9 VIAL 24' BST REMOVE CONC. DITCH SEE DETAIL 'EL' ROWY DITCH SHEET 2-F GRAPHIC SCALE 50' 100' alit 1.7i UW II Is) Sheet jL of_ PROJECT REFERENCE NO. R-2519B P.W SHEET NO. ROADWAY DESIGN ENGINEER PRELIMINP DO NOT USE PO SHEET NO, HYDRAULICS ENGINEER RY PLANS CONSTRUCTION .. P Roomy EI. & AFSN D. WESTALL NA i 7'// / / /r I l 1 1 1 / ACIL CHARLES FRAMCLN / 6% / /�/{ / /I / I 1 1 / / \ - - - / YYrr / / / E3 0_�2a6� X-X— / / �' i \ � • 0.?,,,.: ,� ,i,//�� i/'`° ) / ley w '• I �XX� I aa, �� \ \ z8 4'� Goy / / �I I I (/J 36'Co;7C J€Sd 1 12•70 // I \� I 63-0 �2� ! a.(P- . r_°N-,. - / / I / I l v W tl i —\©es \ /2. j,1 )� / I ) l \'' '— _ Zg10 / M /w X— 36'WD� ,T= -� \� �� ., / I I C \ �-0 /�•' / r ../ /� I:= I �00 ----/ I .l t 0 / — —�� 36'corc / E I I `n.ETAII 'G' ._ \ / \ G p�� _ L�\ II CIAL CUB I II RFh�6YE PIPE REt1uVc EXIST. --'CMP / N RAA \• V '� " •• �-FI �. RDWY DITCH "- -' .••• n8 .4 . / �. i / 1GI ii� i�•.� ` �2 .. N ��.yy f . N y • ..`'- . �T. AeIE MAIL y, - q�i ' . Jn 1 nli / akADE TO .1 28�� 10I F. .A Q 70 i' / V / DM It� A . •. AI .. .. .AC d ♦' Wit I — O — O `T,T Y �� �_ PS �� — . -_ irr ri� . ) s �!L' r/ 1 \ ' \ �..i REMOVE CONC. tl1T(H�— \ •�\ REMOVEcoNc,DircH R• 'o l I _� _ 1 y • �(l- 5' l9 EBL 24' BST CV w_ j • PIPE -- — — -\ °-�-•'! ��Zr u\ AND 401 — —I. L 3 _ __ .�L�7� ��1•i. �1•�� _ ..,; ^'�ijiSif l j519 WBL 29'BST Q / �� M:—: / '�� - —.-- / --- �` REMOVEj.GNC. DITCH CI▪ i U i �. i QW _ 4GI I _ / `Zy "� --'\---- \� a� \\ I i 7_o� f — T J ________)__,.. �_� 4g WD` r., . O .I / •�� _ �— — -- T7 `\ f I SEE DEfAIL'!L' LLZ-- . Z •�1 ) . ` " _X� _X / / off. J I I — Sacwr mat H— �1.1 ` N _� * Y� 4 1' / �� SPEC �T �}1 I _ T ..,E?. r• 1 SHEET 1-F j ' , `� '—` X- \ \ .2B/�,\ • �, 14 Ellows ie�/ \\ �\ / V QO na Ww ��� 555 Dsi�Al4 'SS 1' . \ \ \ / v /-��� �I. / \ \ \ yti`` Ar I. ..� - ~ TO!S„�RCTIO�J *1 �\ \ �•\ /- iR \ \ 0 ! � - j \ � $ / S!! DETAIL'BO' \ ' m 1— / ORPR7 FIELD 1 RIP�R,MROADS!! GIfA�L '!P' I o I \ •NS,U SY PP♦ 1"--...,„, / N \\ �e so\\ � ` SPECIAL CUT DITCH � I �� • \ / 5.11� / / 18 �1 1' 19`.� /V/,�, NATURAL GA� .. / I 1 1 ['1 / STATION / k % - / \ \l i� ' \ /\ R S►ITN.Y / / EIRP OF US .� 2"\101 , F -- . CL 3 RIP ' TONS' 1 ' Y P ` n/ � / ( O \ \ cAwos L.YELTOR / �27�— `� \\ �G ''• \ 'f/ i /� SITE 43 PEUSKNS. RE7lETH L. / _ f /1.,..„,„ •E RETAIN \ *1 �1 r '1-41 / v1 1*\ 1� *1, DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 50' 0' 50' 100' 150' GRAPHIC SCALE Permit Ufavviilg 51143131 J.1.r,1—L v IMPACT //s(/4/ ..js// c" AAN-1 AARGEM DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY IMPACTS IN SURFACE WATER 25' 0' 25' • • ■�. II II GRAPHIC SCALE NOTE: RIP RAP NOT SHOWN FOR CLARITY NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT: 35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/14/13 --___/1---/--- ------TE _ : I --;)\2: t r _-is A___ \ \_ \ \\ S I , CLASS RIP 2 (--jj------__ B `� . ��I� �REMO/ice ����� ,- �` _ S 1 30" v T L • . p,„:0-Nk - 'vami " ! Ap ► • te: Rip _ not shown CSP `�I\ %� \\ Rap for clan __ F .;,,,,,ior01/'1.1. T� — T o 0 co d- SBG 42 8 + 2 0-L-LT BEGIN STA IMPACT SBG `-BEGIN 25' NCDOT DIVISION OF HIGHWAYS YANCEY / MITCHELL COUNTY PROJECT:35609.1.1 (R-2519B) US EAST FROM NC 80 IN YANCEY TO WEST OF SPRUCE PINES IN MITCHELL SHEET OF 05/14/13 r/4(i 25' ■•� GRAPHIC SCALE Permit Di awing Sheet �— of -�—� RAY NORB.I FA1.Y TRUST RETAIN 30' CMP SITE 45 S I RIP RAP DENOTES TEMPORARY IMPACTS IN SURFACE WATER DENOTES IMPACTS IN SURFACE WATER "MUIR nertxN S NV. TEIEU NU. R-2519B I 34 PAY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAUIKS ENGINEER INCOMPLE PE PLANS DO NOT UM FOR i/ W ACQUISITION PRELIMINARY PLANS DO NOT USA POT CONSTRUCTION 50' 0' 50' 100' 150' GRAPHIC SCALE 4, 4, i SITE 44 RAY ROI t FANCY TROT, NR' S I RRP RAP ,,mot T J� 5 1 MO — Of ql : BST r-' \ litESBYTERIAN auto' OF SPRUCE Pam, SIC« / / N j / / /IN / SITE 45 '/A/W DENOTES TEMPORARY IMPACTS IN SURFACE WATER DENOTES IMPACTS IN SURFACE WATER 50' PROJECT REFERENCE NO. SHEET NO. R-2519B 34 MY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER INCOMPLE TE PLANS DO NOT USE POE I/II ACQUISITION PRELIMINARY PLANS DO NOT USE PD.. CONSTRUCTION 0' 50' 100' 150' GRAPHIC SCALE Permit Drawina Sheet FOb of WI Permit Drawing Sheet Of 1 L NC DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS YANCEY/MITCHELL COUNTY WBS - 35609.1.1 (R-2519B) 11/7/2013 WETLAND PERMIT IMPACT SUMMARY SHEET 1 OF 7 WETLAND IMPACTS SURFACE WATER IMPACTS Feature Site No. Station (From/To) Structure Size / Type Permanent Fill In Wetlands (ac) Temp. Fill In Wetlands (ac) Excavation in Wetlands (ac) Mechanized Clearing in Wetlands (ac) Hand Clearing in Wetlands (ac) Permanent SW impacts (ac) Temp. SW impacts (ac) Existing Channel Impacts Permanent (ft) Existing Channel Impacts Temp. (ft) Natural Stream Design (ft) Notes 2UT2A 1 23+45 -L- 54" RCP 0.01 43 2A 2 44+50 -L- 4 @ 12'X10' RCBC 0.09 117 Little Crabtree Ck. Floodplain Bench 0.07 118 Temp. Const. 0.06 97 SA 2A 9+70 -Y4- Base Ditch 27 Lateral Base Grass Swale 38 Temp. Const. (Inlet side) 0.01 44 2B 3 55+00 -L- 48" RCP 0.02 303 Temp. Const. <0.01 21 Bank Stabilization <0.01 12 UT2B 3 55+00 -L- LT Roadway Fill <0.01 8 2C 4 79+00 -L- 36" RCP & 42" RCP 0.02 97 Phipps Ck. Bank Stabilization 44 Temp. Const. <0.01 15 SB 4A 99+65 -L- 36" RCP 0.01 18 Rip Rap 0.01 16 STR 5 122+50 -L- 315' BRIDGE <0.01 0.15 160 Perm. surface water imp. due to piers = 31.8 SQ. FT., (0.15ac=6,534 sf) 2D 5A 123+00 -L- STREAM RELOC.* 148 148 Site 5A is an in -kind stream relocation of Long Branch (See Sht 12A) Length of NSD equals length of culvert - 148 LF of stream mitigation credit 2D 6 126+50 -L- 2 @ 6'X6' RCBC Removal 0.01 57 144 Site will generate 144 LF of stream mitigation credit Rock Cross Vanes <0.01 28 2D 7 135+00 -L- 2 @ 6'X6' RCBC 0.04 144 138+00 -L- 2 @ 6'X6' RCBC 0.04 214 Long Branch Ck. Temp. Const. <0.01 15 UT2D 7A 136+00 -L- Roadway Fill <0.01 24 2UT2D 7B 137+50 -L- 30" Alternate Pipe 0.02 131 3UT2D 7C 139+50 -L- 54" RCP <0.01 70 Temp. Const. <0.01 15 TOTAL SHEET 1: 0.33 0.25 1600 424 292 292 LF of stream mitigation credit for the Natural Stream Design �,eVti6edt -doer�l3 Perre ea }; i Sheet j. NC DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS YANCEY/MITCHELL COUNTY WBS - 35609.1.1 (R-2519B) 11/7/2013 WETLAND PERMIT IMPACT SUMMARY SHEET 2 OF 7 WETLAND IMPACTS SURFACE WATER IMPACTS Feature Site No. Station (From/To) Structure Size / Type Permanent Fill In Wetlands (ac) Temp. Fill In Wetlands (ac) Excavation in Wetlands (ac) Mechanized Clearing in Wetlands (ac) Hand Clearing in Wetlands (ac) Permanent SW impacts (ac) Temp. SW impacts (ac) Existing Channel Impacts Permanent (ft) Existing Channel Impacts Temp. (ft) Natural Stream Design (ft) Notes 2D 8 152+00/157+50-L- Stream Relocation 0.014 0.037 0.07 432 449 Site will generate 113 LF of stream mitigation credit 7UT2D 8A 150+90 -L- 36"CSP/36" RCP 0.05 79 Rip Rap Outlet <0.01 15 Pipe Installation <0.01 11 2D 8B 155+00 -L- 7'X7' & 7'X5' RCBC ext. 0.01 58 2D 8C 158+00 -L- 8'X6' RCBC 0.01 69 Temp. Const. 0.01 11 11UT2D/2D 9 179+80 -L- 36" CMP Removal <0.01 10 40 Includes 40' of stream that will be restored due to pipe removal. Bank Stabilization 0.01 37 Site will generate 40 LF of stream mitigation credit 12UT2D 10 182+80 -L- 36" RCP 0.02 <0.01 96 15 Rip Rap/Base Ditch 0.02 87 2D 11 186+50 -L- Bank Stabilization 0.01 50 13UT2D 12 191+50 -L- 42" RCP 0.01 79 Temp. Const. <0.01 25 2DM 13 195+00 -L- Roadway Fill 0.06 0.01 110 2D 13 2D 14 197+00 -L- Roadway Fill 0.02 220 2D 15 198+50 -L- Roadway Fill <0.01 59 24" CSP <0.01 19 Temp. Const. <0.01 15 TOTAL SHEET 2: 0.06 0.01 0.04 0.25 0.02 1410 87 489 153 LF of stream mitigation credit for the 489 LF of Natural Stream Design leV 1 Seci C-1)If° V F Permit Drawing Sheet �� NC DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS YANCEY/MITCHELL COUNTY WBS - 35609.1.1 (R-2519B) 11/7/2013 WETLAND PERMIT IMPACT SUMMARY SHEET 3 OF 7 WETLAND IMPACTS SURFACE WATER IMPACTS Feature Site No. Station (From/To) Structure Size / Type Permanent Fill In Wetlands (ac) Temp. Fill In Wetlands (ac) Excavation in Wetlands (ac) Mechanized Clearing in Wetlands (ac) Hand Clearing in Wetlands (ac) Permanent SW impacts (ac) Temp. SW impacts (ac) Existing Channel Impacts Permanent (ft) Existing Channel Impacts Temp. (ft) Natural Stream Design (ft) Notes 1H 16 205+66 -L- 36" RCP <0.01 32 Includes 40' of pipe removal Bank Stabilization <0.01 50 UT1 H 17 206+55 -L- 18" CSP <0.01 33 Bank Stabilization <0.01 20 2UT1H 18 214+00 -L- Stream Relocation 0.02 <0.01 152 8 New Channel 70 Site will generate 35 LF of stream mitigation credit 11 19 12+00 -Y21- 48" Pipe 0.03 132 Rip Rap Energy Dissipator 12 1 IC 20 244+50 -L- Excavation 0.037 11 21 246+00 -L- Stream Relocation 0.04 412 396 Site will generate 198 LF of stream mitigation credit 1 CC 22 247+85 -L- Culvert Removal/Replace with Bridge 0.17 177 Includes 123' of culvert removal, 40' of daylighting Bank Stabilization 0.01 23 UT1CC 23 15+00 -Y23A- 60" RCP <0.01 <0.01 27 34 Bank Stabilization 20 TOTAL SHEET 3: 0.04 0.12 0.17 913 219 466 233 LF of stream mitigation credit for the 466 LF of Natural Stream Design -Fev15e' O +do,eVao13 Permit Drawing Sheaof N.C. Dept. of Transportation Confidential tnnot3 Page 1 NC DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS YANCEY/MITCHELL COUNTY WBS - 35609.1.1 (R-2519B) 11/7/2013 WETLAND PERMIT IMPACT SUMMARY SHEET 4 OF 7 WETLAND IMPACTS SURFACE WATER IMPACTS Feature Site No. Station (From/To) Structure Size / Type Permanent Fill In Wetlands (ac) Temp. Fill In Wetlands (ac) Excavation in Wetlands (ac) Mechanized Clearing in Wetlands (ac) Hand Clearing in Wetlands (ac) Permanent SW impacts (ac) Temp. SW impacts (ac) Existing Channel Impacts Permanent (ft) Existing Channel Impacts Temp. (ft) Natural Stream Design (ft) Notes UT1CC 24 281+50 -L- Stream Relocation 0.03 <0.01 175 12 2E 25 300+00 -L- Stream Relocation 0.02 <0.01 174 15 94 Includes 94' of stream relocation that will generate 24 LF of stream mitigation credit 2E 26 302+50 -L- 60"CSP 0.02 129 Bank Stabilization <0.01 10 Temp. Const. <0.01 15 SD 27 305+50 -L- 24" CSP <0.01 56 Bank Stabilization <0.01 10 Temp. Const. <0.01 10 SE 28 317+00 -L- 30" RCP <0.01 80 Rip Rap 0.01 40 SL 28A 316+00 -L- Roadway Fill 0.01 141 2BC 29 320+00 -L- 3 @ 8'X8' RCBC 0.03 64 BRUSHY CREEK Fish Ladder 0.01 25 320+50 -L- Bank Stabilization 0.02 62 Temp. Const. 0.01 30 1G 29A 320+00 -L- Roadway Fill/St. Reloc. 0.03 149 TOTAL SHEET 4: 0.18 0.01 1115 82 94 24 LF of stream mitigation credit for the 94 LF of Natural Stream Design evi6ed Dc theta Permit Drawing Sheet _ILL..of 1 3 NC DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS YANCEY/MITCHELL COUNTY WBS - 35609.1.1 (R-2519B) 11/7/2013 WETLAND PERMIT IMPACT SUMMARY SHEET 5 OF 7 WETLAND IMPACTS SURFACE WATER IMPACTS Feature Site No. Station (From/To) Structure Size / Type Permanent Fill In Wetlands (ac) Temp. Fill In Wetlands (ac) Excavation in Wetlands (ac) Mechanized Clearing in Wetlands (ac) Hand Clearing in Wetlands (ac) Permanent SW impacts (ac) Temp. SW impacts (ac) Existing Channel Impacts Permanent (ft) Existing Channel Impacts Temp. (ft) Natural Stream Design (ft) Notes 1G 30 324+00 -L- Stream Relocation 0.05 321 635 Stream Relocation see details. Temp. Const. <0.01 10 Site will generate 635 LF of stream mitigation credit 1G 31 327+50 -L- 2 @ 7'X7' RCBC 0.01 0.01 59 31 Bank Stabilization 0.01 32 8UT1G 32 345+00 -L- 24" RCP 0.01 <0.01 52 10 1G 33 346+50 -L- 2 @ 7'X6' RCBC / 0.07 444 Stream Relocation 300 Site will generate 150 LF of stream mitigation credit 5UT1G 34 11+00-Y34- 6'X7' RCBC <0.01 33 Bank Stabilization 23 Temp. Const. 0.02 118 SF 35 358+50 -L- Stream Realignment 0.01 46 46 Includes 46' of stream realignment 30" Welded Steel <0.01 42 Site will generate 12 LF of stream mitigation credit 357+89 -L- (RT) Bank Stabilization <0.01 10 Temp. Const. <0.01 8 36 N/A SG 37 368+50 -L- 42" RCP/ Stream Reloc. 0.02 247 366+54 -L- (RT) Bank Stabilization <0.01 10 TOTAL SHEET 5: 0.18 0.03 1319 177 981 797 LF of stream mitigation credit for the 981 LF of Natural Stream Design ®emit Drawing Sheet_ of i NC DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS YANCEY/MITCHELL COUNTY WBS - 35609.1.1 (R-2519B) 11/7/2013 WETLAND PERMIT IMPACT SUMMARY SHEET 6 OF 7 WETLAND IMPACTS SURFACE WATER IMPACTS Feature Site No. Station (From/To) Structure Size / Type Permanent Fill In Wetlands (ac) Temp. Fill In Wetlands (ac) Excavation in Wetlands (ac) Mechanized Clearing in Wetlands (ac) Hand Clearing in Wetlands (ac) Permanent SW impacts (ac) Temp. SW impacts (ac) Existing Channel Impacts Existing Channel Impacts Temp. (ft) Natural Stream Design (ft) Notes Permanent (ft) 1D 38 384+00 -L- 24" <0.01 22 383+79 -L- (RT) Bank Stabilization <0.01 10 Temp. Const. <0.01 5 SH 39 388+00 -L- Rip Rap <0.01 58 Temp. Const. <0.01 15 SI 40 397+75 -L- 24" CSP 0.03 258 Rip Rap <0.01 11 Temp. Const. <0.01 15 1C 41 404+50 -L- 24" CSP 0.01 103 Bank Stabilization <0.01 10 Temp. Const. <0.01 15 1Z 42 409+00 -L- 15" CSP & 24" CSP 0.03 244 Bank Stabilization <0.01 10 Temp. Const. <0.01 18 SJ 43 419+75 -L- 24" CSP <0.01 16 Rip Rap <0.01 10 Temp. Const. <0.01 15 SKA 44 428+50 -L- 30" CSP 0.02 147 SK 45 431+00 -L- Ditch Lined / 0.03 288 (288') Existing concrete ditch replaced with (288') rip rap Class I Rip Rap No Net Loss TOTAL SHEET 6: 0.10 0.04 899 371 &6 ed D(Abbey 2a 1� permit Drawing ,. Sheet of I NC DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS YANCEY/MITCHELL COUNTY 11/7/2013 WBS - 35609.1.1 (R-2519B) WETLAND IMPACTS SURFACE WATER IMPACTS Permanent Fill In Wetlands (ac) Temp. Fill In Wetlands (ac) Excavation in Wetlands (ac) Mechanized Clearing in Wetlands (ac) Hand Clearing in Wetlands (ac) Permanent SW impacts (ac) Temp. SW impacts (ac) Existing Channel Impacts Permanent (ft) Existing Channel Impacts Temp. (ft) Natural Stream Design (ft) Notes Total Sheet 1 0.33 0.25 1600 424 292 292 LF of stream mitigation credit for the 292 LF of Natural Stream Design Total Sheet 2 0.06 0.01 0.04 0.25 0.02 1410 87 489 153 LF of stream mitigation credit for the 489 LF of Natural Stream Design Total Sheet 3 0.04 0.12 0.17 913 219 466 233 LF of stream mitigation credit for the 466 LF of Natural Stream Design Total Sheet 4 0.18 0.01 1115 82 94 24 LF of stream mitigation credit for the 94 LF of Natural Stream Design Total sheet 5 0.18 0.03 1319 177 981 797 LF of stream mitigation credit for the 981 LF of Natural Stream Design Total sheet 6 0.10 0.04 899 371 TOTAL 0.06 0.05 0.04 1.15 0.52 7256 1360 2322 1499 LF of stream mitigation credit for the 2322 LF of Natural Stream Design Permit Drawing Sheet Q l 1 09/08/99 i °CT See Sleet 1-A For Index of Sheets See Sheet 1-B For Conventional Symbols Begin Project Jaw Iu 41 a E U J 2 3 a VICINITY MAP -Y1- SR 1308 (DOUBLE ISLAND RD) TO BURNSVILL END BRIDGE STA.24+69.28 L! STA.24+81.34 RT -Y2- (CROSSFIELD RD) Allos If BEGIN BRIDGE STA.23+25.28 LT STA.23+37.34 RT LITTLE CRABTR£E CREEK -Y5- NC 80 (SOUTH MICAVILLE LOOP) -Y3- (MISTY RIDGE LN) -DRt- -Y4- SR 1307 SOUTH TOE RIVER (WYATT TOWN I ♦ 0 .�' -DR2- RD -Y7- (SR 1197) (MORNING STAR CHURCH RD) Y6- (HARRIS MOBILE HOME RD) -DR3- (POORS LN) STATE OF NORTH HIGHWAYS YANCEY/MITCHELL COUNTIES -Y9- SR 1435 (STREAM RD) y 'i w1r4 WAISR 1150 -Y8- SR 1149 (RICE RD) -YtO- -DR4- (RIVER WALK DR) -Y12- (HICKS RD) BEGIN BRIDGE STA. 15 + 68.90 -L- BEGIN STATE PROJECT R-2519B STA. 13+49.10 -L- BEGIN CONSTRUCTION -Y28- SR 1234 (BURLESON CIRCLE RD) -Y26- (FOXRUN RD) -Y24- (RED BIRD RD) -Y32- SR 1236 (OLD US 19E ) -DR12A- Y29- SR 1234 (BURLESON CIRCLE RD) -Y31- SR 1162 (PENLAND RD) .„0"wit,i 11.112111111 DR12- V-Y30- SR 1235 -Y27- SR 1157 -DR11- (HOOT OWL RD) BRUSHY CREEK -Y25- SR 1233 (VEED GARLAND RD) (OLD US 19E ) -Y34- SR 1236 (OLD US 19E ) -Y35- SR 1154 (BUCMANON RD) -DR15A- -DR14- DR13 -Y33- HENLINE HEIGHTS -DR15 -Y36- SR 1155 (HUGHES RD) -Y37- SR (EARL'S REPAIR SR 1423 (NEWDALE CHURCH WAY) � ® (NEWDALE CHURCH WAY) (CATABERRY LN) (MOUNTAIN MUSIC DR) (CRAB TREE ACRES RD) ' -Y19- SR 1433 -Y20- SR 1300 -DR10- 101 Win 11111.1ift; '� �a��j (BOXWOOD RD) (ARBUCKLE RD) 1 END BRIDGE �� - ��-��►.. -DR7- I ♦ 100- (BLACK JACK RD) PYCAMME CIRCLE) I ♦ asallsal -Y38- SR 1272 -ORB--DR8A-,� (LAWSON DR) -Y21- SR 1181 I t 1271 CQJG�e\� (HEMLOCK 1002 GINRBRIDGE O= / (CRABTREERC CREEK RD) PAIR SHOP RD) ©44 O S STA. 246+54.3: O i BIG CRABTREE CREEK w O -DR17- -DR18- -Y38- SR 1274 ED MILLER RD) -Y18- SR 1423 STA. 430+34.01 -L- END STATE PROJECT R-2519B LOCATION: US 19E FROM SR 1186 (OLD US 19) IN YANCEY COUNTY TO MULTI -LANE SECTION WEST OF SPRUCE PINE IN MITCHELL COUNTY TYPE OF WORK: GRADING, PAVING, DRAINAGE, RETAINING WALLS, CULVERTS, AND STRUCTURES -Y11- SR 1435 (STREAM RD) -Y12- (NC 80 NORTH) SOUTH TOE RIVER -Y13- SR 1424 (DENEEN RD) Y15- (SILVER SPRINGS RD) -DRS- -DRBB- STATE STATE PROJECT REFERENCE NO. N.C. R-2519B s'LUT Mac S 1 STATE PROJ.NO. P. A. PILO!. NO. DESCRIPTION 35609.1.1 35609.2.2 PE R'W, UTIL -DRBC- (MOUNTAIN MUSIC DR) 1 DR9- END BRIDGE STA. 248+94.23 A PORTION OF THIS PROJECT IS WITHIN THE MUNICIPAL BOUNDARIES OF THE TOWN OF MICAVILLE. CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD II. THIS IS A PARTIAL CONTROLLED -ACCESS PROJECT WITH ACCESS BEING LIMITED TO POINTS AS SHOWN ON THE PLANS. PRELIMINARY PLANS DO NOT USE FOR CONSTRUCTION GRAPHIC SCALES `iIii — 50 25 0 50 100 �� PLANS 50 25 0 50 100 `1I11 PROFILE (HORIZONTAL) 10 5 0 1 `1i11�) PROFILE (VERTICAL) � DESIGN DATA ADT 2014 = ADT 2034 = DHV = D 13,277 19,181 11 % 60 % T = 7 % V = 60 MPH * (TTST 3% + DUAL 4%) FUNC. CLASS. = ARTERIAL STATEWIDE TIER PROJECT LENGTH LENGTH ROADWAY TIP PROJECT R-2519B LENGTH STRUCTURE TIP PROJECT R-2519B TOTAL LENGTH TIP PROJECT R-2519B = 7.724 MI = 0.129 MI = 7.853 MI Prepared in the Office of: DIVISION OF HIGHWAYS 1000 Birch Ridge Dr., Raleigh NC, 27610 2012 STANDARD SPECIFICATIONS RIGHT OF WAY DATE: JANUARY 27 2012 G. E. BREW, PE PROJECT ENGINEER THAD F. DUNCAN, PE LETTING DATE: FEBRUARY 18, 2014 PROJECT DESIGN ENGINEER HYDRAULICS ENGINEER P.E. SIGNATURE: ROADWAY DESIGN ENGINEER P.E. SIGNATURE: STATE OF NORTH CA' OLINA DIVISION OF HIGHWAYS PROJECT REFERENCE NO. R-25/9B SHEET NO. /-B Note: Not to Scale *S. U.E. = Subsurface Utility Engineering BOUNDARIES AND PROPERTY: State Line County Line Township Line City Line Reservation Line Property Line Existing Iron Pin Property Corner Property Monument 0 EP Parcel/Sequence Number Existing Fence Line Proposed Woven Wire Fence Proposed Chain Link Fence Proposed Barbed Wire Fence Existing Wetland Boundary Proposed Wetland Boundary O 123 xx x Existing Endangered Animal Boundary Existing Endangered Plant Boundary Re ae Known Soil Contamination: Area or Site Potential Soil Contamination: Area or Site BUILDINGS AND OTHER CULTURE.• Gas Pump Vent or U/G Tank Cap Sign Well Small Mine Foundation Area Outline Cemetery Building School Church Dam ERB EPa 0 0 'X' I 1 t HYDROLOGY: Stream or Body of Water Hydro, Pool or Reservoir Jurisdictional Stream Buffer Zone 1 Buffer Zone 2 Flow Arrow Disappearing Stream Spring 0— ------ Wetland Proposed Lateral, Tail, Head Ditch False Sump 1S BZ 1 HZ 2 > > > CONVENTIONAL PLAN SHEET SYMBOLS RAILROADS: Standard Gauge RR Signal Milepost Switch RR Abandoned RR Dismantled RIGHT OF WAY: Baseline Control Point Existing Right of Way Marker Existing Right of Way Line Proposed Right of Way Line Proposed Right of Way Line with Iron Pin and Cap Marker Proposed Right of Way Line with Concrete or Granite R/W Marker Proposed Control of Access Line with Concrete C/A Marker Existing Control of Access Proposed Control of Access Existing Easement Line Proposed Proposed Proposed Proposed Proposed Proposed Proposed Temporary Construction Easement Temporary Drainage Easement — Permanent Drainage Easement — Permanent Drainage / Utility Easement Permanent Utility Easement Temporary Utility Easement Aerial Utility Easement CSX TRANSPORTATION1 0 MILEPOST 35 I I SWITCH Orchard Vineyard EXISTING STRUCTURES: MAJOR: Bridge, Tunnel or Box Culvert Bridge Wing Wall, Head Wall and End A Proposed Permanent Easement with Iron Pin and Cap Marker ROADS AND RELATED FEATURES: Existing Edge of Pavement Existing Curb — Proposed Slope Stakes Cut Proposed Slope Stakes Fill Proposed Curb Ramp Existing Metal Guardrail Proposed Guardrail Existing Cable Guiderail Proposed Cable Guiderail Equality Symbol Pavement Removal VEGETATION: Single Tree Single Shrub Hedge Woods Line E E TDE PDE DUE PUE TUE AUE c F CR T T T T n n n n n n v01 MINOR: Head and End Wall Pipe Culvert Footbridge Wall - Drainage Box: Catch Basin, DI or JB Paved Ditch Gutter Storm Sewer Manhole Storm Sewer UTILITIES: POWER: Existing Power Pole Proposed Power Pole Existing Joint Use Pole Proposed Joint Use Pole Power Manhole Power Line Tower Power Transformer U/G Power Cable Hand Hole H-Frame Pole Recorded U/G Power Line Designated U/G Power Line (S.U.E.*) TELEPHONE: Cr ei vineyord 1 CONC ) CONC ww C / coNc FIX \ N OCB OO WATER: Water Manhole Water Meter Water Valve Water Hydrant Recorded UA3 Water Line Designated U/G Water Line (S.U.E.*) Above Ground Water Line TV: TV Satellite Dish TV Pedestal TV Tower - U/G TV Cable Hand Hole Recorded U/G TV Cable Designated U/G TV Cable (S.U.E.*) Recorded U/G Fiber Optic Cable Designated U/G Fiber Optic Cable (S.U.E.*)— - - - - - Existing Telephone Pole Proposed Telephone Pole Telephone Manhole Telephone Booth Telephone Pedestal Telephone Cell Tower U/G Telephone Cable Hand Hole Recorded U/G Telephone Cable Designated U/G Telephone Cable (S.U.E.*)— Recorded U/G Telephone Conduit Designated U/G Telephone Conduit (S.U.E.*)- Recorded U/G Fiber Optics Cable Designated U/G Fiber Optics Cable (S.U.E.Th T Fe 0 A/C Water GAS: Gas Valve Gas Meter Recorded U/G Gas Line Designated U/G Gas Line (S.U.E.*) Above Ground Gas Line SANITARY SEWER: Sanitary Sewer Manhole Sanitary Sewer Cleanout U/G Sanitary Sewer Line Above Ground Sanitary Sewer Recorded SS Forced Main Line Designated SS Forced Main Line (S.U.E.*) MISCELLANEOUS: Utility Pole Utility Pole with Base Utility Located Object Utility Traffic Signal Box Utility Unknown U/G Line U/G Tank; Water, Gas, Oil Underground Storage Tank, Approx. Loc. — A/G Tank; Water, Gas, Oil Geoenvironmental Boring U/G Test Hole (S.U.E.*) Abandoned According to Utility Records End of Information Tv TV Fe A/C Cos SS A/C Sanitary Sewer FSS AATUR E.0.1. PROJECT REFERENCE NO. SHEET NO. R-2519B 2-A PREL. PAVE. SCHEDULE Cl 3" S9.5B C2 VAR. S9.5B D1 4" I19.OB D2 VAR. I19.OB El 4%2" B25.OB E2 VAR. B25.OB J1 6" AGGREGATE J2 10" AGGREGATE T EARTH MATERIAL U EXISTING PAVE. W WEDGING Y 6" CONC. DRIVEWAY VARIABLE SLOPE 64 VARIABLE SLOPE VARIABLE SLOPE 2' VAR 6'-9' -Y2- -Y3-, -Y7-, -Y10-, -Y12-, -Y19-, -Y24-, -Y29-, -Y35-, -Y36-, -Y37- VAR 6'-9' 2' 8' 5' W/ GR 6' GRADE TO THIS LINE TYPICAL SECTION NO. 3 VAR 9'-18' -Y4-, -Y8-, -Y13-, -Y15-, -Y16-, -Y17-, -Y18-, -Y20-, Ij -Y21-, -Y23A-, -Y27-, -Y30-, -Y31-, -Y34-, -Y38- VAR 9'-18' 6' 8' 9' VU GR GRADE TO THIS LINE TYPICAL SECTION NO. 4 VAR 10'-30' 4. -Y5- VAR 10'-12' GRADE TO THIS LINE TYPICAL SECTION NO. 5 6:7 12' VARIABLE SLOPE 6:1 VARIABLE SLOPE VARIABLE SLOPE USE TYPICAL SECTION NO. 3 -Y2- STA.10+00.00 TO -Y2- STA. 12+36.38 -Y3- STA. 11+90.00 TO -Y3- STA. 13+43.89 -Y7- STA. 10+34.00 TO -Y7- STA. 11+75.00 -Y10- STA. 10+34.00 TO Y10- STA. 13+00.00 -Y12- STA. 13+88.07 TO -Y12- STA. 16+00.00 -Y19- STA. 10+25.00 TO -Y19- STA.12+51.25 -Y24- STA. 10+26.52 TO -Y24- STA. 13+95.85 -Y29- STA. 12+50.00 TO -Y29- STA. 14+11.60 -Y35- STA. 11+00.00 TO -Y35- STA. 11+89.08 -Y36- STA.10+35.82 TO -Y36- STA. 11+50.00 -Y37- STA. 11+00.00 TO -Y37- STA. 12+19.54 USE TYPICAL SECTION NO. 4 -Y4- STA.10+00.00 TO -Y4- STA. 11+25.00 -Y8- STA. 10+47.11 TO -Y8- STA. 12+64.81 -Y13- STA. 14+82.34 TO -Y13- STA. 17+94.22 -Y15- STA. 13+25.00 TO -Y15- STA. 14+09.34 -Y16- STA. 13+25.00 TO -Y16- STA. 14+50.00 -Y17- STA. 13+50.00 TO -Y17- STA. 15+45.33 -Y18- STA. 12+75.00 TO Y18- STA. 15+11.95 -Y20- STA. 10+10.00 TO -Y20- STA. 12+93.26 -Y21- STA. 10+35.20 TO -Y21- STA. 13+00.00 -Y23A- STA. 10+47.59 TO -Y23A- STA. 15+35.00 -Y27- STA. 10+34.00 TO -Y27- STA.13+99.84 -Y30- STA. 10+34.19 TO -Y30- STA.12+85.00 -Y31- STA. 11+16.59 TO -Y31- STA. 14+78.75 -Y34- STA. 10+40.00 TO -Y34- STA. 13+12.33 -Y38- STA. 12 +45.00 TO -Y38- STA.13+15.67 -Y38- STA. 13+95.67 TO -Y38- STA.16+30.00 USE TYPICAL SECTION NO. 5 -Y5- STA. 10+46.00 TO -Y5- STA. 14+15.32 ROADWAY DESIGN PAVEMENT DESIGN ENGINEER ENGINEER PRELIMINARY PLANS DO NOT USE PO. CONSTRUCTION PROJECT REFERENCE NO. R-2519B SHEET NO. 2-B PREL. PAVE. SCHEDULE Cl 3" S9.5B C2 VAR. S9.5B D1 4" I19.OB D2 VAR. I19.08 El 41/2" B25.06 E2 VAR. B25.OB J1 6" AGGREGATE J2 10" AGGREGATE T EARTH MATERIAL U EXISTING PAVE. W WEDGING Y 6" CONC. DRIVEWAY VARIABLE SLOPE VARIABLE SLOPE VARIABLE SLOPE G -Y12- 8' VAR 10'-12' I VAR 10'-30' 8' 8' 11' WGR GRADE POINT 0`_ CD9 02 TO.:4Ls. O.OR 2' 5' WGR 0.0 6' GRADE TO THIS LINE TYPICAL SECTION NO. 6 VAR 6'-12' q.-Y6REV-, Y14-, -Y24-, -Y26-, -Y33- VAR 6'-12' GRADE TO THIS LINE TYPICAL SECTION NO. 7 VAR 9'-12' Q -Y16-, -Y4-, -Y30- VAR 9'-12' 8' 6' 8' 9' "AGE GRADE TO THIS LINE TYPICAL SECTION NO. 8 VARIABLE SLOPE VARIABLE SLOPE USE TYPICAL SECTION NO. 6 -Y12- STA. 10+03.00 TO -Y12- STA.13+05.24 USE TYPICAL SECTION NO. 7 -Y6REV- STA. 10+34.00 TO -Y6REV- STA.14+06.45 -Y14- STA. 10+34.04 TO -Y14- STA. 11+75.00 -Y24- STA.10+26.52 TO -Y24- STA. 13+95.85 -Y26- STA.10+45.40 TO Y26- STA. 13+26.12 -Y33- STA.10+34.00 TO -Y33- STA.14+72.94 USE TYPICAL SECTION NO. 8 -Y4- STA. 11+25.00 TO -Y4- STA. 14+10.49 -Y16- STA. 10+35.21 TO -Y16- STA. 13+25.00 -Y30- STA. 19+22.00 TO -Y30- STA. 21+67.88 ROADWAY DESIGN PAVEMENT DESIGN ENGINEER ENGINEER PRELIMINARY PLANS DO NOT USE PO CONSTRUCTION PROJECT REFERENCE NO. R-25/9B SHEET NO. 2-C PREL. PAVE. SCHEDULE Cl 3" S9.5B C2 VAR. S9.5B D1 4" I19.06 D2 VAR. I19.0B El 41/2" 625.0E E2 VAR. B25.OB R5 2'-6" C & G J1 6" AGGREGATE J2 10" AGGREGATE T EARTH MATERIAL U EXISTING PAVE. W WEDGING Y 6" CONC. DRIVEWAY VAR. SEE X-SECTION -DR8- 1':‘ VAR. SEE X-SECTION GRADE TO THIS LINE TYPICAL SECTION NO. 11 USE TYPICAL SECTION NO. 11 -DR8- STA.10+38.02 TO -DR8- STA. 11+60.00 VAR. SEE X-SECTION VARIABLE SLOPE cj -DR1-,-DR10-, -DR17- VAR. SEE X-SECTION 6:1 VAR. SEE X-SECTION GRADE TO THIS LINE TYPICAL SECTION NO. 10 USE TYPICAL SECTION NO.10 -DR1- STA. 10+50.00 TO -DR1- STA. 11+45.88 -DR10- STA. 10+00.00 TO -DRTO- STA.12+97.36 -DR17- STA. 10+34.00 TO -DR17- STA. 13+20.00 4: 4' 6"- 0.02 12" 10' CE -DR11- 10' -DR2-, -DR3-, -DR4-, -DR5-, -DR7-,-DR8A-, -DR9-,-DR12-, q_ -DR12A-,-DR13-,-DR14-,-DR15-,-DR16-, -DR18- GRADE TO THIS LINE TYPICAL SECTION NO. 9 4' 0.02 17 GRADE POINT GRADE TO THIS LINE 0.02 TYPICAL SECTION NO. 12 0.02 12" A VAR. SEE X-SECTION VARIABLE SLOPE ROADWAY DESIGN PAVEMENT DESIGN ENGINEER ENGINEER PRELIMINARY PLANS DO NOT USE FOE CONSTRUCTION USE TYPICAL SECTION NO. 9 -DR2- STA. 10+34.00 TO -DR2- STA. 13+74.53 - DR3- STA. 10+35.21 TO -DR3- STA. 14+84.07 -DR4- STA. 10+22.79 TO -DR4- STA. 11+08.00 - DR5- STA. 10+12.00 TO -DR5- STA. 11+45.31 -DR7- STA. 10+32.31 TO -DR7- STA. 12+34.37 - DR8A- STA.10+09.14 TO -DR8A- STA.10+69.90 -DR9- STA. 10+50.00 TO -DR9- STA. 16+01.72 - DR12- STA. 10+35.20 TO -0R12- STA. 14+25.00 -DR1213- STA. 10+00.00 TO-DR128- STA. 10+65.38 -DRI3- STA. 10+34.00 TO -DR13- STA. 12+20.00 -DR14A- STA. 10+60.00 TO-DR14A- STA.14+15.00 -DR15- STA. 10+10.37 TO -DR15- STA. 13+30.94 - DR16- STA.10+34.00 TO -DR16- STA. 12+01.17 -.DR18- STA.10+34.00 TO -0R18- STA. 13+60.00 -DR88- STA. 10+25.00 TO -DR88- STA.11+ 53.30 - DR8C- STA. 10+70.00 TO -DR8C- STA. 12+81.55 - D1219- STA. 10+34.10 TO -DR19- STA. 12 +44.00 -DR20- STA. 10+08.27 TO -DR20- STA. 13+58.00 USE TYPICAL SECTION NO.10 -DRII- STA. 10+10.00 TO -DR1- STA. 14+45.00 z z 0 a' c rn 00 v s a CC D-) � _ 0 0� I-0 z o- <CC - DETAIL 'A' SPECIAL CUT DITCH ( Not to Scale) Front Ditch Slope Min. D. 0.5 Ft. FROM STA.19+00 TO STA.21+00 -L- RT DETAIL 'F' EXISTING DITCH (Not to Scale) Filter Fabric) Max. d= 1.5 Ft. Type of Liner. CLASS 'I' Rip -Rap FROM STA. 22+70 TO STA. 23+80 -L- RT DETAIL 'K' STANDARD 'V' DITCH ( Not to Scale) Ground Type of Liner. PSRM FXI l,G_ ROADWAY Min. D. I.5Ft. Max. d= 1.5Ft. FROM STA.12+92 TO STA.15+20 -Yl- LT Natural Ground DETAIL 'P' TOE PROTECTION d ( Not to Scale) do 1.0 Ft. Type of Liner= PSRM ,LOSS Fill Slope FROM STA.10+50 TO STA. 13+00 -DR2- RT FROM STA. 10+50 TO . STA. 13+50 -DR2- LT DETAIL 'U' SPECIAL LATERAL BASE GRASSED SWALE ( Not to Scale) Natural Ground TD u Front Ditch Slope Min. Dr 2.0 Ft. B= 3.0 Ft. FROM STA. 9+85 TO STA. 13+00 -Y4- RT DETAIL 'Z' LATERAL BASE GRASSED SWALE ( Not to Scale) Fill 1'%Ft. Slope Min. D= 2.0Ft. B= 5.0Ft. b= 5.0Ft. FROM STA 111+50-L- TO STA 119+00 -L- RT FROM STA 319+62-L- TO STA 321+84 -L- LT Natural a 0 VI DETAIL 'B' BERM DITCH ( Not to Scale) J i U Min. D. 1.5 Ft. FROM STA. 18+00 TO STA. 18+50 -L- LT DETAIL 'G' SPECIAL CUT DITCH ( Not to Scale) AAo‹,(g< Min. Du 1.0 Ft. Front Ditch Slope FROM STA. 71+20 TO STA. 71+60 -L- LT FROM STA. 12+50 TO STA. 12+75 -Y38- RT FROM STA. 13+70 TO STA. 14+30 -DR3- RT FROM STA.12+00 TO STA.12+50 -Y31- LT DETAIL 'L' LATERAL BASE DITCH ( Not to Scale) 1 Ground ./ D " I'/Ft. Filter Min. D. 1.0 Ft. Fabric Max. d= 0.5 Ft. B.2.0 Ft. •When B is < 6.0' b= 5.0 Ft. Type of Liner= CLASS 'B' Rip -Rap d B Fill Slope FROM STA. 49+50 TO STA. 50+50 -L- LT DETAIL Q' SPECIAL LATERAL 'V' DITCH (Not to Scale) Jral AN,ce< Jnd 2y n \o• Fill Slope Min. D= 1.0 Ft. FROM STA. 224+00 TO STA. 225+50 -L- LT DETAIL 'V' DRY DETENTION BASIN TOTAL CAPACITY REQUIRED : 14,700 CU FT TOTAL CAPACITY PROVIDED : 18,300 CU FT @ ELEV. 2539.13 W/1.0 FT. FREEBOARD 4.5' FROM STA. 250+75 TO STA. 252+01 -L- RT DETAIL 'AA' STANDARD BASE DITCH ( Not to Scale) Natural Natural GroundGround Min. D= 2.0 Ft. t B= 5.0 Ft. IBI FROM STA.119+50 TO STA.121+50 -L- RT DETAIL 'C' BERM DITCH ( Not to Scale) 5.0' u Min. Do 1.5 Ft. Filter Fabric Max. d=1.0 Ft. Type of Liner= CLASS 'B' RIP RAP FROM STA. 18+50 TO STA. 19+50 -L- LT DETAIL 'H' TOE PROTECTION ( Not to Scale) d= 1.0 Ft. 2 PO,�F,FL Filter Fabric Type of Liner= Class 'B' Rip -Rap Fill Slope FROM STA. 52+80 TO STA 53+50 -L- RT FROM STA. 58+50 TO STA. 59+00 -L- RT FROM STA. 91+50 TO STA. 92+00 -L- LT FROM STA. 139+00 TO STA.140+50 -L- RT FROM STA. 276+00 TO STA.276+50 -L- LT FROM STA. 283+50 TO STA. 284+00 -L- LT FROM STA. 282+00 TO STA. 284+50 -L- RT FROM STA.10+80 TO STA.11+80 -Y23A- LT DETAIL 'M' TOE PROTECTION (Not to Scale) Cut Slope d= 1.0 Ft. Type of Liner= PSRM FROM STA.48+00 TO STA.51+50 -L- RT DETAIL 'R' TOE PROTECTION H ( Not to Scale) q7. CR0 NO d do 1.5 Ft. p Filter Fabric Type of Liner= Class 'I' Rip -Rap Fill Slope FROM STA. 59+05 TO STA. 60+00 -L- RT DETAIL 'W' BERM 'V' DITCH (Not to Scale) RDWY Min. Do I.OFt. b= 5.OFt. FROM STA. 194+50 TO STA. 195+80 -L- RT FROM STA. 216+50 TO STA. 219+00 -L- RT FROM STA. 227+50 TO STA. 232+50 -L- LT FROM STA. 235+57 TO STA. 240+00 -L- LT FROM STA. 296+50 TO STA. 298+00 -L- LT FROM STA. 10+50 TO STA. 12+00 -Y20- LT FROM STA. 258+00 TO STA.259+00 -L- LT FROM STA. 284+40 TO STA.285+20 -L- LT Natural Ground DETAIL 'AB' STANDARD BASE DITCH di ( Not to Scale) 2 Natural Ground Filter Fabric I B I Min. D= 1.0 Ft. Max. d= 0.75 Ft. B = 5.0 Ft. Type of Liner= CLASS II Rip -Rap FROM STA.121+50 TO STA.121+75 -L- RT DETAIL 'D' LATERAL 'V' DITCH ( Not to Scaler Natural Ground Filter Fabric Min. Da 1.0 Ft. Max. do 1.0 Ft. b=3.0 Ft. Type of Liner= CLASS 'I' Rip -Rap Fill Slope FROM STA. 21+50 TO STA. 23 +25 -L- LT DETAIL 'I' STANDARD BASE DITCH ( Not to Scale) Natural Ground dl Filter Fabric Natural Ground Min. D=3.0 Ft. Min d = 1.0 FT. B. 5.0 Ft. Type of Liner= CLASS 'B' Rip -Rap FROM STA. 46+10 TO STA. 46+50 -L- LT DETAIL 'N' STANDARD BASE DITCH ( Not to Scale) t r round di t r•I round Min. D= 2.0 Ft. Max. d= 1.5 Ft. B=3.0 Ft. Type of Liner= Class 'B' Rip -Rap STA. 52+80 -L- LT DETAIL 'S' SPECIAL LATERAL BASE DITCH ( Not to Scale) Natural Ground 4/ D c\o,( d Filter Fabric B Front Ditch Slope Min. Dr 2.0 Ft. Max. d= 1.5 Ft. B= 3.0 Ft. Type of Liner= CLASS 'B' Rip -Rap FROM STA. 43+00 TO STA. 43+50 -L- LT FROM STA. 204+50 TO STA. 207+00 -L- RT DETAIL 'X' DRY DETENTION BASIN TOTAL CAPACITY REQUIRED : 8792 CU FT TOTAL CAPACITY PROVIDED : 11505 CU FT @ ELEV. 2477.20 W/1.0 FT. FREEBOARD FROM STA. 83+00 TO STA. 84+50 -L- RT DETAIL 'AC' SPECIAL LATERAL BASE GRASSED SWALE ( Not to Scale) Ground Front o Ditch TD tI ,)et Slope Min. D= 4.0 Ft. 8= 5.0 Ft. FROM STA. 124+50 TO STA.127+00 -L- RT DETAIL 'E' TOE PROTECTION ( Not to Scale) Natural Ground d do 1.5 Ft. OS S F ill F\- Filter Fabric Type of Liner= CLASS )Rip -Rap Slope FROM STA.22+10 TO STA.22+70 -L- RT PROJECT REFERENCE NO. R-2519B SHEET NO, 2-0 SEW SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FOI CONSTRUCTION DETAIL 'J' LATERAL BASE GRASSED SWALE ( Not to Scale) L" j atl it Slope Ground �� I 3,y I" i'/Ft. LJ Min. D. 1.0 Ft. B= 2.0 Ft. b= 5.0 Ft. FROM STA. 46+50 TO STA. 49+50 -L- LT FROM STA. 237+00 TO STA. 241+00 -L- RT DETAIL '0' LATERAL BASE GRASSED SWALE ( Not to Scale) b pint( mill uroun 3y / I'/Ft. Slope u Min. D. 0.9 Ft. B= 2 Ft. b=3Ft. FROM STA. 52+80 TO STA. 54+50 -L- LT DETAIL 'T' LATERAL BASE GRASSED SWALE ( Not to Scale) b Fill y/ I'/Ft. / Slope LJ Min. D= 2.0 Ft. Bo 3.0 Ft. bo 5.0 Ft. FROM STA. 13 + 00 TO STA. 13 + 72 -Y4- RT DETAIL 'Y' BERM DITCH (Not to Scale) VAR. Min. D. I.OFt. --I Sn xv ,mm Z'10.0'V.C. FROM STA. 91+50 TO STA.95+00 -L- RT FROM STA. 410+00 TO STA.412+50 -L- LT FROM STA.11+50 TO STA.12+00 -Y8- LT DETAIL 'AD' SPECIAL LATERAL BASE GRASSED SWALE ( Not to Scale) Ground Fill \ -k,ce Slope Min. D. 1.5 Ft. B= 2.0 Ft. FROM STA. 135+75 TO STA. 139+00 -L- LT FROM STA. 350+50 TO STA. 354+50 -L- RT PROJECT REFERENCE NO. 519b_RDY_psh HYD detoi1.dgn DETAIL 'AE' BERM GRASSED SWALE ( Not to Scale) RDWY Min. D= 1.0 Ft. b= 5.0 Ft. FROM STA.146+25 TO STA.148+37 -L- LT DETAIL 'AI' BERM BASE DITCH (Not to Scale) Filter Min. D. 1.0 Ft. I 1 Fabric Max. d= 0.5 Ft. Bo 2.0 Ft. b= 5.0Ft. Type of Liner. CLASS B Rip -Rap FROM STA. 169+50 TO STA.172+50 -L- RT FROM STA.10+50 TO STA.11+60 -DR10- LT DETAIL 'AL' STANDARD BASE DITCH ( Not to Scale) Filter Fabric Min. D= 1.0 Ft. Max. d= 1.0 Ft. B= 3.0 Ft. Type of Liner. CLASS B Rip -Rap STA. 183+88 -L- RT STA. 10+50 -DR15- RT oturm Ground DETAIL 'AQ' 18° PIPE OUTLET CHANNEL ( Not to Scale) fk Length= 15 Ft. D= 2.0 Ft. Est.= 7 Tons of Class I Rip-Rap,II St FF CHANNEL BED I Voriablel Ground STA 206+50-L-LT DETAIL 'AV' STANDARD BASE DITCH (Not to Scale) .t r.. Ground Min. D. 2.5 Ft. B. 5.0 Ft. y Ground FROM STA. 299+30 TO STA. 300+30 -L- RT Natural Ground DETAIL 'AF' SPECIAL DITCH ( Not to Scale) Ad.', Prop.J c\P�J0o Retaining Wall Min. d=1.0 FT Type of Liner= PAVED CONCRETE FROM STA. 198+00 TO STA. 201+50 -L- LT Natural Ground Min. D. 3.0 Ft. B. 9.0 Ft. b=5.0 Ft. DETAIL 'AG' CHANNEL (Not to Scale) b D 2� RET. WALL Ib DETAIL 'AJ' BERM DITCH ( Not to Scale) 10.0' V.C. Filter Fabric 5.0' Min. D. I.OFt. Max. d= 0.75Ft. Type of Liner= CLASS B RIP RAP FROM STA. 172+50 TO STA. 176+25 -L- RT FROM STA. 125+75 TO STA. 127+20 -L- LT DETAIL 'AM' LATERAL BASE DITCH (Not to Scale) b P/Ft• Min. D= 2.0 Ft. Max. d= 1.5 Ft. B. 5.0 Ft. b= 5.0 Ft. d Fitter Fabric Type of Liner= CLASS II RIP RAP Fill Slope FROM STA.212+50 TO STA.214+00-L-RT DETAIL'AR' ROADWAY DITCH ( Not to Scale) Min. D= 1.0 Ft. Max. d= 1.0 Ft. Type of Liner= PSRM Front Ditch Slope FROM STA. 10+00 TO STA. 13 + 50-Y24-RT DETAIL 'AK' BERM BASE DITCH b (Not to Scale) \ Not Ground Natural OT Z� Ground B I Min. D= 1.5 Ft. B= 3.0 Ft. b= 5.0 Ft. FROM STA. 177+00 TO STA. 179+00 -L- RT FROM STA. 195+80 TO STA. 198+00 -L- RT DETAIL 'AN' STANDARD BASE DITCH (Not to Scale) Filter Fabric Min. D. 2.0 Ft. Max. d= 1.5 Ft. B= 5.0 Ft. Type of Liner. CLASS II Rip -Rap STA. 214 + 08-L-RT STA. 10+88 -Y21- LT FROM STA 123+00 TO STA 123+50 -L- RT -Y26- RD DETAIL 'AS' SPECIAL CUT DITCH (Not to Scale) t\p0��0C Filter Fabric Front Ditch Slope Min. D= 1.0 Ft. Max. d= 0.5 Ft. Type of Liner= CLASS B Rip -Rap FROM STA.300+00 TO STA. 301+ 50-L-LT DETAIL 'AX' SPECIAL DITCH ( Not to Scale) Qp- Prop. c\PR Jc�o Retaining Wall Min. d=1.5 FT Type of Liner= PAVED CONCRETE FROM STA. 305+00 TO STA. 308+50 -L- RT Pipe or Ditch Outlet Square Preformed Scour Hole (PSH) (Rip Rap in basin not shown for clarity) INFLOW PREFORMED SCOUR HOLE DETAIL 'AH' *NOT TO SCALE PLAN VIEW PIPE (d <O LINER: CLASS B RIPRAP WITH TYPE 2 FILTER FABRIC SECTION A -A 15" OR 18") 1' MIN. - 3' MAX. PSRM MIN. 1' TUCK INSTALL LEVEL AND FLUSH WITH NATURAL GROUND B= 4.0' D= 1.0' W= 4.0' NATURAL GROUND 3,08 STA. 246+30 -L- LT STA. 337+90 -L- LT DETAIL 'AO' STANDARD 'V' DITCH (Not to Scale) Filter Fabric Min. D. 2.0 Ft. Max. d= 1.5 Ft. Type of Liner. CLASS B Rip -Rap FROM STA. 23+90 -L- TO STA. 25+00 -L- LT DETAIL 'AT' LATERAL BASE DITCH ( Not to Scale) Natural I Ground ?.A TIV j 7 iFt, Min. D= 3.0 Ft. B= 5.0 Ft. b = 5.0 Ft. Fill Slope FROM STA. 302+05 TO STA. 302+50-L- LT DETAIL 'AY' STANDARD BASE DITCH (Not to Scale) t r t round • • d Filter Fabric B ti. .t r.l Ground Min. D. 2.0 Ft. Max. do 1.5 Ft. Br 3.0 Ft. Type of Liner. CLASS IRip-Rap FROM STA. 11 + 80 TO STA. 12 + 10-Y30-LT STA. 230+67-L-RT FROM STA. 348+64 TO STA. 349+43 -L- RT R-2519B SHEET NO. 2-E RAY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMIN4 RY PLANS DO NOT USE FO\ CONSTRUCTION DETAIL 'AP` PIPE OUTLET CHANNEL ( Not to Scale) Length= 53 Ft. CHANNEL RED D= 2.0 Ft. IVoriooiei Est.= 75 Tons of Class I Rip -Rap, ISO SY FF STA 205+69-L-LT DETAIL 'AU' TOE PROTECTION (Not to Scale) Natural Ground d do 1.0 Ft. Filter Fabric Type of Liner. CLASS IRip-Rap Slope FROM STA. 301+50 TO STA. 302 +00-L-LT DETAIL 'AZ' LATERAL BASE DITCH (Not to Scale) T � � J L b I'/Ft. Min. D= 1.0 Ft. Bo 2.0 Ft. b= 5.0 Ft. Slope FROM STA. 316+50 TO STA. 319+50 -L- RT Z 0 DETAIL 'BB' TOE PROTECTION (Not to Scale) Natural Ground d d= 1.0 Ft. F\- Filter Fabric Type of Liner. CLASS B Rip -Rap Fill Slope FROM STA. 344+00 TO STA. 345+00 -L- RT FROM STA. 368+10 TO STA. 369+00 -L- LT FROM STA. 409+00 TO STA. 410+88 -L- RT FROM STA. 413+76 TO STA. 414+87 -L- RT DETAIL 'BF' PIPE OUTLET CHANNEL ( Not to Scale) Length= 20 Ft. D= 6.0 Ft. Est.= 20 Tons of Class 1 Rip -Rap, 39 SY FF CHANNEL BED IBarlablel STA. 366 + 54-L-RT DETAIL 'BL' ROADWAY DITCH (Not to Scale) 6:1 Min. Dr 1.0 Ft. Max. d= 1.0 Ft. Type of Liner= PSRM Front Ditch Slope FROM STA.410+00 TO STA.418+24-L-LT FROM STA 420+10 TO STA 424+00-L-LT FROM STA 425+50 TO STA 427+90-L-RT Front Ditch Slope DETAIL 'BO' ROADWAY DITCH ( Not to Scale) 9y r Min. Dr 1.0 Ft. Max. d= 1.0 Ft. Natural � Ground Id Type of Liner= PSRM FROM STA.14+37 TO STA.15+00-Y38-RT DETAIL 'BV' SPECIAL CUT DITCH (Not to Scale) Filter Fabric Min.!). 1.0 Ft. Max. d= 0.5Ft. Type of Liner. CLASS B Rip -Rap Front Ditch Slope FROM STA. 330+78 TO STA. 331+ 50-L-LT Natural Ground DETAIL 'BC' STANDARD BASE DITCH (Not to Scale) at round dl r.1 Ground Filter Fabric B Min. D. 1.0 Ft. Max. d= 1.0 Ft. •When B is < 6.0' Be 2.0 Ft. Type of Liner= CLASS )Rip -Rap FROM STA.241+00 TO STA.241+80 -L- RT FROM STA. 347+16 TO STA. 347+39 -L- LT DETAIL 'BG' LATERAL BASE DITCH (Not to Scale) b I'/Ft. Min. D. 1.0 Ft. Max. do 0.5 Ft. B= 3.0 Ft. be 5.0 Ft. d Filter Fabric •When B is < 6.0' Type of Liner= CLASS )Rip -Rap Fill Slope FROM STA. 369+10 TO STA.370+00 -L- LT DETAIL 'BM' STANDARD 'V' DITCH ( Not to Scale) Filter Fabric-' Min. D= 2.0 Ft. Max. do 2.0 Ft. Type of Liner. CLASS I Rip -Rap FROM STA. 281+50 TO STA. 282 + 00-L-RT DETAIL'BR' STANDARD BASE DITCH (Not to Scale) Filter Fabric B Min. DC 1.0 Ft. Max. d= 0.5 Ft. •When B is < 6.0' BC 3.0 Ft. Type of Liner= CLASS TRIP RAP FROM STA. 427+90 TO STA. 429 + 60-L-RT DETAIL 'BW' EXISTING DITCH (Not to Scale) Filter Fabric-' Max. do 1.0 Ft. Type of Liner= CLASS B Rip -Rap FROM STA. 330+50 TO STA. 330 + 78-L-LT FROM STA. 222 + 75 TO STA. 223 + 00-L-RT DETAIL 'BD' SPECIAL LATERAL BASE DITCH ( Not to Scale) Natural Ground 2,� 0-5 Fill Slope Min. Do 3.0 Ft. Be 3.0 Ft. Type of Liner= CLASS II RIP RAP FROM STA. 179+50 TO STA. 180+00-L-LT Natural Ground DETAIL 'BH' LATERAL BASE GRASSED SWALE (Not to Scale) b LJ Fill Slope Min. D= 1.5 Ft. B= 3.0 Ft. b= 5.0 Ft. FROM STA. 379+00 TO STA.381+50-L-RT DETAIL 'BN' STANDARD 'V' DITCH T ( Not to Scale) �5.s.'t' Natural C/y ,r Natural Ground F,1 , D `A(G Ground d Filter Fabric Min. DC 1.0 Ft. Max. d= 0.5 Ft. Type of Liner. CLASS B RIP RAP FROM STA. 427+75 TO STA. 428 + 74-L-LT FROM STA. 427+90 TO STA. 429 + 05-L-LT DETAIL 'BS' STANDARD BASE DITCH ,(,, ( Not to Scale) t r1-/y .t r.l round ' , 's round dl Filter Fabric •When B Is < 6.0' Min. D= 1.0 Ft. Max. d= 0.5 Ft. Be 5.0 Ft. Type of Liner= CLASS TRIP RAP FROM STA. 429+60 TO STA. 431+30 -L- RT t Ground DETAIL 'BX' STANDARD BASE DITCH ( Not to Scale) d Filter Fabric When B is 2 6.0' Std. No. 876.01 Type of Liner= CLASS I Rip -Rap Natural Ground Min, Do 2.0 Ft. Max. d= 1.5 Ft. B. 5.0 Ft. STA. 214+20 -L- LT oturo DETAIL 'BE' PIPE OUTLET CHANNEL ( Not to Scale) ea Length= 15 Ft. CHANNEL BED D= 2.0 Ft. IVorloblel Est.= 15 Tons of Class I Rip -Rap, 30 SY FILTER FABRIC Natural Ground STA. 357 + 89-L-RT DETAIL 'Br PIPE OUTLET CHANNEL ( Not to Scale) Length= 15 Ft. CHANNEL BED D= 2.0 Ft. Warablal Est.= 7 Tons of Class I Rip -Rap, I5 SY FILTER FABRIC STA.383+79 -L- RT DETAIL 'BO' STANDARD 'V' DITCH ( Not to Scale) 4,4T Natural CH 6 _ Ground rST diR, Type of liner: PSRM S Natural Ground Min. D. 1.0 Ft. Max. d= 1.0 Ft. FROM STA. 429+10 TO STA. 430+30-L-LT DETAIL'BT' STANDARD 'V' DITCH ( Not to Scale) t r.l Natural Ground ,..2Y„_ .rR/ Ground Min. Do 2.0 Ft. Max. d= 1.5 Ft. Type of Liner. PSRM STA. 359 + 00-L-LT DETAIL 'BY' STANDARD BASE DITCH (Not to Scale) Filter Fabric When B is 2 6.0' Std. No. 876.01 Type of Liner= CLASS I Rip -Rap Min. D= 2.5 Ft. Max. d= 2.0 Ft. Be 6.0 Ft. FROM STA. 9+58 -Y4- LT PROJECT REFERENCE NO. SHEET NO. R-2519B 2-F RAY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE PO. CONSTRUCTION DETAIL 'BK' EXISTING DITCH ( Not to Scale) Filter Fabric Max. d= 2.0 Ft. Type of Liner. CLASS B Rip -Rap STA. 388 + 40-L-RT Front Ditch Slope DETAIL'BP' SPECIAL CU I UI I LH (Not to Scale) F/ T/ ox� 0r Min. Do 1.0 Ft. Max d= 1.0Ft. Type of Liner. PSRM FROM STA. 423+00 TO STA. 424+ 00-L-RT FROM STA.15+00 TO STA.15+60-Y38-RT DETAIL BU' SPECIAL CUT GRASSED SWALE ( Not to Scale) Front Ditch Slope Min. D= 1.0 Ft. FROM STA.331+50 TO STA. 332 +50-L-LT DETAIL 'CA' LATERAL GRASSED SWALE ( Not to Scale) i /Ft. Min. D= 1.0 Ft. b= 5.0 Ft. Fill Slope FROM STA.57+60 TO STA. 58+50 L RT R/W REVISION: UPDATED RIGHT OF WAY ON PARCEL IA 2/12/2013 AIF 5 HE 20BST O yy�i1 (7 'NNE CG -�� SR 1186 -BL- 00 . ss9 33 ggpp BEG/N CONStRUCTi IP -L- BNK, gni? T REMOVE 0 TLEBER +Ip 59 FENCE ti-DEPARTMENT OF TRANSPORTATION DB 54 PG 693 NCE ,ST A. /5+ BEAVER. HERMAN OB 23T PG 225 \ 9 2}916 A n 88�A iZ a a (V MICAVILLE PRESBYTERIAN CHURCH. BERM DITCH DB 249 PG 376 SEE DETAIL 'B' SHEET 2-D ElP BERM DITCH SEE DETAIL SHEET 2 fap y� i FENCE BUCHANAN. GEORGE "' DB 1388 PG 156 O1% FENCE ANTHONY R. ROBINSON MARK S. ROBINSON 1 A DB 495 PG 56 CEI2C 16CA LE TARP HALL CEMETERY NO DEED c3 -L- ST Sto.21+8975 EGIN STATE PROR-25/948 \ Zf/P yyyo 138 79. C/P N SI'Sy.OjW ry�n yo Pis Sto 11+97.08 es = 8' 35' 397' Ls = 29528' LT = 19708' ST = 98.64' PI Sto I4+25.43 A = /5' 03' 58.9' (ATI D = 5'49'165' L = 25882' T = 130J6' R = 98425' SE=D6 PI Sto 17+22.82 P/s Sto /9+89.87 Pis Sto 27+16.47 A = 14' 27' 36J' fRTI es = 6'27' 42.9' es = 9'45' 58.8' D = 4'113' 28.6' Ls = 300.0(7 Ls = 300.00' L = 335.66' LT = 20013' LT = 2003r T = 16873' ST = 100J2' ST = 10028' R = 1,330D0' SE = D6 LEWIS. LANA B. 08 272 PG 679 6 E RAY. JERALYN J. 0B 248 PG 9 POt5t0• o+00 -B 37- 06 #�" \\,o G48ERT,CHARLES M. c3O6 320 PC 174 ` 1t LATERAL 'V' DITCH WITH I C• LASS DET I II TA2340I.45 LT BEGIN APPROACH BEGIN BRIDGE 53.05' \\.. S TT 445- c, e 00 a 55.57' S 65'38'14' E Ab'a',A s' 4, mm PROJECT REFERENCE NO. R-2519B SHEET NO. 4 RAN SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA RY PLANS DO NOT USE FO CONSTRUCTION 2` GADB 28ggpp4' P0 12 EQ MOVE 72' r APPROACH F 30'CMP _LE_ JI END BRIDGE -Lr.STA2446928 LT CLASS B RIP RAP DDE=95 C.Ylope=. --��F� F=200 S.Y. 4.56% STANDARD V DITCH E DETAIL '-0' ET 2-E -Y1 TAN WITH PSRM SEE DETAIL 'K' DDE=160 G.Y. FF=365 5.Y. Slope=varies -:Y 7- END BR T t4 4+ii 4i -Y 1- POTSIo.43t669 m�Y 8499'14' E END APPRO • PH 5 -L- STA25 a R LEWIS. LANA B. DB 272 PG 679 END BRIDGE BEGIN BRIDGE 8-77 77 25V N N M N I h 1 N N1 B-77 BEGIN BRIDGE B-77 254 END BRIDGE RELATIONSHIP OF BRIDGE TO PROPOSED PAYMENT (NOT TO SCALE) h CL B 2 TO V P RAP 7 SY FF L c\ �J /\ FOR -L- PROFILE SEE SHEET 35 FOR -Y I- PROFILE SEE SHEET 55 D' -Y2- -Y3- PROJECT REF RENCE NO. SHEET NO OD 4/17/20/3 A,IF REVISION: UPDATED PROPERTY INFORMATION ON PARCEL IOC. ”DESIGN EXCEPTION REQUIRED FOR MINIMUM HORIZONTAL CURVE RADIUS (50 MPH). 4, WYATT. GENERAL B. OB 29 PG 398 90 JB•E MARKER O p5/ St 0 EMOVE 20,17. PI Sto 10+83.09 A = 98'12' 38.4' (LT) D = 114' 35' 29.6' L = 8570' T = 5773' R=50.00' SE = NC PENCE PISto 12+0129 A = 68'26' 23.5' (RT) D = 114' 35' 29.6' L = 59.73' T = 34.Or R=50.00 SE = 05 T6��g24 E sN�o " -Y - i. II+.7 o\s BRG BK S 35'57'235'E F ROBINSON. REBECCA A " zox.>Ea. 06 405 PG 218 -L• - /BLSON. FRANCIS L. 239 PG 261 YANCY RAILROAD CO.. DB 142 PG 244.06 w PG 338 DBMPG±0P06 0PGT1 P/ Sto 10+37.42 P/ Sto 12+00J2 A = /5'46' 53.7' (LT) A= 35'17'12.4'(RT) D = 21'13'14.4' D = 54'03'09.4' L = 7437' L = 6528' T = 37.42' T = 337r R = 270.00' R = 106.00' SE = 02 BURLESON. JOHN N. DB 284 PG 290 REMOVE US OE 23'BST 15' CMP YSEPTV `a T PNK \ REMOVE H P/s Sto 27+16.47 P/ Sto 31+6028 Pls Sto 35+7250 es = 9'45' 58.8' A = 42' 42' 55.0' (LT) 9s = 9' 45' 58.8' Ls = 300.00' D = 6' 30' 39.2' Ls = 300.00' LT = 2003r L = 656.06' LT = 2003r ST = 10028' T = 344J2' ST = 10028' R = 880.00' SE = .06 �•V = 50 mph GRINOBS A FPJOHNNNY 64 jA1 yyo N 81.36'15 J. JESUS L DB 6 EIP MUS PROCOPIO PG 92 EES IAN OF THE . MOUNTAIN ,115510N: LUTHERAN R 1, 202 PG 90' LT \ -I.- \ . \90' LT \ \NO- G Q� G R-2519B 5 SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA DO NOT Use FO RY PLANS CONSTRUCTION FOR -L- PROFILE SEE SHEET 35 FOR -Y2- PROFILE SEE SHEET 55 EIP Dr co PI Sto /0+37.42 A = 1546' 537' (LT) D = 2r13'14.4' L = 74.37' T = 37.42' R = 270.00' PI Sto 12+00J2 A= 35'/7'12.4MT) D = 54' 03' 09.4' L = 6528' T = 337r R = /06.00' SE = .02 PI Sto 10+6020 PI Sto 11+51.64 A = 9'49' 533' (RT) A = 43' OO' 597' (LT) D = 8' lr 06.4 D = 71'37' ILO' L = 120Jr L = 60A6' T = 6020' T = 3153' R = 700.00' R = 80A0' M 4 y 05T BEGIN FENCE PI Sto 9+50.0/ A = 2' 37' 48.9' (RTI D = 2' 37' 48.9' L = 100.00' T = 50Ar R = 2J7835' PI Sto /0+82.68 A = 30' 48' 52.8' (RT) D = 19' 05' 54.9' L = 16135' T = 82.68' R = 300A0' SE =.04 YOUNG, WILLIAU DB 202 PG 348 / SEPTIC 1 GR TAWK t -DRW PC Sto.10+00 1 1 5 05' 23' /74' W BEGIN CONSTRUCT/ -DRI- POC Sto. 10+ 151A BUS - 'R - PRC Sto. 11+20J1 -Y5- PT S1o.16+4858 // LOOP 20 B/ tit PI Sto /2+97.62 = 74' 15' 28.4 (LT) D = 31'49' 51.6' L = 23329' T = 13628' R = /80A0' SE = A5 BEGIN CONSTRUCTION 5erY4- PC SIo.9+35.00 E a RCS BK S 33' 22' 093'W END C/A END FENCE YANCY RALROAD CO., DB 142 PG 244.08 14 PG 338 �pe44PG401,0840PG OB-4$ PG YUypN1G�'B ,1 jDEBO' CRASS ' RGIPIRA�� P 2 TONS, 7 5Y FF SEE DETAIL 'T' L BASE GRASSED Y4- ETAIL 'S RAL BAS REMOVE \ EX 15' RCP ��s MICAVILLE LOOP. LL DB 641PG 248 -Y5- PCC Sto.15+8292 -L- spy PIs Sto 42+57.89 P/ Sto 45+6523 Pls Sto 48+68J2 9s = 7' 48' 47.0' A = 21 22' 079' (RT1 es = 748' 47.0' LS = 300,00, D = 5 /2' 313' Ls = 300.00' LT = 20020' L = 4/025' LT = 20020' ST = 10018' T = 20IJO� ST = 100J8' RSE = .06 V=55mph CLASS 'I' R : RAP, 22 TONS 4: 5Y FF SEE . AIL '8Y' AN • BASE D1 H SHEET 2-G D E=40 CY. ••e=0.3% BEGAN PRO 'r 4- PC o.10+00.00 5. DETAIL 'I' ST A DARD HAS DDE 20 CY FF=45• SY 5=1.43' -L- POCSto. 44+18.06 Y- 9- POT SIo.14+44.49 - Y5- POT 51o.10+00.00 Y5- BRG AH 5 10' 04' 262" Sto.11+39.42 ALTON & JANE R081N50 0B 527 PG 51 61.42' S 84'39'48' W Pis Sto 52+68.08 es = 6' 27' 429' Ls = 300/0' LT = 200J3' ST = 100J2' 4/' 4 -Y5- APPROXIMATEy LOCATIOI 0. 2. 4; 541f®N9ALp >9g84 I � 1. F S WILSON. LONNE D. DB 157 PG 249�- -L- PI Sto /3+92J8 PI Sto 16+1578 A = 68' 40' 40.9' (RT) A = 6' 04' 33.8• (RT) D = I5' 29' 072' D = 9' 15' 12.4' L = 443.50' L = 65.66' T = 252.77' T = 32.86' R = 370.00' R = 619J8' SE RUNOFF = l50' SEE • AIL '1' ERA• BASE RASSE. SWALE WILSON. ROY RIP RAP DB 202 PG 710 ,7 SY F¢F REV- P 1' 4+40,82 EE^A TE S ET n HARRIS, PHILLIP C. D8 180 PG 107 -Y6REV- PROJECT REFERENCE NO. R-2519B Ph4 SHEET NO. ROADWAY DESIGN ENGINEER PRELIMINA DO NOT USE PO 142.08' W� .]J 5 j0.5014' 9. PI Sto /4+23.65 P/ Sto /3+5499 A = 4'55' 232' (LT) p = 400' 45.0' (LT) D = 1419' 262' D = Nor 49.9' L = 3437' L = 107.8r T = 1720' T = 5635' R = 40000' R = 150A0' 83'25.05• w HONEYCUT T. CLIFFORD D. 08 424 PG 329 SHEET NO HYDRAULICS ENGINEER RY PLANS CONSTRUCTION 13.82' 87'52'44' 0.88' CLASS 'B' RIP RA 2 TONS, 7 SY FF -L• 100' LT BEG. SHLDR BERM GUTTER -L- STA 50+65 LT SEE SHEET 36 -L- PROFILE In In 1- w w V1 w F w w w J N 0 0 CC I J LL i CC 1' 0_ V r w CC M LD i D: O LL LD In w w In -DR I- PROFILE SEE SHEET 66 O O U- LL R/W REVISION: REVISED DRIVEWAY WIDTH ON PARCEL 26. 5/29/2013 TFD i fi HONEYCUTT, CLIFFORD D. D8 424 PG 329 BL- 122 STND. BASE DITCH SEE DETAIL 'N'-+L-r1q SHEET 2-D 66.50, CT 4, DDE=186CY L FF=220SY !� s?o•,. ., S=0.1110 175' RT ROBINSON. JIMMY D. DB Y34 PG 773 -Y6REV- P1 Sto 11+3795 A = 89' 36' 06J' (RT1 D = 57' 17' 44.8' L = 15638' T = 993r R = 100.00' SE = A5 TOE PROTECT •N SEE DETAIL ' SHEET 2-D FENCE 2>48. 5 1 2 8 RUSSELL, LN 08 468 PG PtiA 23 26 TO , -L_ H. ERAL BASE GRASSED DETAIL '0' SHE PDE -L'OS Sto. 52+ -Y6REV\POT Sto. /0+00A0 BRG AH S\13' 35' 023' W 70RT 0, .i/ / / 170' RT 1/ I I I 0 I I I/ I/ 11 11 0 11 1 1 1\ Pis Sto 52+68.08 P1 Sto 56+16.41 Pls Sto 59+5933 Pis Sto 65+4224 9s = 6' 27' 42.9' A = 21' 09' 47.6' 1LT1 9s = 6' 27' 429' es = 2' 33' 283' E Ls = 300.00' D = 4' 18' 286' Ls = 300.00' Ls = 250.00' LT = 200J3' L = 49126' LT = 200.13' LT = 16668' ST = 100J2' T = 248.46' ST = 100J2' ST = 8335' R = 1330.00' SE = A6 IA.ITL -L- POC Sto. 57+30.00 -DR2- POT Sto.10+00.00 BRG AH 5 6' 05' 43.4 E RAP EMBANKMENT FOR .15 JAMES & JUNE ROODY I RIP RAP, 6 TONS, 12 SY FF 08 639 PG 396 z -DR2- PC1o.10+55.03 -Ojtg1 PC Sto.13+ 5'� 4 p Q °Q Qx a PUETES PUE TOE PROSTEEECTDETIONAIL'P' WITH PSRM SHEET 2-0 Tree Form -DR2- PI Sto 11+33J2 A = 85'08'47.8'1RT) D = 6r 24' 245' L = 126.32' T = 78A9' R=85.00' 135' RT / DR2- PT S o P1 Sto 13+5353 A = 70' 47' 5 5' (LT) D = 143' 14'22A' L = 49.43' T = 28.43' R=40.0' 0 BUCHANAN. DAN DB 237 PG 272 END FENC a TRENCHLESS INSTALLATION f.. 48' WELDED STEEL ' 1.11611.1111.1111111111111111111 135' RT TOE PROTECTION SEE DETAIL 'H' SHEET 2-D BEGIN FENCE E1P OE PROTEC END FENCE S 16.54.4 LA 1- 1 235' RT PROJECT REFERENCE NO. R-25198 R,W SHEET NO. ROADWAY DESIGN ENGINEER PRELIMIN DO NOT USE FO SHEET NO. 7 HYDRAULICS ENGINEER RY PLANS CONSTRUCTION FOR -L- PROFILE SEE SHEET 36 FOR-Y6REV- PROFILE SEE SHEET 56 FOR -DR2- PROFILE SEE SHEET 66 E ELBOW 2GI El? 235 RT KEITHEACH 8 AGCHELE PRESNELL 8 BRENT & HEATHER LEDFORD (%2 DIVIDED NTERESTI DB 551 PG 381 ELBOW KIND E. 2435D cc co R/W REVISION: UPDATING PROPERTY LINES ON PARCEL 27A AND 28. 2/5/2013 TFD KEITH & M HEELE ARD b(EAC H%b ETHER DIVIDED WTEREST3 DB=551PG381 L- a. X IPis Slo 65+4224 P/ Slo 72+9331 6s = 2' 33' 283' A = 26' 49' 36.3' (RT1 Ls = 250.00' D = 2' 02' 46.6' LT = 16668' L = 1.3/100' I ST = 8335' T = 667.75' R=2.800.00' SE = D5 —L— /. ° 12981 18505 -l- US 19 M irk -L FENCE E .: \ SPECIA a 100- 100- )2981 18505 -L- POCS/o.73+16.00 Y -' to. I w'• � • BRG I S f 26' /4.0' E 6' CARROLL. LAVONIA A. DB 207 PG 733 S 87'01'36' W 214.95' DRAWN FIELD L- NO� XISTING LOT & GU TEL y DISTURB 'ARKING A�DRAIL. DAVIS. JUNE HUNTLE DB 472 PG 39( QUA 8.18'3 7@SP I4 BST nIs' MORNING STAR PTSIo. /5+ B 08T151466 P6 77H \ 851 Ir LS LsE a, MOFFIT T, GEORGIA OB 388 PG 261 S 2GI EXTRA DEPT D=9.84 Ss 7- PCS►a. -Y7- PI Sto 10+87J6 A = 62' 09' 45J' (RT) D = 70' 44' 07.9' L = 87.88' T = 48.83' R=8/00' SE = D5 PI Sto /4+1571 A = 31'/3'15J'(RTD D = 17' 4f 020' L = /76.55' T = 90.53' R = 324.00' -DR3- PI Slo 11+/1.06 P/ Slo /4+2057 A = 67' 47' 11,8' (LT/ A = 10502' 00.4' (RT) D = 95' 29' 34.7" D = 47' 44' 473' L = 7099' L = 2/9.98' T = 4031' T = /56.48' R = 6000' R = 120.00' HOY BOONE & JACK CAROTIAY D8 97 PG Si -L- POC S/o. 75.00 -DR3- POT Sto.10+00DQ BRG21Att S 12' 40' 195' N 89143.56. PI WALLACE FREEDA BOONE ° (LIVING ESTATE) '6 D8 599 PG 284 I\ LASS 'I' RIP RAP AT OUTLET \ 8 SONS 8 8 SY FF MIL i GRAU 350 EPTIANK C T•• END CONSTRUCT/ON -Y7- STA 13+3000 DB 1°999 PG 33628 a_ 6q�2'4C E/ Ll, STONE PAVERS ' . 90.41' S Q00'4 1 4-1 4, -L-RT • DR3_ s 8 0 •2 +7075 9 I WALLACE B. BOONE &. N ALTON RAY RT -DR3- PC S/o. /2+64D9 MORNING STAR BAPTIST CIIJRCH DB 572 PG 675 i 5 87 p3.55' 1139,40' rn AO' STUf1B'WE \o FENCE SEE DETAIL 'G' SPECIAL CUT DIT ¢1 BEGIN FENCE 474 27.80 S/0 E — PDX S/a /5+2 .94' S BHA CPG 4 28.: N 30150112' E 2L97' 88.49'491 E 9/82' S 23135'OP 38.21' N 73. PROJECT REFERENCE NO. R-2519B SHEET NO. 8 RAN SHEET NO. ROADWAY DESIGN ENGINEER HYDRAUUCS ENGINEER PRELIMINARY PLANS DO NOT USE PO. CONSTRUCTION HILDA BOYD DB 365 PG 12 0 f► LLJ Aco N W FOR -L- PROFILE SEE SHEET 37 FOR -Y7- PROFILE SEE SHEET 56 FOR -DR3- PROFILE SEE SHEET 66 R/W REVISION: REVISED PERMANENT DRAINAGE EASEMENT ON PARCEL 35. 9/25/2012 TFD 00 0 T 36" RCP - BEGIN SBGIA4 STA 78+50' _L_LT _ yr LLI —L— PI Sto 72+933/ Pls Sto 80+19.91 PI Sto 95+03.34 A= 26'49'36.3'(RT) es = 2'33'28.3' A= 13'23'37fMT) D = 2' 02' 46.6' Ls = 250.00' D = P 14' 44.0- L = 1,311D0' LT = 166.68' L = I075.3P T = 66775' ST = 8335' T = 540J2' R = 2,800D0' R = 4,600D0' SE = D5 SE = D3 RUNOFF = 160' Js NOTE: RIP RAP AT TLET ON BANK ONLY .•- J. CLASS 'II' RIP RAP e?3AD OUTLET FOR JS LJO TONS, 75 5Y FF sa H TOE NNER 42' ,ED 35' 25' • HOWELL.JOHN N. 08 213 PG 639 �J5 -BL- 137 OVER TOP PIPE SSto. 80+08.88 -Y8- POTSto.10+00JlD BEGIN ENp SEE DETAIC'1 B Rh TCH S 6912733.E -Y8- PI Sto /3+3908 A = /' 06' 022' (RT) D = 3' 35' 109' L = 30.69' T = 1534' R = 4597.60' 617.17. 5 74.40'53. E PROP. RETAINING WAIL '1 AND CONC BARRIER RAIL W/YOYENT SLAB FROM -L- STA 78+50 TO STA 87+50 EE STRUCTURE PLANS Tar +23.74 'F,5(43 /2. /4f°6J6 -DR/9- L... PI Sto 11+019/ P/ Sto 12+01.43 A = 70'14' 292' (LT) P = 69'34' 44D' (RT) D = 190' 59' 09.4' D = /90' 59' 09.4' L = 36J8 T T = 20.84' T =2/JO R=30.00' R = 30D0' �JS CLASS '1' RIP RAP 10 TONS 23 5Y FF 111 LT JS 15" RCP-N V wSlab 200.T L`` .riiir REMOVE PIP AND DI —� S'60S'- 5'X5' D' W OWN :•X ST PT /f\ SEE DETAIL'X'_ DR DETENT •`' 8 DDE=685 C.Y. Slope =0.3% NE ROBNSON, AL TON IT. 08 216 PG 772 DB '29 PG 584 08143 PG 624 B S ) // G5. �E S / 15� -BL- 138 ft=.t— •MOVE ,, ** i i 1.7OI1 GI GI TYPE EAR' ENCE - - 37 Sto. 85+00.00 28, 91 62bgg 40'W ING 00' 45 PC Sto. II PT Sto. 12 BEARING 33' 58 `0. REMOVE DO BEGIN FENCE €13 J5 �r END SHOULDER BERM GUTTER ST , LOCATION OF TANI, AND DRAIN FIELD SHOWN BY ORNER SEPTIC T fUCTIOM - GP 6, \ O J7981 -7- US 1 18505 7014 ADT 2034 ADT 400 63E 260 OJ9 HOM'ELL. JOIN W. OB 243 PG 639 �S els'Sp 13'1i -192 PROJECT REFERENCE NO. R-2519B SHEET NO. 9 RAY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA RY PLANS DO NOT USE F0 . CONSTRUCTION FOR -L- PROFILE SEE SHEET 37 FOR-Y8-, -Y9- PROFILE SEE SHEET 56 FOR -Y19- PROFILE SEE SHEET 70 EEPL CLASS 'I' RIP RAP AT OUTLET RREPEALS W2 R 7 TONS ,15 SY FF 0 Y'S 66 96 40' LT !PE 1. CLASS TRIP RAP 7 TONS,15 SY FF REMOVE 18'RCP REPLACE WR4'RCP 0�13' RT 40• LTDB ROBINS N. PG ALL I : D. — N 5 TONS \ 14 SY SEE DETAIL 'H' • TOE PROTECTION SHEET 2-0 N 7719'24. W 59 2S0 BERM DITCH EE DETAIL' 175.06' 38.54' N 8l'23'S3' W -0 N 74 APPR0 °CAT R/W REVISION: UPDATED RIGHT OF WAY OFFSETS ON PARCEL 4l AND 42.AND PROPERTY INFORMATION ON PLAN SHEET. 8/14/20/2 AJF YOUNG. BOBBY R. 08 220 PG 460 • Y31E TPE�� 0og435 5/ SpA/ w94'C / N GP,MJ 350 PLUG A3DIe€IL 24' OTT /EI DALE & IIEDIE ROBI ON D8 308 PG 3:. HONEYCUTT. TONY 4. OB 196 PG 376 DB 176 PG 15 74'45'53. 24.23 36.88' N 67'00'53' W N 74'45'53' W 37.70 N 67'04'24' W lB'0'49' E .n 49.05' 50.67' 60.12• SS 706 S 66.40'14' E 5 61.34'08E BST ROX. LOC. N BY OWNER YOOST — 15 Fs _ 2G1 NEIIDALE VOLUNTEER FIRE DEPT. 47 DB 158 PG 287 n DB194PG5! 08646 PG613'i • EI .., 644.44'4943'27' - TTI PE RSON 553 60 STANK ' LOCATED SEPTIC TANK AND DRAINPRODS ER.ES WITH f z r � 7?�S yy i 54.n N 6899'34' W ? a, ° lo4as 1RO&T AND OR �• NEIIDALE VOLUNTEER FIRE 08 432 PG 569 N 22'54'33. E 20.43' S=E RR SPIKE Y MA/ �2 OIRTIN & VORONNYAINT LEDOFRDRD R DFOED E EST) 08 629 PG 690 -L- & 130 \ TO PROTECTION SEE L)ETAIL BM7 PROP.DEPR£SSED CONC ISLAND PLUGWABLE AND M ILL ATE -Y10- 00 20' RT N 68'20'25' W 145.76' -no- +05.02 20' RT 2 '34.22 E S L- P/ S10 95--t03.34 P/ Slo /2+74-Y10- .01 A = /3' 23' 37f MT) A = 8' 16' 06.6a (LT) D = f /4' 44A' D = If 27' 33.0` L = 1A= J6' T = 540J2753f L 72 T = 36.14' R=4.600.00' R=500AYY SE = .03 RUNOFF = 160' CLASS 'I' RIP 15 TONS 30 SY FF EIP NANCY,$ FORBES p868 PG 31L JB' Al END is W CON WALL, 5° E P., REMOV ' EX. DI AND RE .S LOCATED REP to. 9I+34,69 BEGl // -Y/0- 'I OT Sto. /0+00.00� BEGIltI C/A / �_ n Yb- 54 it HD 5 GR FORBES. NANCY DB 414 PG 267 DB 213. PO 271 7 TIMBERS 215.60' s 76g0.3f E Y/0- PT Slo. l3+IO.O3 -no- Par sro. ►3+608 POOP SYSTE \ht YAT C/O ROBERTTCHARLES DB 325 PG 699 • 208.48' S 516`5. E SR ,43�� TRf`W RO 4 6 HODGE, HENRY C. 0 / / OB 224 PG 167 ACCESS POINT APPROXIMATE BRENT PATRICK LEG ION OF DB 647 PG 458 FIELD DRAIN PROPERTY OWNER MARKED ON GROUND 424.57 ? ? C ti N 618'47' W 0 TAYLOR CARL TON 08 285 PG 129 i 08 198 PG 757 PB 2 PG 668 0 %�\\ a 0 GR 281.00. 5 EIP PROJECT REFERENCE NO. SHEET NO. R-2519B 10 RAY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE PO CONSTRUCTION 5=52. w SOIL BST REMOVE US INC 24' BST REMOVE HW GR APPROXIMATE OF TANK C ANDNDRAIN Ft PROPERTY MARKED ON GROUND 1 F' I -- I- LU LLI 2 tN LU LU U) L() T U) J LU Z EIP FOR -L- PROFILE SEE SHEET 38 FOR -Y10- PROFILE SEE SHEET 57 R/W REVISION: UPDATED SURVEY INFORMATION WHICH DIVIDED PARCEL 52 INTO PARCEL 52 AND 52A 4/17/2013 TFD R/W REVISION: UPDATED PROPERTY LINE ON PARCEL 49. 4/18/2013 CO W I- �WY BY3- 193 000 TT 7S NILS Pc AW RD I / ASK -Yll- POTSio I -Y/2- POCSIo aro MCMAHAN.GLENN •• ` DB1 ACC s POST 2QYTAPER BEGIN - Y12 -Y12- 109�t -Y12- dR REMOV 'S OPPRO L DCAT /--.- SEPTCI ADO SHOW PROPERT IS' CRP 0 /50 Ft/ SFD 0 T o.10+88 RG "AH , 5 D CONS RU WISE, GENE DB 321 PG 631 PB 2 PG 668 • EIP BRENT PATRICK LEOF�•I 09647PG4.:_ lr 32rWi5 ION 1N. - PT Sio. APPROMATE -Y LOCATION Or SEPTIC TANK AND DRAIN FIE612- MARKED 8 PROPERTY OW END CONSTRUCTION - Y12- Al DENNIS LEE HOWELL DB 468 PG 5T8 -Y12- POT Ski. I BRG BK S 25' S APPRONIIAAT LOCATION OF TIC TNK FIERY/2- -YII- -Y12- P/ Sio 11+58.12 P/ Sio /0+94.70 A = 15'44' 06.8' fLT) A = 44 41' 122 D = 16' 22' /2.8' D = 38' lr 49.9' L = 116.99' T = 61.65' R = 150.00' \ TY OWN APPROAIRATti -LOCATION 174' LT Y12- C/ACE YI2- •so DENNIS L. HOWE DB 192 PG 169 y3 S> L = 96.I2' /T=48.3'' R=350 35' RT \ -DR4- PI Sto /4+98A4 P/ Slo 10+7927 p = /2' 53' 29.6" URT) p = 43' 55' 43.7" (LT) D = 16' 51'06I L= 76.50' D = 229 /O 592' T = 38.4r L= lT = 10A8' R=340.00' R=25.00' SE = A5 PI Slo 12+31.78 (LT) A = l0'59'11.3'MT) 0 = 6' 44' 26.4' L = 162.99' T = 8/J4' R = 850. 0' SE =.04 3/4,2pn E MARTIN CHAPEL METHODIST CHURCH.124 DB LOST SIO.i I+ Iil� -L- POT SIo.110+0796 — -Y/2- POT S►o.13+52.87 — of_41°`►\`\\`\\\ \\\\\\\\ `, SL/ - 03 TONS i �� O 10 SY FF MMMMMMMM : I • `till; • w W s ss'sE za.B7• W000ROW HOWELL C/O BEN HOWELL DB es PGII ISEIKD \CS6 0 PROJECT REFERENCE NO. SHEET NO. R-2519B 11 RN! SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FO. CONSTRUCTION FOR -L- PROFILE SEE SHEET 38 FOR -Y I I-, -Y 12- PROFILE SEE SHEET 57 �y FOR -DR4- PROFILE SEE SHEET 66 SzAtt • BEGIN SBG M q2 4g W4• l.; \\ IS GIs S�TH T OE Hq Eq 26'OP 8� a 'P STA 120+41 ~� N U5 IDE 24' BST AfPIU TOR - - _ T _ _ MMMM _ • 7' T Solt - - - - - - - - -BEGIN-5E1G - - -. STA 118+60-1.-RE - —R LASS '8' RIP RAP 8 TONS 21 SY FF EIP-Y/2- POC 9o.14+65.00 \\-DR4- POT Sio. 10+00.0 BRG AH N 76'52' 44.PW /9) \\ C/O BUROETTEOBIN ROBINSON DB 315 PG 328 98E-223 GB 144 PG 245 E DETAIL 'Z LATERAL BASE GRASSED SWALE/ HAZARDOUS SPILL BASIN/ DETENTION BASIN SHEET 2-D DRAINAGE DITCH EXCAVATION= 677-2509CY STORAGE REQ'D=6377 CF = 236.2CY WEATHERMAN. CONRAD DB 465 PG 516 2 12629 18343 -I- US 19 20 4 ADT CLASS 2 TONS 7 SY FF END BC STA 1 0+41-e1-R1 I I EE DETAIL 'AA' STANDARD BASE DITCH SHEET 2-0 CLASS 'I' RIP RAP 15 TONS 30 SY FF 215/ a N r I— LU LLJ N LLJ LLJ O ir) O N I— J 1 w IT Ic ro R/W REVISION: UPDATED RIGHT OF WAY OFFSETS ON PARCEL 49A 57. AND 58.PROPERTY INFORMATION ON PLAN SHEET, AND ADDED PUE ON PARCEL 57. 8/14/20/2 AJF 1— T— Ll.l LL7 Z LU LLI N Q Lf) N J FENCE . _:8i i HMI II 'CEO rer EGIN BRIDGE /2Ut65LQ FENCE 6STAEE NDA DET 1WITH C SHEET 2 '.:. STANDARD BASE DITCH SHEET 2-D -BYS- I - - ADKINS. RICKY L/ 0B613PG5 AJY. LLC D8 342 PG 571 KENNY & LORI ROBNSON D8 614 PG 318 BEGIN L SE P• 10 N \�. --�-" 12' cup \ \ SR /424 DENEE5 RO IP BST ORR SPIKE -BL- 144 EG . - BEGIN T. W T 123+90-L-LT' ROACH I + JB w.Slob Lid END BRIDGE STANDARD BASE DITCH WITH CLASS SHEET 2-E DDE=30 C.Y. FF=70 S.Y. Slope=8.24% 150'RT TOR NG SLUICE GATE WMDWL C0 5 TO BE REMOVED SPILL BASIN DRAINAGE DITCH STORAGE STORAGE REQ'D= �IEE DETAIL 'AC' SPECIAL UltKnt BASE - GRASSED SWALE STORAG HAZARDOUS SPILL BASIN S� SS BOCK BANE -BYS- 200 DO CF =1900 CY •47.2 CF= 220.3 CY -Y13- PI S/o 12+8892 P1 S1a 14+37.83 A = 8' 58' 379' (RT1 A = 51' 29' 49.6- (RTJ D = 6' 56' 4L8' 0 = 32' 44' 25.6' L = 12926' L = 15729' T = 64.76' T = 84.40' R = 825.00' R = 175.00' SE = .06 ACCESS POINT -ttL-Sji�y� 1ELa1N--FEN(. YILSON.CAROLYN D8 468 PG 701 h0.1 ROP. RET AND CONC FROY -L- SEE WAL102 R/ER TfAi ,.. 125+50 ' 00 -BL- 145 PI S10 15+5122 A = 3'55'542'(RTI D = 4' Sr 20.1" L = 80.98' T = 40.50' R = 1.180.00' SE = .06 -Y/3- PCC S1o. /3+53.42 2GI - RCP III -BYS- 201 BEGIN CONSTRUCTION -Y/3- STA 14+82.34 U5 GE 25 BST 200'TAPER PROJECT REFERENCE NO. R-2519B SHEET NO. 12 RAY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA RY PLANS DO NOT USE PO CONSTRUCTION FOR -L- PROFILE SEE SHEET 39 FOR -Y 13- PROFILE SEE SHEET 57 Typ� N%�i7, BEGIN BRIDGE END BRIDGE ]T 1 N J/j U N i�{j ill N ' ra 1)R •' Y 1, fit cv S:(%/%$AAA,.+ a N M �-Sl N ref s5I . RELATIONSHIP OF BR/LOE TO PROPOSED PAVAIENT (NOT TO SCALE) St /50' FULL LANE THOMAS.JOINNY 08 1TI PG 429 M LC) T M r— 2 co A_ ti rT 9/23/2013 TFD FENCE C/A 2003iADT 6 8 -I.- US 19 i 12477 1838I L— -Y/4- Pl Sto 17+21.51 Pls A = 25' 26' 508 (AT) 9s D = 19'05' 549' Ls L = 13324' LT T = 6774' ST R = 300.00' SE _ .05 13 fl _IVSAEiGE Zj• S 76'50'20' E g9,;6:0' E HES.BETTY H. H/ r,4c 111111 END O -)7 •p BRG •:K S 59 .', DANNY L. & ANGELA WEATHERMAN \ DB 230 PG 138 08 207 PG 197 242.77' S 75'59'48'E -Y14- POT Sto. 13+98 THOMAS,JOHNHY / / �THOMAS.JOHNNY 08 inPG inay OB PG 52 Lip Sto 137+2777 P/ Ski/43+62.62 P/ Slo 12+16.85 = 4'17'499' A = 29'56'5021LT)A = 360r132'1RT) = 300D0' D = 2' 5r 532 D = 27' Or 34T = 20006' L = 404536' L = /3328' = 100.05' T = 5349r T = 68.92' R = 2,000.00' R = 2/2D0' SE = D5 SE = 06 LIP +5371 WOODY. ED ARD�A. 0 -Y/3- PT S4oe17 87D1 BRG AH S 12' lr bl HUGHES. GLEN 08 208 PG 843 180.94' N 7673'49' M BY8- 209 BF _. -115, ' `�'ST'? ` -L- POSSto.135+4528 EC11 I$ENACE 8EOI 1 .V, P TICCR 4NN _ ND DDK 86LT 45' LT RANDY HOOVER & TAMMY H.GARDNER 08 323 PG 95 RUCST//O,N /+T 29 z9.5P E . ..'i. N043 6 -Y/5- Pi Sto /2+46.87 A = 33'22'14.8'1LT1 D = 28' 38' 52.4' L = 1/6.49' T = 59.95' R = 200.00' H 85'22{'59'w 98.35'W N '2 90' RE 5- / ..� ,END C/A 1 ti \�� ,qI' 1 I gars i=o=IEGQ� .4:v 1 PI Sto /3+49.64 A = 6'36'527'1RT) D = 7' 09' 43.1" L = 92.36' T = 4623' R = 800D0' 105' RT YN L.CRAWFORD B '=ARA J.BRANCH 08 . 9 PG 518 DANNY L. & ANGELA WEATHERMAN 08 213 PG 592 08 199 PG 172 08 525 PG 183 5 ,Z Se•Iz' y J2477 -L- US 19 18381 2014 ADT 2034 ADT 100- 100- .s o\ OJ?K BLACKBURN. ROBERT DB 292 PG 403 -L- DR21- PC Sto.10+4136 DR2/- POT -L- -� 10.10+00.00 SS PO NT _ ... .. _ / �i / ss,. FENCE 12477 18381 L.L��!�:♦li��•-r •iritECIANWWie w f-�• •yam.-� 'n♦-•�•v♦ 1►•i ♦ �` l�r - I - 'NI ���•��� !.�• �.:e�1�♦.fir-1..: �.�• �: Ate— 11 50.7i' 2014 ADT 2034 ADT )2477 18381 -L- US 19 39.72. 65'0572 2.411 438 44.72' S 654042.E E S 7579'02' E R2l- POT Sto. 13+20.00 R I- PT Sto 23'0'32.E 12 183847j PROJECT REFERENCE NO. R-2519B OW SHEET NO. ROADWAY DESIGN ENGINEER PRELIMINA DO NOT USE TO SHEET NO 13 HYDRAULICS ENGINEER RY PLANS CONSTRUCTION 150 95' FOR -L- OFILE E EET s 66'2 0 FOR -Y 13- PROFILEESEEHSHEET057 FOR -Y 14-, -Y 15- PROFILE SEE SHEET 58 FOR -Y 16- PROFILE SEE SHEET 59 -BL- 148 WILSON FAMLY PARTNERSHIP.L TO -Y16- 08 573 PG ,65 AVE -Y16- PI Sto 28+08.83 A = B'39'31.8'MT) D = 6' 28' 52.7' L = /33.60' T = 66.93' R=884.0Y SE=D6 EN' -Y/6- 55 SYCAWRE CIR 19' BST BOBBY B. A TERRIE L. ATKINS DB 478 PG 28Y7- 204, \ NE GE 47' RT -BY7- 205 4, 1y000 900 'ROCK AN PI Ste 143+62.62 Pls Sto /49+73.12 0= 29' 56' 502' 1LT1 6s = 4'17' 499' D = 2' 5r 532• Ls = 300.00' L = 1.04536' LT = 200.06' T = 5349r ST = 100.05' R = 2.000D0' SE = D5 Pis Sto /53+06.4/ PI Sto 163+23.87 6s = 130' 280' A= 28'05' 42.6-(RT) Ls = 200.00' D = r 30' 28.0• LT = 13334' L = 1.86334' ST = 6667' R = 3.800.00' SE =D4 P/ Sto 12+91.63 P/ Sto /4+68.6/ A = 6l' 22' 33f (LT) A = 26' 32' 37.0' (LT) D = 27' 17' 0/3' D = /7' 37' 46f L = 224.95' L = 150.56' T = 124.63' T = 76.66' R = 2/000' R = 325.00' SE= D6 EIP .. .. -L- SC Ste.153+73D7 ^ REMOVE 12• I� '� � ,.��• wr' MOVE PIP ,�4 -_ K RO VA ES =r AND HW _- !S .^�!ii�ril. L iili n s7 p somp .�...+ �iLIL_TLTs �r .. 4P 5 30'59'39' E -Y/6- PCCSto.20+4''.i`0 S 62.46'43' E 5.15• S 32.42'3i *ILSON FAIAI.Y PARTIERSHP. LTD 32.17' DB 573 PG 165 S 64'09'44' E 28.14• `m S 72'OP39' E { S I6'29'16• E 2-4' ROC 3'RO1K WA nli 8 O E aq f96 I CBB IRREVQCABLE TRUST C/O CLYDE D. YOUNG _.197 0 im+ 0 08 6�a ft 74 If 0 0 \ / \ ROCK JOE Y. 8. LAVA CA K. MOORE \ DB 651 PG 19 169.32' N 8315'23' E iN *S I3'22'os. 2L92' m S 2T5'O6'3.E .. I,• • G BRANCL} CREEK*: STREAM RELOCATION O SEE SHEET ESAMATEO DRAINAGEA3ITCH. N.. EXCAVATION= 190 CY 1 .is- 12477 -1- US 19 18381 701434 AST 20 11914 UT TO LONG BRANCH CREEK STREAM RELOCATION SEE EET ESTI II. TEO-DRAINAGE DITCH EXCTION= 1,450 CY -L- 2GI TYPE 36_ROCK BEGIN Al 01 -Y17- PT Sto.15+4252 SAG 2+50-L-1 Y. FREDIA N. 08 181 PG'09 .4 SEE DET DRY DET 'CO • N BASIN \SEE SHEET '2 EST. DDE=220C. FF=245 S.Y. S=1.91% 3 LASS '8' RIP tg 'STRUT O , ST • 5000 wn 193 1GQd PRESNELL. BRIAN 11. DB 308 PG 508 C END Si STA L155* -BY7- 208 -Y17- =PI Sic 12+09.14 A = 50'18'30.6'1RT) D = l6' 22' 128• L = 30732' T = l6436' R = 350.00' SE= D5 FOR -L- PROFILE SEE SHEET 40 FOR -Y16- PROFILE SEE SHEET 59 FOR -YI7- PROFILE SEE SHEET 60 BEGIN S, ST RUC -Y17- ST 13+50 Y1- // FS 2G1 -L- POCS1o.157+8934 -Y16- POTSto.10+00.00 =ri7-=-POT Ste.15+8052 Sto.10+4478 �r S /f 27' /9f P/ Sto 15+6490 A = /7'/6'29.4'1RT) D = 8'45' 22.6' L = 19728' T = 99.40' R = 65434' R-2519B RAY SHEET NO. ROADWAY DESIGN ENGINEER PRELIMIN DO NOT USE FO HYDRAULICS ENGINEER RY PLANS CONSTRUCTION -Y/7- POT Sio.10+ 124 -Y17- PC St(0/+6700 133' IT -i- NERDALE PRESBYTERIAN CHURCH D8 213 PG 388 15� AFRER � 2,,i, CLASS B TOE PRO lkYT --b BERM DITCH TA 160+00 TO 1625I/L RT 85' • SEANPTKIC T' DELI P/ Sto 1943053 A = 6'2r472.MT) D = 2'42'452• L = 234.58' T = 117.41' R = 211225' P/ Sto 21+31.47 A = 16'23'22D•1RT) D=9'50'58.8' L = /66.40' T = 83.77' R = 58170' N BST IV RC SR 1423 IIEWDAL P tn tri ROBINSON. CHRISTOPHER 00 217 PG 808 UC.H IYAY 18' BST _ _ Z \P 1SF BUS 1 I DB 258 PG 67,tF BUS CLASS 'B' RIP RAP ,j8PRT II II I I II Q II I II SS 6410'59E 4B•CONS Iu -BYO- 213 ' 4"3 /n / 1� ROLE Y.3 EIP WA RWALL -- o5. EIP DANNY A ANGELA WEATHERMAN DB 623 PG 22 OBINSON. CHRISTOPHE DB a PG 808 EIP 23 .11 .3..56 LJ 2 0 CLASS 'B' RIP RAP 5 TONS REMOVE REMOVE ER.[4' LMY V-PLUG REMMOyE }LW--. DELLINGER, BILL R. DB 338 PG 647 09 314 PG 98 08 226 PG 204 N ISJ,9g. 53h�n P/ Sto 163+23.87 Pls Ski /73#03A8 0 = 28' 05' 428 MT) 6s = f 30' 28.0' D = f 30' 28.0' Ls = 200.00' L = 4863.34' LT = /33.34' T = 950.80' ST = 66.67' R = 3.800A0' SE=.09 SEE DETAIL BERM BAS SHEET 2-E BILLY & LUCY DELL I ER 00 559 PG 199 S 75'3R 335'E JE218,05 WEL PRESNELL HYATT 0 DB? PG2 Gy O 00 J� e / 12' CIAO a Q -BYU- 214 LUCILLE WILLIS MAOO�EDG DAV PORT DB623PGWB Ey454-aR4CIP h WANDArD A D8451 PG120 LASS 'B' RIPSRAP TAMS, IO SY FFy T' A CLASS B RIP RAP S 114.41' g1 E NAIL LISTER. DONALD 00 304 PG 41 EIP \ A 74 JERRY MCKINNEY & NORMA FAYE Mc1SU4EY D8 297 PG 87 S L R-25198 RN/ SHEET NO FOR -L- PROF SEE DETAIL BERM DITCH SHEET 2-E 453.00• 69.30 00• E -L- 15 HYDRAULICS ENGINEER R/W REVISION: REVISED DRIVEWAY WIDTH ON PARCEL 76. 5/29/2013 TFD 01 EbGE598 JERRY MCKINNEY & NORM FFA7 EPM84NEY I �\ \ \ S S6b62\ ). ;2. s. SHEPERD, CAROLYN L. OB 298 PG 30.1 / / / o `r,s,3 \ alba N4 o EOB Ia7T�'G 6TAM om /0/ HALL, CHARLIE y� EIP© 0 \ I % \\\ 0 ro s ' �',,� /4/ 0- De 315 PG 663 4WD of y p \ ANGEL KENNET \ \ B035 /AE / / mn 4- �� �� 0 OB 22f PG �52 / / zll _ PR SPIKED © N\\ L—" RQSar� EIP _ cR—a 1-.EI�r� .j1 Iz'BKApaK3 cnu I��� EIP '• OttWW __-_�- 4'4' 2_5• CONC. w� 3 -BYII- 216 CLASS 'B' RIP RAP 5 TONS 14 SY FE SEE DETAIL 'AK' BERM BASE DITCH SHEET 2-E PRESNELL. JUANITA DB 137 PG 157 200.00' N 70'05'45" 71M P1 Sto 186+8356 A = 1/' l0' 40.5' (LT) D=O'59'16.3' L = 1.131.53' T = 567.57' R = 5.800.00' SE = .03 RUNOFF = 160' DRAINAGE DITCH EXCAVATION = 235.2 C.Y. SEE DETAIL 'BD' SPECIAL LATERAL BASE DITCH SHEET 2-F CLASS II RIP RAP -1- 202 TONS OVE STA 181+00-L-LT ISIATL BUS 100' RT C N OF EP.E TANK lE • ED) DRFIELD SWZ• BY P OVINE STYLES, GREGORY OB 459 PG 629 ISBK BUS FOX TEO DB 129 PG 428 18 vo Iab Lid EE DETAI TANDARD 2-E 'AL' BASE DITCH DOE FF SY 0.1 450.11 .. ..}. CLASS HONEYCUT T. TONY M. OB 196 PG 885 GEOENVIRONMENTAL SENTIVE AREA 30* SP 160RT SABRA BENNETT DB 514 PG 88 -BY11- 218 II I YOUNG. FRITZ DB 239 PG 128 2SF BUS CL I RIP RAP 20 TONS, 9 SY FF SEPTIC TANK D DRAIN FIELD SHOWN BY REMOVE FENCE DRAINEPT1 -LLi NO Dt{ y \ FIELD / As,. APPRO%4MAV11III 160' ET w \ I LOCATION OF / SEPTIC TANK IIItCUR'Y. *LLJAM R. END DRUA+ FIELD 2 \dB 38i PG 278 SHOWN BY p..•E' Y • N' \ z---\\ 6'W APPR \ \ SEPTDA E \ AND DRAIN FIELD 30' CLIP PROJECT REFERENCE NO. R-2519B RAY SHEET NO. ROADWAY DESIGN ENGINEER SHEET NO HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE F0. CONSTRUCTION FOR -L- PROFILE SEE SHEET 42 -L- + 55.00 END FENC ENSLEY. CAROLYN OB 206 PG 783 US IDE 26'BST PROJECT REFERENCE NO. SHEET NO. REVISION: REVISING PROPERTY INFORMATION ON PARCEL 8/. 12/20/2012 RWB I— 2 12029 17743 4.14 400 12029 i7743 I— LU LU U) L.1 LUJ V) -Y18- PC Ste. /O+00.00 " EIP BRG BK S 72'33'269' ENSLEY. CAROLYN D8 206 PG 785 1\ �] \ 2'3p•5Thc { n06• SR /423 15 -- __SR RR RAY. MARK OB 440 PG 234 J . '-1. liter END FENCE EIP 5 02ro177 tl KELLE LYNN TIPTON 08 6IPG 175 -Y/8- PT Sto.12+2345 END FENC END C/A -L- PT Sto.192+4752 CL I RIP RAP 20 TONS, 39 SY FF BRG AH S 58 19' 57.1- E H 7R67. \93972. -7 Qq.8 SHELl DB 519 PG 2 6.58' LT SHERMAN & RUTH FOX IL.E) 08 654 PG 34. FRST TRACT D. BYRD ISO, 25.00' O'RT / / \ +02 RT -Y18 /PC Ste.13+1 P1 Sto 186+8356 A= It /0' 405 (LT) D = 0' 59' 16.3' L = 1.131.53' T = 56757' R = 5,800D0' SE = D3 RUNOFF = 160' EIP BEGIN CONSTRUCTION -Y18- STA 12+6000 B'GIN P 07.52'07'E BRG AH S P/ Ste 201+22.52 • = 2' 24' 417" (LT) D = 0'42' 39, L = 33925' T = /69.65' R = 8. 60.00' SE = 02 RUNOFF = 100' - Y18- POC Ste.14+20,00 - DRS- POT Sto. 10+00.00 - STA 12+ D0 BRG AH S 72' 24' 572'W ROBINSON. CHARLES 08 463 PG 178 08 462 PG 348 • �A6J•XI8AOF -DR: PRC Slo.10+57.6' ^`) FIELD AND �• P TANK. PROSDivt1�'f • 8Y PROPE•DA n OWNER -Y/8- P/ Slo 11+12.30 A = 14' 13' 29.9' (AT) D = 6 2P 58.3' L = 223.45' T = 112.30' R = 900.00' SE = D4 EIP /95+50 - POT /5+4595 JAMES R. & VERONICA GILLEY DB 492 PG 33 p W -DR5- PT D CONST 4048 64•e. 48.77' N 84'48'20' 15 CR 5 86'36 4T E MICHAEL DEAN & LIS GRINDS TAFF 08 633 PG 292 -_ �Ov P/ Sla 14+12.48 • = 66' 55' 685' (RTI D = 38' lr 49.9' L = 17523' T = 9916' R=150D0' }o. 2+11f& BK S 74'''i•.7f 7.19L6 SEPTIC TANK Q6•g62 0•/8 39V8 97.93' 8616'41' E / GRACE DeGROAT izi I/I 0.1VNG ESTATE:'- • X 141 T• OW fAn \° ACY & AM NDA C.X DB 74 * • 41.64 -DR5- NORMAN RABEK & JOY BOOTHE 08 647 PG 745 Pl S►o 10+37D8 A = 50' 44' 122' (RTI D = 114' 35' 29.6' L = 4428' T = 23.71' R = 50.00' W oL N 86'36'4Y ALAN WOODY DB 129 PG 443 0 ISSND PI Sto 11+0124 A = it 56'19J'(LT) D = 20' 27' 460' L = 87.66' T = 44J9' R = 280.00' BRAD217O'G02206 D. R£T.WALL -L- +25 00 93.36' LT 67' LT YOUNG. BILL YOUNG. BILL R. A YOUNG, SHIRLEY 013121 PG 192 08 226 PG 75 D8 226 PG 37? k 250,g3 (O' COX. TRACY & COX. AMANDA 08 400 PG 109 HARKED POPLAR EIP ES) 9}800 • H YOUNG. BOBBY R. DB gI PG 561 I 1 tn R-25198 17 RN/ SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA DO NOT USE F'O RY PLANS CONSTRUCTION FOR -L- PROFILE SEE SHEET 43 FOR -Y18- PROFILE SEE SHEET 60 ND FENCE 196.27' 5 84.43'54' E HULL BUS NN 7515'40' W *3'.BST S 81'35'36' E 88.2P Ll x� ATKINS. COWE M7 08 654 PG )6 ND SECOTRACT r LU LU U) LU LLJ U) O LA O N Q N J I LU Z -J EIP S 84.22'17. E 5/20/2013 TFD CO a LLJ LLJ V) LLJ LLJ 0 LC) 0 N J LU 1 -L- PI Sta 212+13.07 A = 2'14'13.8 (RT) D = 0' 42' 391 L = 3147r T = 157.38' R = 8.060.00' SE = D2 RUNOFF = 100' Pis Sto 215+37.09 PI Sto 220+11.65 es = 2' 27' 09.8' A = /5' /5' 46.4' (LT) Ls = 250D0' D = 157' 43.9' LT = /66.68' L = 777.85' ST = 8335' T = 39/24' R = 2.920.00' SE _ .04 • X. SHERMAN D8 142 PG 3,697 L_ AIL 'Ai40' LT +3 8KD EGIN 5190 25'BST END FENCE EIP -® EIP FENCE ATKINS. CONME MAE D8 654 PC 36 FOST TRACT 5 .•' ,I . Y OSEE DETAIL . PIPE OUTL a, CHANNEL E'T 2Q SHEET DITC -D 'ND FENCE -Y/9- PI Sto 11+53.83 A = 8' 45' 23.0' (RT) D=6'0r52.r L = 145.19' T = 7273' R = 950.00' SE = NC 431.45' 5 8514'3 5 88.54 51 s� 4 2' 0 00.00 100.00• up N 78700'S7M - DR8D- POT Sto.10+00.00 - L- POT Sta.207+66D5 RG AD S 0' 33' 248' E i R20- ll 35' YOUNG, LINDA SUE DB 444 PG 295 0B 654 PC 38 -Y20 PI A D = 2 L = l54qJ T = 81�2' R=200' +382/ P/ Sto /0+72.90 09' 17.9' (LT) t. = 9' 3r 46.6' (LT) 52.4' D = 7' 44' 33.6' L = 123.08' T = 6468' \-r\R = 740.00' � SE = D6 \ z\ \ 1 d k JS-�--_ _ _ - fr\ - t.. O_ BEGIN CONSTRUCTION N -YI9- STA 10+ 5.00 HERMAN & RUTH FOX 0./E1 FOX, HERMAN GCO4ST'UCT/ON De 142 Po 359 - Sto 10+3231 -Y19- APPROXI0A EPTIC AOCAi!/'u. P/ Sto 10+3321 P/ St P/ Sto 13+14.48 A = 49' 56' 228' 1LT) A = 59.0' MRT1 A = 62'05' 501(LT) D = 114' 35' 29.6' D = 29.6' D = 114' 35' 29.6' L = 43.58' L = 111 L = 54J9' T _ 71 8' T = I 70' T = 3010' R = DO' R = DO' R=50.00' ISBRO +64,18 - Sto.10+5270 35 82' 58' 535' E -L- 88'25'20' VI16.53' y19 RT REMOV DR7- PC Sto. 11+22.80 BEGIN FENCE f;l 0PC {j HUSKNIS.FRANCES � 08 130 PG 284 -Y19- -DR7- { E�'LP I P` 1 PI Sto 10+44.44 PI Sto 11+5730 BEGI /;to, 3T4r ON A= 77'53'13.9'(LT) L = 89'/0'257'(RTJ.� � D = 38( 58' 187' D = 163' 42' 08.0' 4 7-Y e • L = 20.39' L = 54.47' //. k _ oo, T =12.12' T =3450' R=15D0' R = 35.00' e -DR20- POT Sto.10+ ;27 IHFE.CATHEY BEAVER BEAVER AND 554 PG 324- r Dam 8 539 PG -YI9 BRG� 379.0r N 88b-P0C Sto. 9+70.00 -DR20- POT Sta.10+00 GIN PROF/ -Y20 T' is fit 01, N 12.49.38' PCC Sto. 10+1122 SEE DET '8X' STANDARD BASE DITCH SHEET 2-F DDE=128CY FF=110SY 5=0.0400 'SBrrD yo� MCMAHAN, TERRY OB 151 PG 315 /+ 92 26 S709'4 4cE \• TRENCHLESS INST \\) 54' WELDED 9a l fo:'2/1+335� �tia• `lam �� , lit %-Y/9 POC3-*T5todat.12+862, miff VA IIEW FEND E �l•��')1*, V/ _ � dI/_ PIgligNIEMommIlixi4N iimm. -L- POT Sto.2/0+75.00 END CONSTRUCTION -DR8D- POT Sto. 13+90. 0 SEE DETAIL 'AM' LATERAL BASE DITCH POT Sta. /3+9429 W,CLASS '10 RIP RAP PT Sto. l3 85.91 BRG AD 5 6' ' 039'W x -x____xJ -DR8D- PI Sto 10+870/ P/ Sto /3+77.45 A = 76' 10' 422 (LT) A = 83'Or aD' (RT1 D = 229' 10' 592' D = 381' 58' 187' L = 3324' L = 2173' R=25.f0' R=I5.0000'' oh ti0. Ls T8.05. Q xi>s DAD BASG'9I HE RAIN E ' CH yl.gj �gp�1Y SEPTIC `TAFKeA ND DRAIN FIELD SHOWN BY PROPERTY OWNS 00' RT FENCE HUSKINS, TROY 08 253 PG 5551 2014 ADT 2034 ADT 12422 -L- US 17743 1000- 10a 100- 19029 17743 9014 ADT 2034 ADT 12029 -L- US 1 17743 1038 43 68 ' 400 37279 17943 /1+80.0/ NG AM;,,= 46' 00.818 5 42•51'34• N E .79' PROJECT REFERENCE NO R-2519B RW SHEET NO ROADWAY DESIGN ENGINEER SHEET NO. HYDRAUUCS ENGINEER PRELIMINARY PLANS 00 NOT USE PO. CONSTRUCTION to.13+3857 Sto.13+84.49 BRG BACK = S 82' 5r 50.9' E 0- POT Sto.13+58.00 ONSTRUCTION 0 Ll7 oo iiiiiiiiii SEE DETAIL 'W' RT BERM N' DITCH SHEET 2-D -L- SC Sto. 2/6+20.41 LLJ )-- FOR -L- PROFILE SEE SHEET 43 FOR-Y19-,-Y20- PROFILE SEE SHEET 60 FOR -DR7-, -DR8- PROFILE SEE SHEET 67 FOR -DR20- PROFILE SEE SHEET 70 FOR -DR8D- PROFILE SEE SHEET 67 I- m R/W REVISION: UPDATED RIGHT OF WAY ON PARCEL 98.99.AND IOOA 2/12/2O13 A✓F co I- W y W 0 JEn r co N J J I- P/ SIG 220+11.65 P/s Sic 224+81.61 P/s Sic 232+79.78 A = /5' /5' 46.4' (LT) 9s = 2' 27' 09.8' 6s = 6' 08' 19.8' D = f 57' 439' Ls = 250.00' Ls = 300.00' L = 777.85' LT = 166.68' LT = 200.12' T = 39/24' ST = 83.35' ST = 100JP R = 2.920A0' SE = D4 PHIIP & DONNA HUSK NS LARRY & SELINDA BONE D8 469 PG 502 EE DETAIL 'W' BERM 'V' DICH SHEET 2-0 HUSKINS. TROY DB 253 PG 555 2G1' TYPE ' / : z b FENC / FENCE -4- D END anal, c 6771V EE DETAIL B^' EXISTING DITCH SHEET 2-F 22.46, N• 46• t0 MCGEE, EARL DB 126 PG 18 8 AP TYPE°i(" L- • _ 7 CAT -I ie A,• , i A•TY� 7i� KmI 4T0.76' 5577'08'36W SEE SHEET 20 X-—X 48• WW X-x DO IS' CSP ELBOW EGIN RET.WALL MCGEE, LARRY J. 08 170 PG 279 PROJECT REFERENCE NO. R-2519B SHEET NO. 19 OW SHEET NO. ROADWAY DESIGN ENGINEER 12 co 0 2 PRELIMINARY PLANS HYDRAULICS ENGINEER L- SEE DETAIL 'VS ink ERM 'V DITCHter \ L_ .4010,106. C HAD J. & CUB.DELLNGER DB 637 PG 317 DO NOT USE FO CONSTRUCTION FOR -L- PROFILE SEE SHEET 44 2GI PE 'A' AND CONC BARRIER RAIL W/MOMENT SLAB FROM -L- STA 226+50 TO STA 229+50 SEE STRISLUIRE PLANS. _ - ' "- 0 2GI TYPE 'A'4:11 NO RET.WALL 52.EIP S 'IfRI� SEETAIL 'AY' STANDARD BASE DI SHEET 2-E ODE=27CY FF=255Y 5=0.0500 TT L. HARMON. JR. 5 79'IT'S9' • 209.83' TYPE A US I9E 24'BSTO .I �18 wSlab SfPTPR°Nid. SN°Y a-k f FENCE MCCANDLES DB 258 73. .BURKE A. 677 BOONE, JAMES R. DB 156 PG O3 08 522 PG 293 -L- 6U88ERb Vt.rE 52i' Pls Sto 232+7978 PI Sto 235+40.37 Pls"o 237+9979 9s = 6' 08' 19.8• p = 13' 05' 492.UV) Os = 6' 08' 19.8' Ls = 300.00' D = 4' 05' 332' Ls = 300.00' LT = 200J2' L = 320.02' LT = 20012' ST = JOWL' T = 1607K ST = /00Jr R = 1.400.00' SE =.06 068169�PG32SEiE LISTER HAD JIB 6�7B WHGER / MET •DST FENCE N q 6 ig9,06' IN GLADYS BUCHANNAN REMAIiNG PORTION OF OB 121 PG 283 OROSJ SEE EXCEPTION TOFIELO • ION of DB 637 PG 317 l V N N 4. i.n X SEPTIC Z � Sp1li MCCANDLESSOIUURKtE 5yob DB 258 PC 67f-. S 80 42 49' E M� tid N g4'43.4p E11 i 56 S 41,t0 4506 06 E, JPPG inR. 08 522 PG 293 BEGI FENCE A 5 86'38'20' I 67.01' 53 99• ow 25.00. 48, S 72.05.42. E 72.05.42• E 18,03. S 72.3279•E 142.46' S 75.41'33E CHEVER b GNNMTH MFrdCA \c DB 583 PG S T Dcu TANK W❑ \ 9 - PB 2 P lOT used , � CI 0 0 0 PER STAFFORD, PHLLP R. DB 250 PG 570 PB 2 PG 186 B.C.0 S 77'32'53' E DB 629 PG 516 204.25' "- REMOVE HW AND 18' PIPE 9 CL B RIP RAP B TONS, 21 S...Y - - =L- 83 11 171.07 LT DRAIN FELD -L- +05 ON PL CHARTER COMMUNICATIONS I. L.P.. DB 269 PG 50 -- _--_ _ C 'se y5O . { /\- /\T SOIL _'. . 71 SEE DETML LATERAL BASE SHEET 2-D 5 4.29'36' E u 7.45' 06 y; GRASSED SW -L- t53,00. 68„„6. E RENFRO, JERRY 0. D8 219 PG 149 r53. . S 6` P/ Sto /0+9179 p = 16'06' 30.6 (RT) D = 28' 38' 52.4' L = 5623' T = 2830' R = 200,00' �S� I -Y21- 0 END FENCE PI Sto 12+2828 A = 3'24'37.5•(LT I 0 = 4' 46' 287' L = 71.43' T = 3572' R = 1200A0' 7B'50'33• 12222 -L- US 19 12229 17943 17943 2014 ADT 2034 ADT MCCANDLESS. BURKE A. DB 258 PG 680 PB 2 PG 186 B.C.D ' E_ S 7575'16• E - - - -7'58- '- 83A2<- _ 7713'50' F \ZARD- U/ GR '32'53•E w 800 i5'• FENCE i•� 8 �:r VX SEED 8L 'BC• -URBA- ST D0 DITCH BRG BK SHE 2-F DE 0556O / 1 y l F .1g S -��1!ESt6 /0+ 35 fc:TIW _ -I • ;1• l, P.. JD+6• •I N. PROP A HIS II �_ MCCANOLEiS.8BU re. DB 581 PG 323 P8 2 PG 186 -L- POT Sio.243+75.00 -DR8B- POT Sto.11+8739 BRG BK S /3' 38' 087' W REMOVE GR 0 CRABTREE BAPTIST CHURCH 08 288 PG 312 -DR PI Sto 13+16J6 PI Sto 10 _ ..35 A = 30' 57' 455' (LT) p = 40' t+' 58.5 D = 30' 24' 47.7' D = 143' 14' 22 L = l0/Br L = 2833' T = 52J8' T = 1479' R = 18839' R = 40.00' ND F Sto. 10 75'50' RUCT, -Y21- S 85.42'44. 2 Y19 4238- -DR8B- PI Sto I1+0724 A = 44'24' 043' (LT) D = 5T 17' 44.8' L = 77.49' T = 40.81' R = 100.00' i, ::- •IT to. 10+001I ].Bo' r l : 02' l3, : r 1 K/ �4:R. T/I . �6'4TE 4 PC SIo0+66;43 S 3Z. x-PT-mo. 11+93 243' -Y21- POT Sto. I BRG AH S 28* 38' 04.0'W REMOVE PIP AND HW Po •CE q� cIM�' -Y21- BEGI A 24 EI R - CON TFt�#I its l- 13+OOAOUCT/0 I &21-PT +9 /x { BRG AH S IOS.'2213' 657u7' W 01 Y2/TSF6POT to.14 LE PGS 6 SBG +65-L-RT PROJECT REFERENCE NO R-2519B kW SHEET NO ROADWAY DESIGN ENGINEER 4. SHEET NO. 20 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FO CONSTRUCTION FOR -L- PROFILE SEE SHEET 44 FOR -Y2I- PROFILE SEE SHEET 61 FOR -DR8A- PROFILE SEE SHEET 67 FOR -DRBB- PROFILE SEE SHEET 67 5 77.331. E 20.00' S 77.331. E 15,00' PB 2 PG 186 B.C.0 � 5 T7'33YP E 13.62' M UBA 255B8 PGS. B6880KE A. P8 2 PG 186 B.C.0 36.97' - T.ONC 5S2Q3 PSH S SHEET / END SBG STA 246+49-L I- PT Sto.1 B AH S 44'44'34.6•W -Y21- •IT Sto.11+50.00 02 DRMER RQBERT-_A EEL BREWSTER & BRENDA BENNET DB 657 PG 525 - POT Sto. 10+00.00 AH N 35' /5' 25.4' W 4a'WD ATL 06RN R/W REVISION:UPDATED RIGHT OF WAY OFFSETS ON PARCEL 107A.1/O,1/1./I/A.112.AND II5.AND ADDED PUE ON PARCEL 107A.1/0.1I1.AND I12.8/14/20/2 AJF 03 To 03 2014 ADT 2034 ADT J00- z O 100- 4i 838 IJOUNTAIN 6111S END ^ \ ONCE BEG B END FENCE 12112 17705 73.40'00. E 00' Y..NG. BILL 350 PG 205 08 185 PC 596 '08 193 PG 682 8,T ROBERT ABEEL BREWSTER & BRENDAIBENNET 08 657 PG 525 26' RT �YUE UNABLE ❑ SEPT 5 -DR8C- PI Sto 10+27.63 A = 38' 06' 36.5' (RTI D = 7f37'1lf' L = 532r T = 27.3' R = 80.00' BEGIN SB STA 249 4 25 -L- RT P/ Sto 11+18.91 A = 78'47'22.0'(LT) D = 7f37'ILO' L = NOD' T = 6570' R=80D0' BLL YOUNG OB 502 PG 613 -DR8C- PC Sto. 10+00.00 PI Sto 12+51.67 A = 8f 33' 12.4' MT) D = 1/4' 35' 29.6' L = 7/J7' T = 4312' R=50.00' 146.35' 8C- PRC Sto. 10+53bT''6'52•E A- T END T Sto. 11+6322 95 d 8�5 p9 Q \ \ MERISA ANN LAWING 0B 422 PG 275 162.79. S 7 E_ AH 68' 06' 407' E -D - :C- PC Sta.12+0855 -DR8C- PT Sio.12+7972 BRG AN S 13' 26' 31T W FILE -Y23A- -L- POS Sto. 253+70.00 -L- P05 Sto. 251+70.00 BEGIN FENCE BEGIN C/A -Y23A- Y23A- G8, YOUNG. BILL R. 08 MI PG 146 7415.41• E 4- YOUNC.BILL R. 0B 247 PC 375 08 232 PO e4 CHORD 265,0 4S' E -L- 249.10' 5 87'05'07' E .32 12. RT 37' 40.4'W N -BL- 163' Pls Sto 253+02D5 PI Sto 259+2873 8s = 3' 46' l0J' A = 26' 00' 59.3' (LT) Ls = 300.00' D = 2' 30' 467" LT = 200D5' L = 1,03529' ST = 100.04' T = 52672' R = 2280.00' SE = .05 -Y23A- PI Sto T. 1 I +'" A S�28'04'110TlRT) A = 56'36408f(LT) A = 21'PI Sto 36 2 �(RT) -Y A - END CONSTRUCTION D = 6 5'549' D = 21 60 549' LD = 8 2 523' T = = 7999 T = 161.54' T = 44.84' R 3700D0' R = 300D0' R = 235.00' Se= 0D5 Se= 0.05 94.26' 5 87.05.01 PROJECT REFERENCE NO. SHEET NO R-2519B 2 RAN SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA 00 NOT USE PO RY PLANS CONSTRUCTION FOR -L- PROFILE SEE SHEET 45 FOR -Y23A- PROFILE SEE SHEET 61 FOR -DR8C- PROFILE SEE SHEET 67 CMcGEE BROTHERS MACHI+,8 WEPG LDING 6 PB 2 PG 240 EE SETAIL 'W' 'V' DITCH ,. {+i ) .L20' RT / LL/ '. 52.96' 5 88.52'48'E rir 120' RT 29941 N g651,2g• E 25.44. -L-:.. 5 71.20'02' E Q // 1 i \ / 0 / 1 END BR/DGE BEGIN APPROACH SLAB -L- STA248+7423 END APPROACH SLAB -L- 5TA24O+6423 -L- STA248+9923 BEGIN BRIDGE 7 -L- 5TA246+8923 p: TYPE 8-7 25d 25 — ��-L- 5 76'2r 51.3' Ed. i NI �\ �{j�� 1-A T(• 1 / 1 4 7Z 1 49. 8-)7 PVT ri - , t'E 25d PE 8-77 END BRIDGE 8-77 25d LAID APPROACH 51 AB BEGIN B RIDGE -L-ST RIDGE 077 -L- STA248+8577 -L- STA249+1077 BEGIN APPROACH SLAB -L- STA246+7577 RELATIONSHIP OF BRIDGE TO PROPOSED PAVMENT (NOT TO SCALE) R/W REVISION: ADDED DRIVE ON PARCEL 118 AND REVISED THE FENCE. 5/29/2013 TFD CO 0 N M <‘Cr ND OKJ SEPTIC,., DREW f1ELD TKINS. PAU N 7014'30. E 0 233RT PROJECT REFERENCE NO. SHEET NO R-2519B 22 SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMIN? DO NOT USE PO RY PLANS CONSTRUCTION FOR -L- PROFILE SEE SHEET 46 FOR -DR9- PROFILE SEE SHEET 68 WALL No. 5 & 6 HAVE BEEN ELIMINATED f'ONO RE?4J 136' LT GIN S8 S A 7 81 PROP.RETNNINC WALL •7 AND CONE BARRIER RAIL W/U04ENT SLAB FROM -L- STA274+00 TO STa277+IX) "ffE QUCTURE PLANS 2 N W W 0 L() 0 N 1- / L � \ GR - -L- PI Sto 259+2873 Pls Slo 265+37.33 P15 Sio 270+37.62 P( Sta 273+91.51 A = 26' 00' 59.3' (LTI 9s = 3'46' 10.1' es = 6' 27' 429' A = 21' 37' 34.1" (AT) D = 2' 30' 46.7' Ls = 300J00' Ls = 300D0' D = 4' 18' 28.6" L = /A3529' LT = 200D5' LT = 200J3' L = 502.00' T = 52672' ST = 100.04' ST = 100J2' T = 254.03' R = 228000' R = 1.330D0' SE = D5 SE = .06 -DR9- POT Sto.10+00D0 BRG AH S 18' 05' 279' E BEGIN CONSTRUCTION DR9- PC SER7i P9• Sto.10+5000 Ox0 P. ckG St' / - \ 63' Ll{ / ' N I PUg .,4 -I- , PUE PUE L -4-' \I I\ \ :EG N \ FENCE c i REMOVE HW Hn HOSELL. 160 PG 150 8442.2PE RTR CAN } 0BRASWELL, FRANK 08 2T2 PG 8 DB 208 PG 205 •r 0 DRAW FELD PUE -L- CS Sto. 264 15' C WaELBS i xl -DR9- PI Sto 10+74.93 P1 Sto 12+2605 P1 A = 28' 00' 067' (LT) A = 45' 56' 459" (LT) A D = 5T 17' 44.8" D = 19' 05' 549" D L = 48.87' L = 240.57' L T = 24.93' T = 127J8' T R=I0000' R=300.00' R LEDFORO JOIN A. �12 f;} 08 258' PG A2 ° 9580' - - �R a CS �7.42 13.8 �8 ae' - - I 85'45'35' N \ PC A41. / 7 Sic 15+3579 = 59'00' 25.6' (RTI = 57 17' 44.8' = 10299' 56.59' _DODO' FENCE TYP ,�A 'O� N / l �' ��� -�! sOi' �' t `,�W✓� �-•- -• ' REMOVE � 7 _ REMOVE HW-- CY3�I i- = - Lr 9 H!�� �r. try______--� REMO , = xeF - -' - 0' /C -_ VE 86'072, 72.74- Q PoCGEORGE E. 6) 08 322 PPG 46 LJ - >.F E oq PULP ' D8 PTO PG 691UE, 38. yy _ • 3..`1' '. - A44 1 \BD \} 00 \ 4\ BALEY. BROOKS A. 08 415 PG 6 N 76.2 87n>.9. -DR9- POT Slo. N 80'0621. E 077707.. LOC. OFS5H0'BN gy TEIA AOPERTV OVINE' RICHAROSON, JR.. GEORGE E. DR 322 PG 46 -1.- ISFD -L- TS S1o.268+37.4 60.8P \� N 86•5j'ZI•E 62a39 EASTATOEC 2UORRCHG0060061. , \\tee 66, 6 6 ISBK CHURCH 83.48. '06.48' 8 35'42' 141.12 62.2' W REMOVE HW -B - 166 DARREL E. ATKINS 08 5N PG 220 REMOVE BST O EPP + PROJECT REFERENCE O. SHEET NO. -o ri -o to N M N LLJ O1 ti W LLJ Ct QO CCoq AA-0 MCNEIL.BRENDA COX 08 137 PG 603 0 C3 11 N to w0 PU 0. I.ii 1 N N t/N Z DRILL BIT • 871719'91 I C II ELSON COX \ LOUSE COX 11 \ OB 2664 `G 156 1 II II // F. E55 TOE CTIE,)34 SEE D AIL 'H' 0 ET 2-D cr Maim t f zf 7 _ - So ji�ls�al I � NCE -ES POINT 62' ROOKS,JANET DB 375 PG 32 15' CSP IS 08.23' OR z, N.09' C IOW.* Jr 5 121139 BEG/A�` SNSTR' 2817'25• w - P K Ss'Z7'2 Y R0B1 0 C 08 510 /0 BOSTON, RALPH D8 H4 PG H9 ON 30.6"' 1P0 /� J N & ' s { { k x_ r` CLASS 'B' 1�P RAP W2ELB5 S 24'34'25' SEE DETAIL 'Al' 13.92'/ ,V11' R' t• ` BERM BASE DITCH LT. 74gBASWE IMit .• iv ` pPP0.0%P30� ■ Fla�4' .t�li �-.,�' 2 � `�'BEGINFENCE PROP.RETN ING WALL'7AND CORC BARRIER RAIL W/MOMENT SLABFROM -L- STA274+p0TO STA277+OpSEE STRUCT RE PLANS 4 4.1 IA HILLER. JAMES SO�sry.F 42.5r �S,\ 89'44'09' E S. ‘11F • 0 105'. ' T 4. .1P - •ems -L P FENCE **, UTNER SMRLEY DB 21PG 253 D8 206 PG 479 Io5.85' 85'52'14' w SB 9'E -L- N 09.4. Lam=_T____AriLti IMM � '..�i- �� -ElCIH-iBG- -iL vs- 1v5°'--L- POT s BBR° GB 188.20' e•E ESTATOE CHURCH OF GOD D8 474 PG 210 P8 2 PG 240 P/ Sto 273+915/ Pls Sto 277+39.61 = 21'37' 34.r (RT) es = 6' 27' 42.9' D = 4 /8' 28.6' Ls = 300A0' L = 502.00' LT = 200E' T = 254A3' ST = /00J2' R = 1330.00' SE =.06 Pls Ste 284+90.59 PI Sto 288+71.33 es = 7' 09' 43.1" p = 26' 21' 00.9AT) Ls = 300A0' D = 4'46' 28.7' LT = 200J6' L = 551BB' ST = 10015' T = 2809r R = 1200.00' SE = .06 V = 55 mph S.! S 14t37 47..77"1.36 ENC ED Ards.T .- /15 - 155' RT SEE DETAIL 'BM' STANDARD 'V' DITCH VOCLASS I RIP RAP 19TONS oy SHEET 2-F DDE=27CY FF=20SY S=0.057 'P -DR/0- F P/ Sto /0+33.32 PI Sto 12+41.44 A = 96' 00' 19.0' (LT) p = 73'15' 36.r (RT) D = 190' 59' 09.4' D = /9(759' 09.4' r L = 5027' L = 3836' T = 3332' T = 2230' R = 30.00' R = 30.00' :L RIP E DETAIL -� TO ROTECTION S ET 2-D -L- -L- SY FF `� BEGIN BJ FENCE ROBI4SON. TRAVIS L '40• DB 202 PG 753 SPARKS, PG9 S4N8 JOAN PRUETT DB 499 PG 237 67/ RIP N BL- 168 L NNE P -L P/ mo • / / / EIP / S J2 60��. 5 09.07.36• w 31.43b 27.63' S 05'Sr51• w 0 •48'58' N TIC SYS -DR -DRIO- m PIT THAN, S.W. 08 139 PG 507 't9J34- BRG BK S 58' 37' 48'4`-E SEE DETAIL 'H' SHEET 2 ISFD E DETAIL 'W 'V' DITC C3C3 Np Er l1jCE 21,4PeiF • "a t� REMOVE HW --��'- '�• t N US to _\ /YJ. SS TINT rCE-' 4' i o mI ct ✓S SL / 4. /off/ W ANDRER MITCHELL DB 452 PG 30 /No 'Y S -L- BEGIN FENCE �t CARALIYA Cprit4TER 08 124 PG 410 R-2519B 23 RN SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA DO NOT USE FO RY PLANS CONSTRUCTION FOR -L- PROFILE SEE SHEET 47 FOR -DR 10- PROFILE SEE SHEET 68 IP ARLAN), BRIAN O8 349 PG 22t 1" e If, 0 10 0 co ONA a GARLAND, ROWE 08 135 _PG 161 5 O' -L- -Y25- PROJECT REFERENCE NO. SHEET NO 24 R/W REVISION: ADDED PERMANENT UTILITY EASEMENT TO PARCEL 129. 130. 131, AND 13/A 4/1/20/3 AJF M LLJ LLJ LLJ O O CO CO N -L- PI Sto 288+7133 A = 262r 009'!L D = 4' 46' 28.7' L = 55128' T = 28091' R = 1200.06 SE =.06 V=55mph PIT THAN, S.W. 08 139 PG 507 BUCHANAN. MAT THEW A. DB NI PG 231 DB 313 PG 430 - POCSto.289+6277 Y2 - POTS/o.10+00 %. CAT-1 -> \ 4.-. y Z \ -...: : 4 > GARLAND. RONNE DB 135 ,PG 161 HUSKINS} 55 PG Ira P/s Sto 292+42.45 Pls Sto 297+88.55 P/ Sto 301+3186 9s = 7'09' 43J' es = 6' 27' 429' A = 20' 44' 41.8' (RTI = 300.00' Ls = 300D0' D = 4' 18' 28. = 200J6 LT = 200J3' L = 481.55' 100J5' ST = 100J2' T = 243.44' R = 1.330.00' SE =.06 -Y24- 1 Sto /0+64.65 PI Sto 11+49.47 PI Sto 13+5327 A = 14'29'149'(RT) = IT 50' 27.0' (LT) = 55'39' 25.6' (LT) D = 19'05' 54.9' D = 19' 05' 54.9' D = 1/4' 35' 296 / L = 75.86' L = 93.4Y L = 63 T = 38J3' T = 47.09'2 T = 639 R = 300.00' R = 300D0 R = 5000 SE = D4 SE = .04 _ -L- POSS►o.29/+50.00 -Y24- POT Sto.14+2985 REMOVE LT SEE DETAIL 'AR' ROADWAY DITCH SHEET 2-E \ �5 -O +75.45 bo 4Og ,4 TYPE. '.�. vs- P/ Sto 11+3626 A = 12' 39'25T (LT) D = 20' 08' 23.4' L = 62.85' T = 3/55' R = 284.49' PI Sto 12+1590 A = 45'20' 15.8' (LT) D = 49' 29' 58.5' L = 91.59' T = 4835' R = 11575' -Y26- P/ Sto /0+%70 PI A = 65' 20' 00.3' MT) L D=71'37'ILO' D T=5129' T R = 80.00' R SE = D2 SE FENCE AVID 505 2G1 TYPE 'A' Sto 12+95.05 = 54'43'515'(LT I = 52'05'135' = 105D8' EI = 56.93' = I/0A0' = .031P OEYTON 8 PG 670- SEE DET BERM ' PI Sto /3+93.40 A = /6' 09' 59.4' (LT) D = 6'03' 403' L = 26672' T = /3425' R = 94529' ALLEN. ARTHUR J. 0B 124 PG 556 9pp OF ROX, 3560 ROGER DB 432 PGS LIN �•v 871 \ BJ5p 67 _ 3J�E R-2519B RN! SHEET NO. 260.9 5 70'44.36' W PRESNELL. VERA J. 08 128 PG 593 08 133 PG 163 SEE DETAIL 'AS' SPECIAL CUT DI H SEE SHEET 2-E ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE PO CONSTRUCTION 4L- 5606' 293'W S i69.36 96bW?r N 53.4 '26 S 74'39.04' lt� _ s _ RtA R7F CP_r, ' iga SA iyyriniU W,5 .o ,74 aitirl laia -� -- " C \ INE 60'CMP 4'WSP :eEGIN SBG + BEGIN S STA 294 76•02.27' E FRANKLIN, CONNIE G. DB 325 PG 577 6 END SBG STA 297 O-I-R 83.02.37.E CON IE G. FRANKLIN DB 474 PG 402 FENCE 298+r: 4 190RT 1- - SEr DETAIL 'AV' STANDARD BASE DITCH SHEET 2-E DDE =J30CY SLOPE= 3.0% W S0885EPARKS, PG TI MRE A ; o • 3 m LIBERTY RILL BAPTIST CHURCH , DB 148 PG 810 DB 343 PG WI .81* E O. 4% 4 -L H W N O h M FOR -L- PROFILE SEE SHEET 47 FOR -Y24- PROFILE SEE SHEET 61 FOR-Y25-, -Y26- PROFILE SEE SHEET 62 R/W REVISION: ADDED PERMANENT UTILITY EASEMENT TO PARCEL 145 AND 150. 4/1/20/3 AJF -o s;- 0 JB d Slab Lid G113 ; -Y27- -Y2T _ p0T Sto. SEE DETAIL 'AT' LATERAL BASE DITC SHEET 2-E -B - 171 SEE DETAIL 'AU' TOE PROTECTION SHEET 2-E FULL LANE -L- POCSto. 0 1650 -Y27- POT Sto.40.±00.00 BRG AN 5 4' 37' 01..rE - - - -L- CS S1o.303+6997 ,. BEGIN CONSTRUCT/ON 9. ?2 Y28- POT Sto.11+31.62 9 TIM BURLESON 08 448 PG 298 STRUCT 12+04 L 89522 .1 CL I RIP V �� i�7 � _ �j��l� czinaminerm- - to.3..06L69.97 iWzrA ...�...rraPL Inisreamar ,ll T � aoffilffl ; EMO PPE 0 _ - - ���.111♦\ i _ AY AND •• il0RA, 350 ,4 ti 15+23.5 -DRI/- P /Y27-( LT SASE84 / ',EL p (L / BEGIN / FENCE BEGIN C/A 7- PC Sto. 13+06-3 RN- PRC Sto.10+65.07 END BOLT PC Sto.10+1234 K N 72 39' 20.4' E NSTRUCTION Y27- PT S1o.13+99.84 BRG AN S 22' 28' 32.3' E --BYI7- 228 -DR1l - P1510 10+41.46 P/ Sto /3+/6.05 A = 60' 25' 285' (LT) A = 83' 44' 322' (RT) D = 114' 35' 29.6' D = 20' 27' 46.0' L = 5273' L = 40924' T = 2912' T = 250.98' R = 50.00' R = 280D0' -7 mtrlurarJ• ,70..L�� '�J Tat: ETAIL CIAL DIT SHEET 2-8 -DR►I- BRG BK S PROP. RETAINING WALL •9 FROM -L- STA .506t00 TO STA SEE STRUCTURE PLANS LIBERTY HILL \ gp 06 PTO TPCHURCH �\ D8 343 PG .e /� /6 -Y27- P/ Sto 13+53.47 A = I7'51 31A'(LT) D = 19' 05' 549' L = 93.51' T = 4714' R = 300.00' P/ Sto /0+56.7/ A = 47'39'17.8'(RT) D = 114'35'29.6' L = 41.59' T = 22.08' R = 50.00' 12182 -L- US 19 7705 bd38 203d AD CM ND RET. to.15+6993 Or 35.9' E WELL HSE/WELL -Y29- POT Sto. 10+00.00 BRG AN S 22' 46' 00.9' E -BM- 230 -DR12B- POT Sto.10+00.00 BEARING AN = 5 /0l0'08.0'E BEGIN CONSTRUCT/0.*© PC S1o.10+28.64 PROJECT REFERENCE NO. R-2519B RAY SHEET NO. ROADWAY DESIGN ENGINEER PRELIMIN DO NOT USE FO SHEET NO 25 HYDRAULICS ENGINEER RY PLANS CONSTRUCTION .' � I REMOJE _ !^ PROP.EXPR� .iri.7Ll���f o�� is:u1 B _ T•am � T .. .. 8�3►9 10. 11.2227'il -DRl2- POT_LS1/o+.00 - 7 -DR12- PRC St' 12+1010 E�►Li�%// .Y.1101.101 �E N 21/2SFRO N Fri c p_ =N SEPTICC ' C y aC + 80 321.41' S BB'2T42' E -DRI2- Pl Sto 11+4351 PI Sto 12+90.32 Pi A = /4'20'173'(RT)A = 4'0O'449'(LT IA D = 10'42' 342 D = 2'30' 072' D L = 133.88' L = 16037' L T = 6729' T = 8022' T R = 535.0 ' R = 2290.00' R KILLIAN GOFF 08 425 PG 508 Sto 14+05.68 = 19' 58' 12.7' (LT) = 28' 38' 52.4' = 697r = 352r = 200D0' -L- i -DR12 /0+7222 -DRI - PC Sto. 10+34.63 19' 4r 36.8' W WILLIAM E. GOFF & MA RGARET G. GOFF D8 425 PG 506 EIP -DRI2B- Pl Sto 10+43.68 A = 62'04'10TILT) D = 229'10' 592" L = 27.08' T = 15.04' R = 25.00' PI Sto 301+31.86 Pis 510 304+70.09 PI Sto 310+68.40 A = 20' 44' 41.8' (RT) es = 6' 27' 42.9' A = 2' 55' 531' (LT) D = 4.18' 28.' Ls = 300D0' D = r 08' 453' L = 48155' LT = 20013' L = 255.82' T = 243.44' ST = 10012' T = 12794' R = 1330.0 ' R = 5.000.00' SE =.06 SE = .03 RUNOFF = 160' -Y29- PI Sto 11+9153 A = 21 20' 513' (RT) D = 12' 40' 471' L = 16836' T = 8517' R = 45187' 0 217.0S. S 8818'44' E -&'4' Y3 PO EIP -Y30- PC BRG BK S N ° *ARO. KENNETH 0B 385 PG 887 -Y30- EIP 5 BB'27'04' E 107.80' 0.0 Y307/ 0/07 r2S' •.6' a N BURKE McCANOLESS D8512 PG133 LIBERTY HILL BAPTIST CHURCH 08 148 PG 810 -Y30- .01l RT P/ Sto 12+7423 A = 81'40' 09.6' (LT) D = 23'39'435' WALL L = 34515' FOR T = 20927' FOR R = 24214' FOR SE = D5 FOR FOR N 1•- LLI Lid V) LL1 LLI N ,0,^ T LLB Z TJ 1 "8 HAS BEEN ELIMINATED -L- PROFILE SEE SHEET 48 -Y26-, -Y27-, -Y28- PROFILE SEE SHEET 62 -Y29-, -Y30- PROFILE SEE SHEET 63 -DR I I-, -DR 12- PROFILE SEE SHEET 68 -DR 12B- PROFILE SEE SHEET 69 R/W REVISION: ADDED PERMANENT UTILITY EASEMENT TO PARCEL 150. I55.AND 156.4/1/2013 A✓F N w w N w w N 0 M 1- N w Z V 1- 1 IV 4- NIE MAE PG 270 of -Y31- PI Sto 12+08D9 PI Sto 14+10D7 A = 20'44' 23.9' (LT) A = 4/' 06' 297' MT) D = if 27' 33D' D = 19' 05' 54.9' L = 180.99' L = 2/524' T = 9/50' T = 112.49' R=500D0' R = 300.00' SE =.04 SE = D5 S 80'002'3' E R6.0'3 ENMNEiE1H S.E 7R 06.40' E 82'04.29' E EIP TRENCHLESS INSTALLATION TYPE ` A�",' �0• WELDED STEEL GR I i ta�-,, I I w APRIL PITTMAN SPARKS DB506 PG816 JOHN & LINDA HONEYCUTT OB 417 PC 818 in 484.411Lt 120.95 S 87'54'28' E a 0+00 226.65* H 882,50 E UT.4D 0144,44 ) Allkitig 1211411111 0.1 TO BRUSHY CREEK !:411.11 STREAM RELO[A710N III/' al E%CAVATION= 1,490 CY '\�\''�:,` SEE DETAIL `. _��♦ , .� LATERAL GRASSED SWALE 4�.��. 0.41,,1 CL 8 RIP RAP '♦..��'fh'Ra, N5, 21 SY F �I444 .14 SEE SHEET EST. DRAINAGE DITCH FOX. MICHAEL L. 08 345 PC 723C) CLASS it RIP RAP 62 TONS -BL- STA 322+65 e 110.81' RIGHT EL=2628.74 w. EARL tif. LUCINDA A. RINSPEAR Y-pa 462 PG 41 1 E1P EIP B4L4Y4Wig 0B 7 AP 0 • 17+35J9 1 Sto 325+74.59 P/ Sto 328+95.94 • = 144' 36.6' (RT) A = 3' 29' 102 ILT) • = r 08' 45.3' D = 0' 42' 39.1' L = I52J5' L = 490.4r T = 76D8 T = 24528' L = 16776' R = 5.000D0' R = 8.060.00' SE = .03 SE = .02 R = 625D0' T = 84.39' RIINOFF = IPIT RUNOFF = IRA' SE = .04 SEE DETAIL 'G' _LA .CUT DITCH -Y30- PI Sto 14+56.35 A = 5' 48' 002' (LT1 D=6'16'352' L = 92.4r T = 4624' R = 9/2.67' P/ Sto /9+3422 A = 15'22'46f(LT) D=9'10'02.4' CO 465.04' S 857114' E / CLASS 'I' RIP RAP 70 TONS -Y32- PI Sto 11+02.45 PI Sto 11+84.65 A = /442'17.4'(LT) A = 31'43'432'(LT) D = 16' 14' 34D' D = 43'47' 212' L = 9053' L = 72.46' T = 4552' T = 37.18' R = 35275' R = 13084' JERRY & CRYSTAL ROBINSON DB 4511PG 980 N EST. DRAINAGE DITCH M EXCAVATION= 350 CVS' PI Sto 17+56J2 A = 13'14'51.4(LT) D = 3r 46' 467' L = 41.69' T = 20.94' R = 18029' P/ Sto 20+75.55 A = 57' 47' 26.9' (LT) D = 54' 34' 027' L = 1059r T = 57.95' R = 105.00' SE =.06 17386 L- POTS1o.323+65.42 - Y30- PT Sto.22+0L88 - Y3I- PT Sto. /5+12.82 BUCHANAN. GEORGE L. DB 320 PG 22 1086 1476 ddp. i 638 4.- US 19 2014 ADT 2034 ADT a319 r i 11357 l a 12872 18305 w � -Y32 130.424 -Y32 70 RT -BY22- 236 PROJECT REFERENCE NO SHEET NO. R-25198 26 RAY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS ITO NOT USE SO CONSTRUCTION FOR -L- PROFILE SEE SHEET 48 FOR -Y30- PROFILE SEE SHEET 63 FOR -Y3 1-, -Y32- PROFILE SEE SHEET 64 -Y32- - N REMOVE PIP4 GO NE 2485T BAA}! 1 _, D DI N REMOVE 4'0 H 88.50' N w w 2 N w w N 0 in N (5 IQ- Ln J w Z J Z gV 2 0- CO 329+50 SEE SHEET 26 J LU GREDe 48G 2 PGNSON 753 5 5 85'00 00 DEBRA BOONE DB 481PG 703 -- BST NO `ma9x= 36' Wo G IB/ / a/6 30�5N/ / SR/I--s 2, / — — ) Ha \ ON SEE D' 1 s'BW XI TI11G IT• APPPo5, €Fioc-r N N 4• OS/9E 24'OST RCT REMOVE PIP 'ROPERT V F- I CROWDE', 7. Y R. DB 62 PG 439 EIP O 1+—X �E'd 2CHL CLSPECIAL CUT DITCH SHEET —F CL 8 RIP DEYTON, SR.. CLARENCE S. 013 272 PG 651 08 284 PG 135 DRAIN FIELD STEVENS JR., FGBB67 L. 13.33. 49,4p .N 05. ,n EIP 144.05' N 85'22'26' N S 82150133' E 24 8B'37'41 0 D BORAH S.8060NE • "I �a 1SF0 5 N 86"16. 20.96 5 86'S3'OB' -_N-80'pT'S'91�,.ei 86 30'16' E 59.90' �3�6 JS 8,- u,011-40' E LN 7810415' S--NiB 7 7,721' w GATE SIX KIDS LIMITED \ DB SIB PG 24 ISAK SCHOOL ACCESS PE REMOVE PIPE AND NW i53.18' S 86'55'24' E HOLLIFIELD, MAT THEW 08 348 PG 800 BEVERLY K.WILLIAMS WOODY A JUSTIN JAMES WOODY 7 I , 08 410 PG 740 Flo 126.26' S 8026'50' E I6' LT O FS 2G1 TYPE 'A' WILLIAMS. JAMES I. D8 130 PG 623 SNEPARD, LINDA U. 08 340 PG 558 L_. w ie I_-e — —_ I __ N5i. 710 N S OP4 2J9' NATALIE & NINA SPARKS DB 192 PG 339 w -L- P3 GR REMOVE PIPE, DI AND HW FENCE ACCESS PO REMOVE HOWARD FORBES D8 390. PG 441 '^ EE CE \ \ \ 16 \\ SPARK$, JR., RALPH\ \ 0O 35O PG 18 \ \ -L 125' LT -L FENCE / Ce an -BY22- 239 0 172 x AITL 87'00'001E GATE SOO I J L- 125' LT JS MEL ASOP SPARKS, MARIE DB 85E PG 71 X 358W X 16 X -BL- 176 00 0K[_ X 48' " X_ BEGIN SBG STA 341+12-L-LT M 00 PROJECT REFERENCE NO. SHEET NO. R-25198 27 RAV SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA DO NOT USE Vol RY PLANS CONSTRUCTION FOR -L- PROFILE SEE SHEET 49 FOR -Y33- PROFILE SEE SHEET 64 • �• ^ PSH SEE • AI 'A - - \J ! I �L FElNCE . = ,... -J . •_NA OM _ il'H 1 111 �� "� REMOVE I ��11 ®- ��edW _1� 'i Y3Ak)I Tr+v TTT T T `] 1" 2GI _ 2GI I 271 c aw- �� �► 2 FS �► 2GI , , S F5 FS 4,' -L- JS JS END S - - PT Sto. 14+72.94 BRG AH S 9' 44' 59.3" 1:160? It PI S10 328+9594 = 3.29;102" (LT) D = 0' 42' 39f L = 4 .4r T =/ 4528' R,& .00' RUNOFF =\106' Pl Sto 332+17J1 A = f44'33.6"MT) D = f 08' 453' L = 152.08' T = 76.04' R = 5.00000' SE .03 RUNOFF = IfCY Pls Sto 342+29.49 P/ Sto 346+0827 es = 2'45' 16.6' A = 12'57' 59.3' (LT) Ls = 25000' D = 2' 12' 13.3' LT = 166.9' L = 588.40' ST = 8335' T = 295.46' R = 2.6O0D0 SE = D5 HENLNE,KENNETH DB 138 PG 58i FENCE HT -L- 3EI% RT -Y33- x0 BOONE.DON1L� 06 237 PG 559 PI Sto 11+0'.60 A = 69'4C'417'(AT) D = 57' 17' 44.8' L = 121.6f T=69.60 R = 1O0.01 PI S10 14+37.63 A = 60'09'58.6'(LT) D = 76'23'397' L = 7876' T = 43.45' R = 7500' CO (V L11 LLJ V) LJJ LL V) F-' REVISION: REDUCED RIGHT OF WAY ON PARCEL 168 IN ORDER TO MISS A WELL. 4/17/2013 AJF m N LOLL cr o® OB 142 PGDd3 9' CO,•C TECTION 4,2• 2-F -L- SC Sto. 343+90 -Y33- POT Sto. 10+1 pro BRG AH S 0' 14' 1644 -Y313 °PC Sto.10+38.00 04 4 BOONE,DONALD OR 237 PG 559 Pop0 N 5• 5673, DETAIL 'BC' SHEET 2-F eo /�-\ \\ +L� J� XLL LANE - . 0.348+!fr.:I 'r ,fto. 1 +46.5 N7E sl Fl 'UT TO BRUSHY •— / STREAM RELOCATIO S SEE SHEET (NAGE DITCH- 6VATIONI7 0CY .0411 � E ND PI Sto 346+0827 Pls Sto 349+84.56 -1Z57' 59.3' (LT) Bs = 2'45' 16.6' D = 2' 1 Ls - 250A0' L = 588.40' _Ci`- .69' T = 295.46' ST = 8333"-- R = 2,600.00' SE = .05 -Y35- PI Sto /0+57.46 PI Ski 11+60.98 A = 2'12'19.9' (RT) A = 42'00' 24.7' (RTI 1000'D = f 55' 10J' D = 47'44' 473' L = 1/490' L = 87.98' T=57.46' T=46.07' R = 2,98497' R = 120.00' SE _ .04 i BE` IN CONS •L(CT 35- STA11 -Y35- Sta. / ,o 89.72'26 PI A D L T R -Y 4- P/ St0 12+01.66 A = 39' 44' 19.1' MT) D = 38' 1P 499• L = 104.04' T = 542/' R = 150.00' -DRI4A- Sla /1+3430 P1 Sto 13+75.04 = 112'06'23.8'(LT) p = /31742'54.6'/RTJ = 1/4' 35' 29.6' 0 = 8/' 51" 04.0' = 97.83' L = 15970' = 7428' T = 152.59' =50.00' R=70.00' 3 - PTSto.12+51.48 S 1517'34.0'E ANDREA H0450N (9B 407 PG 905 2014 ADT 2034 ADT 12522 18305 J3277 19181 POT Sto.10+00.00 BEARING Al-! = S 9'08'21fE -DRI4A- POT S1a.10+60.00 BEGIN CONSTRUCTION PC Sto.10+60.02 PT Sto. 11+57.85 BEARING AH = N 58' 45' 15.0' E .L7a arldiM4lii4BUEL-.,11,1.•,•a4Mos '' iumelighft ---- .. eo ©u__ FY STAGIF35'5+15-LiRT 4111111.11100,0?-1----- 'H CL B RIP RAP GRAD 35 PROJECT REFERENCE NO. R-2519B R•V! SHEET NO. ROADWAY DESIGN ENGINEER PRELIMIN DO NOT USE PO SHEET NO. HYDRAULICS ENGINEER RY PLANS CONSTRUCTION -DR/3- PI Sto /0+78.53 A = 67.28' 342' (RT) D = 9529' 34.7' L = 70.66' T = 40)7' R=60.00' -L- POS Sto. 350 0.00 l - 1 10.11+ -DRI3- PC Sto.10+38.45 BRG BK S 13' 08' 052' E 11+09J2 6' STEEL POE REMOVE PIPE AND HW SEE DETAIL 'AD' SPECIAL LATERTAL _X-- BASE GRASSED SWALE .12+10.89 puE r ONR END CONSTRUCTION =DR13- POT Sto.12+20.00Q tri FENg_ -�\ •ISA--BUTKER PI Sta I1+68J9 A = 72'53'15A•(LT) 0 = 71 37' ILO' L = 101.77' T=59.08' R = 80.00' DR13-. D8 437 PG 543 X/4_4S0E N4, t+J 55' RT JS- J`. FOR -L- PROFILE SEE SHEET 49 FOR -Y33-, -Y34- PROFILE SEE SHEET 64 FOR -Y35- PROFILE SEE SHEET 65 FOR -DR I3-, -DR I4A- PROFILE SEE SHEET 69 REVISION:ADDED PERMANENT UTILITY EASEMENT TO PARCEL 177.I78.AND 180. 4/1/20/3 AJF CO N i— W W 2 W W V) PDT 9ta.;� (£ EIP / _L_ SEE DET STAN SHEET �9£ 24'85TRETAIN U5 19E 24'g PC ,Sto.12+22.45 COOKE. JIMMY L. DB GG392 PG 421 PT Sto.13+82.14 BEARING AN = S 9'28'09.6'W -DRl4A- END CO EGIN STA 360+50-L-R rATE L 'TIC 5 15< 52 j5.0'i E EIP BOSCACCI 4 PG 426 -L- POTSto.359+5552 - POTS1o.10+00.00 S 4' 32' 3/J' W BEGIN R PLUG ENGLISH. CECIL DB 288 PG 102 REMOVE HW CAT JB n.MH END / � 4-10 Sto.10+61INk-Ifara 100' RT r9TYPE 8_7, ���.i��� ►�Pv' - ' . U 3 Y�= -1N 15 TONS (7Or*ler t• �� 14- 1� �;., 30 SY FF C J+I in�' � man", .�T/�.. __----- -L- 100' I RIP RAP 100' RT SEE DETAIL 'BE' IRE QUTLET CHANNEL SHEET 2-F- END EAIC , / EN. C/A 4SBW x JS p318' ITCH =40CY =28 SY . S=0;0310 -Y.- 'G h/1+ -DRI5- ITT Sto. l0+ HUGHES. PATSY L. 08 183 PG 311 -8Y24. 243 69' 25' 50 SEE GE] ' STANDARD BASE DENNIS A L A . M FRANK 08G 399 CO PROPERTY OWNER END CONST -DR15- PT Sta.13+3094 BRG AH S 88 09'245•E M -L P/s Sto 366+852f P/ Sio 369+83.43 P/s Slo 372+7895 6s = 6' 27' 42.9'/ p = /6' 57' 377' (LT1 9s = 6' 27' 429' Ls = 300D0' D = 4' 18' 28.6' Ls = 300.07 LT = 200J3'/ L = 39370' LT = 200J3' ST = 100J2' T = 19830' ST = 100J2' R = 1.330.00' SE = 06 -DR/4A- Pl Sto ll+ 430 PI Sto 13+7504 p = /12 ' 238 (LT) p = 130'42' 54.6' (RT) D = 114' 5' 29.6' D = 8f sr 04.0' L = T 9T 23' = i597d T - T 8' T = 15259' R- DO' R=70.00' B IN SB STA368+1'. n to V _r.�r��ftIF=nowi9•I a,rtYJ1' 4 8 115'RT END - FENCE NATALE & NINA SPARKS DB ? PG ? Pl Sto /0+68.47 p = 14' 07' 47.6' (LT) D = 19' 05' 54.9' L = 73.98' T = 37J8' R = 300.00' -DR/5- P/ Slo 11+31.64 p = 10'02' 32.7' (RT) D = /9' 05' 54.9' L = 52.58' T = 2636' R = 30000' EE DETAIL PI Sto 13+0824 p = 26'29' 59.9' (RT) D = 57 /7' 448 L = 4625' T 23.55' R=100.00' -Y36- Pl Sto /1+79.06 p = /7'56' 33.9' (RT) D = 74r 183' L = 233.37' T = /17.65' R = 74522' 15Fo HDB 134mTTPG 4910. PROJECT REFERENCE NO. SHEET NO R-2519B 29 RW SHEET NO. ROADWAY DESIGN ENGINEER HYDRAUUCS ENGINEER PRELIMINA BO NOT USE FO RY PLANS amsmernom FOR -L- PROFILE SEE SHEET 50 FOR -Y36- PROFILE SEE SHEET 65 FOR -DR Ii1A- PROFILE SEE SHEET 69 FOR -DR 15- PROFILE SEE SHEET 69 WALL " 10 HAS BEEN ELIMINATED OA i'),z)c° 00 R/W REVISION: ADDED PERMANENT UTILITY EASEMENT TO PARCEL 18/,182,182A.1828.183, AND 184. 4/1/2013 AJF PI Sto /0+73.39 A = 52'08' 36.7' (LT) D = 38' lr 499' L = 1365r T = 73.39' R = 150.00' — 6' ST\fL jS NATALIE & NIA SPARKS 08 ? PG ? CL I RIP RAP �_ 15 TONS 30 SY FF FENCE pUE -L- Pls Sto 372+78.95 Pls Sto 376+79.04 P15to 380+07.00 Bs = 6' 27' 42.9' 6s = 8'06' 28.4' L = 24 /7' 445' MT, Ls = 300.00' Ls = 300.00' D = 5 24' 18.9' LT = 200J3' LT = 2002r L = 44948' ST = 10012' ST = /00J9' T = 228J7' R = /,060.00' SE =.06 V = 55mph \ THOMAS LI1TLETON 08 ? ? \ Pls Sto 383+285/ Pls Sto 387+28.49 Bs = 8'06' 28.4' 9s = T 28' 24J' Ls = 300.00' Ls = 300.00' LT = 2002r LT = 200J8' ST = 100J9' ST = IOOJ6'/ SWALE t -41 '4Y .** 4R SEE��ETrt NBP4 0 4N0 PIP 8 pHANNE SHEET 2-F, 1_WN0R RAULICS ENGINEER 58 40 Fip cove 7s-o2 Cq O RY McKINNEY, ETAL 6 PG,5841 \Q 1 6yy� Ijl 07 ' J y v OR -L- PROFILE SEE SHEET 51 FOR -DR I5A- PROFILE SEE SHEET 70 m 288.28' N 60'34.39• E 0. FLUSH OUT 0 STA 388+00 TO JS -G POTEAT 452 PPG 538 LLC 50-L r S IRIP JS 140' RT FENCE FENCE DENNIS J. PG 286 1881 569 275 /PG 4 Sti B SEE DETAIL'OK EXISTING DITCH SHEET 2-F PENDLEY,BOBBY R. DB 223 PG 156 DB 130 PG 237 DB 239 PC 263 0B 279 PG COMIC ES OF PENL C.. \\ 1808 442 / / OP / / / / / -L- Pis Sto 387+28.49 PI Sto 392+12.82 P/s Sto 396+70.62 es = 7' 28' 24f A = 36' 58' 31.3' (LTI Os = 7. 28' 24J' Ls = 300.00' D = 4' 58' 561' Ls = 300.00' LT = 200J8' L = 742J4' LT = 200J8' ST = 100J6' T = 3845r ST = 10016' R = 1J50.00' SE =.06 V = 55 mph COMMUNITIES OF PENLAND, LLC., D8 365 PC 442 -L- POC Sto. 393+00.00 --R/6- POT Sto. /0+00.00 BRCS AFI S 34' 07' 43.9' E -`-•. r�n1 d '''•, A a i ydLf•7 ' END CONSTRUCTION -DRI6- PT Sto. /2+0118 -L- +50 50' LT 88. 7 RT -DRI6- PI Sto 11+45.00 A = 8r57'372'(RTt D = 57' 17' 44.8' L = 143.05' T = 86.87' R = 100.00' +42.. "+30 93.23' LT 91.56' LT SMITH. JERRY DB 350 PG 266 +08 85 100.85' L 2 99.56' LT _ tl 14 45 5yy\p0 P j9yy?} iN 4 7.6 4l'25' E 1�'( g532 25 ' �N 40'p9. 13.TN y4523 -L- +70.46 300' RT PROJECT REFERENCE NO. SHEET NO. R-2519B 31 RAY SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINA DO NOT USE FO RY PLANS CONSTRUCTION PO 0 SOIL 18 veSla ----IL Cr 85t AA°114 296' RT CL I RIP RAP 7 TONS,14 5Y FF FOR -L- PROFILE SEE SHEET 52 FOR -DR 16- PROFILE SEE SHEET 70 -L- 08 220' RT C U) ao a� Q L11 4l / UE 2SFD BUS LINDA N FUR MAN & VAN H -L- 100' RT 2Gi ER TYPE '..' ABLEJI A -L- SELF. JAKE DB '6 PG 2' 83 90R END FEN V) LARRY & SELINDA BOONEt OB 401 PG 325 J Pls Sto 404+84.19 Bs = 8' 06' 28.4' Ls = 300.00' LT = 2002r ST = 100J9' P/ Sto 407+10.79 A = /3' 38' 38.6' (RTI D = 5' 24' 18.9' L = 252.42' T = 126.8r R = /p60.00' SE = D6 V=55mph Pls Sto 409+3659 Pls Sto 4/4+05.47 Bs = 8' 06' 28.4' Bs = 3'02' 5/5' Ls = 300.00' Is = 250D0' LT = 20021' LT = /66.69' ST = 100J9' ST = 83.36' E ATION PUE S 26/,BO, 6671'26• b -DRl7- 1.1 ISOTL BUS SELF. JAKE DB il6 PG N 50.2T'23' E 85.00' RTINEZ.JORGE 259 PG 7H Pl Sto 10+97.77 A = 87' 16' 28.0' (LT) D = /90'59'09.4' L = 45.70' T = 28.61' R=30.00' P/ Sto /2+85.06 A = 62'18' 275' (RT) D = 114' 35' 29.6' L = 54.37' T = 3023' R=50D0' -L- POS Sto.4/0+95D0 -DR17- POT Sto.10+00D0 BRG An S 25 22'179' E -L- 15' CSP W2 ELBOWS SEE DETA 'BL ROADWAY T� HEET 2-F ' E OVE 50G 408+8'RT BOG 10+67-L-RT Y 05 -L- 130' RT 36.-0 SEE DETAIL'B1 TOE PROTECTIO L- SHEET 2-F 110' RT -L- +64 230' RT Cf. I RIP RAP 11 TONS -- 22 SY SMITH, JERRY DB 350 PG 266 -L- +36.40 265' RT SEE DETAIL 'Y' ERM DITCH APPROXUJAT OF SEP AND DR SRO PROPER On 1/4 �G•f 5 4717'36 edc _J PROJECT REFERENCE NO. R-2519B RAP SHEET NO. OADWAY DESIGN ENGINEER SHEET NO 32 HYDRAULICS ENGINEER PRELIMIN RY PLANS DO NOT USE PO CONSTRUCTION ORAII 144 MALTBA D8 ROSETTA GM PG 156 147.9T' S 46.39'56' W FOR -L- PROFILE SEE SHEET 52 FOR -DR 17- PROFILE SEE SHEET 70 R/W REVISION: ADDED PERMANENT UTILITY EASEMENT TO PARCEL 189 AND 195.4/1/2013 A1F 33277 19181 FE SEE L TOE P SH Th I D I 1 ° 36' CONC REMOVE • AND PIPE ENO FE ACC $ SPRI POO • O -DRI8- BRG BK 19181 '. ETAJL 'BL' • RDWY DITCH 5 ET 2-F CL 8 RIP TRUCTI 13+60.00 n c Sto.13+7639 S\8'59'422'E -DRIB- PI Sto 11+26.44 A = 63'05'06.9'MT) D = 114' 35' 29.6' L = 55D5' T = 30.69' R = 50D0' PI Sto /3+3935 A = 40'07'42.3"(LT ) D = 114' 35' 29.6- L = 3502' T = 1826' R=5010' -L- R00NEY M.& ANN D. RESTALL OB 445 PG 393 /36' CONC Pis Sto 4/4+05.47 PI Sic 415+68.49 Pis Sto 417+31.49 6s = 3'02' 5/5' A = 3' 53' 07,0' (LT) 6s = 3' 02' 5/5' Ls = 25000' D = 2' 26' 172' Ls = 250.00' LT = 166.9' L = 15936' LT = 166.9' ST = 8336' T = 79.7/' ST = 8336' R SE = .05 2SROCKD REMOVE CONC. DITCH *45 85.73' RT ISBKD SEPTIC „TANK DRAIN FIELD pw}I�iF.1_p(,p 10 SHOWN BY PROPERTY OWNER CARLOS L.YELTON 0B 461PG 931 N 63'02'02'E /PI Sto 11+05.69 = 3' 30 3/A' fRT) D = 7' 50' 14.4' L = 4477' T = 2239' R = 731D6' FENCE `I -Y37- OEIP F SMITH. JERRY DB 350 PG 266 .61' T END D.F 180' RT END -Y38- 116.11' N A E _Y37- BRG 44 _ PC Sto.10+8d LOC OF SEPTIC TANK AND DRAIN FIELD SHOWN BY PROPERTY OWNER NSTRtICT/0 ACK CHARLES FRANKLN 08PG7 - P ULOMACE & 3 5 485 PG 744 �5'yc: s- LT- '� (• -L- POTSto.4/9+8070 Er i6 DTY37— POT Sto. /2+53.69 . - 2 I 'S CL B RIP RAP 5 TON5,14 5Y FE 4- 180' RT FENCE BRP OF US 06 410 PG 38? P/ Sto 11+8428 P1 Sto /2+5878 A = 34 55' /52 (LT) A = 16' 03' 525' (LT) D = 2050' 05.4' D = 12' 00' 00D- L = 167.6r L = 133.87' T = 8650' T = 6738' R = 275D0' R = 477.46' REMOVE • ONC. D T FENCE END 0 ETAIL 'G' CIAL CUT DIT o./3+49.67 0.424+69.01 120-40-120 SEE DETAIL 'BQ' ROADWAY DITCH SEE DETAIL 'BP' SPECIAL CUT DITCH \T 2 G k STATIONAL G 1' k \ Y/ REMOVE DI I*. 4t t•Y *t END CONSTRUCTION ��K38- POC Sto /6+30.00 1 Ott tit (y Tt -}Y/3,8- 95.9 // -BY27- 246 IN CONSTRUC 8- POCStg.12+45 RE E PIPE / AN. DI'S ,9 "EOM _4v FOR -L- PROFILE SEE SHEET 53 FOR-Y37-, -Y38- PROFILE SEE SHEET 65 FOR -DR 18- PROFILE SEE SHEET 70 RETAIN 60.80' LT PROJECT REFERENCE NO R-25198 PAY SHEET NO ROADWAY DESIGN ENGINEER SHEET NO 33 HYDRAUUCS ENGINEER PRELIMINARY PLANS DO NOT USE FO . CONSTRUCTION 38 210.91' LT ERG All £ 35' /r 52.2- Ec U5 19 EBL 24' BST US 19WBL 24'BST REMOVE CONC. DITCH��_ 420'TAPER LT & RT / HUSKNS.KENNETH L. 08 337 PG 4 OB 89 PG 285 13777 -L- US 19 19181 2D'23744-94 z2 838 38 1275 w w Z V) w w 0 l T N. N H w i 8305 R/W REVISION: ADDED RIGHT OF WAY MARKER AT -L- STATION 431#9L07 95' LEFT OF THE CENTER LINE.AND UPDATED PROPERTY INFORMATION ON PLAN SHEET. 8/14/2012 AJF dy_psh_s34.dgn C I) Z J 5. SEE DETAIL 'BN' STANDARD V DITCH SHEET 2-F DDE FF =88SS =0.063 CLASS B RIP RAP US H EBL 24 US /9 V/BL 24BST S ( REMOVE FXIST. CONC. DITCH LINE. SEE STAN SHE FF= S=0 BEGIN SBG STA 428+20-L-LT BEGIN SBG STA_4'8,201- 0- �RAU 3S-r- --"-' 11TL .� . PSRM RDWY DITCH SHE 2- I LINE EXISTING DITCH U WITH CLASS I RIP RAP I— SEE DETAIL 'BR' 1 STANDARD BASE DITCH FF=200SY 5=0.073 84 110.00' RT (STING . TML 'RN' RD V DITC -L- +00.84 110'LT REMOVE ONC. DITCH o% 09. S ss. s2 `J- RAY HOWELL FAMILY TRUST D8 470 PG 236 TCH WITH CLASS B RIP RAP 90.00' RT SEE DETAIL 'BO' , TANDARD V DIT REMOVE EXIST. CONC. DITCH CRIP RAP 2 TONS, 7 SY --X--__X 60' CHL EMOVE CW2ELBS_ 4'BST i -S. US /9 EBL 24'13ST -L- N 54' 48' 079' E \VA / BST CLASS I RIP RAP STA 432+93.00 —L— END CONSTRUCTION E EXISTING DITCH WITH CLASS I RIP RAP SEE DETAIL 'BS' •TANDARD BASE DITCH F=4605Y =0.073 0/ -L- END STATE PROJECT R-25/9 PRESBYTERIAN CHIU3RgCHPOFG205PRUCE PINE. INC., B PROJECT REFERENCE NO. SHEET NO. R-2519B 34 RAN SHEET NO. ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FO CONSTRUCTION FOR -L- PROFILE SEE SHEET 54 In wwww M.L��� ■�ww r c. www■■■/l.•- memisic- MININIIIIMEMOI ■�■�wr��Rr=iw■■w■w ■w MN TaIIIIMIIMILia111111MINIIIIIIIIIIIIIIIi. MEE ww►_T ONIIIIww■IN1im ��GAtw MlT_w•wwTan MIII■wwwIIII— wwr_hx1•■wO. www■www■■■w�w� ws_ ■0 Sl wiwwlN■ItiMIIMINIMIN1111•111.11•r wwl4T,wwt•J\\ bIIIIIIIIIIIIIIIIIIIIIIIIIII■w■wow■ Isimorsommonatornil NMI!. ,,LIIIIIIINIIIIK,AIIII UM u�Jwwa■aIIIIIP ■w 1111M111111111111111111111 MINI ■�— wwwIIIIINVERWW- w�■ww■■111. ww■w�� �r--'- wwwwwwww■■w�ww �__ MN wwwwwwww■���■.�•__ MININNW PI = 21+60.00 EL = 2,535A4' VC = 820' K=130 V = 55mph PROJECT REFERENCE NO. R-25198 ROADWAY DESIGN ENGINEER SHEET NO HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE TO CONSTRUCTION I- r■ammum ---- NI ___ ------__.--■�MIIMI lw ■�wwwww■��ww�w�wwww��.r=_-z�� -��o�wME=:- ■ww■��■ww�OGaiil 'r•lrr�w�www����w■-����..w�■��w w■���www�ww�����w��■�www�wwww■���� N MN www�wwNw■1 J•■ww�ww7�—w�i�U■www■ NM MN wwwwww�■w■17■w■�eia�lwww■—wwwIIw�Jt\w■ 'mow(/.� �wwwwwBw■�-�� �www■ww■wwww wwwwww■www—lw�w�■ ww■�■www—■w■w� rearm �■■ww— a■a■ww■ a�www— ■��wwwww— wwwww�wwww■ vwww— ww�-ww■■■ Iwswwww■w �ww■wwwwwwwwn�w wswwwwRI RI NEB w®wwwra ■ w�—■■■■ww_ a c_.��w. �w■a�■www+a nr+w■ 1■t!T.MINEMENEMENNEMIIMINIMI /iFY��www• I L% —..w-+.��.••> rr�1■wsw■�www� is �cac J I.�www.7 ■ IMAM MINIIIIMEIM E N Yw ®M=ww i4 -e.= %LR■fiwwwINIk immEmo...icarym MI.\VkVANIIIIMIIIII MINIMUM wwwwww®=ms !_zom !•TYm—ww—wwww■1WINIIMIIMMI wwwwwwww■w■w■►:aaawININII \aw�M111•1110MINIIIIIIMwww=fl\ UM MIIM111111111=111111111•111111■11111IIIINNL4JG SO \wwwOVUM ww■NEN iumww>•simmNM NNE IMO lin Y1 MN MINIMMOINIIIMINIMMIIMMI an IMMO NMI MINMENNOINIINNIMINEIIIIIIIII MIMI MEI II111110111111111111111111111111111111111IMMO MMISOI �■��ww ww w■—ww— MOM — S�ww� N�ww� ww N��� ww N_�_ww�ww MINI ■www�U _ww VIM��U�aaw■ ww B�ww� ww—��wwwwwwwww■ MINEMINSIIM BEE �■■■w■w�—�■■w 12 13 14 15 16 17 18 19 BM •2 SPIKE SET IN 20'WHITE PINE —L— STA 25+82.75.85.47' RT ELEV.2512A1' MIIIIIIIIIIIIIIIIIIII ____wICnww�n MMININIIIIMIIIIIIMIIIIIMIIIC.:MII—�ww��wwwwwc—�www��— NM MI iti\—ww� ww_w•f�__�_i IIIIIIIIIIIIIII■w!ii'MEMIMIIMIMMEINIIw ww■��— IIIIIIIIIIM —ENNINIIIIIIIIIIIIIIIIIIMUCIPECIOMINNIIIIIII IN — ■■■■ _____ w�w�wwr«swww�■�ww■—sT.vi� —wwwa_va:.>t• 011IIIIIIII■wc«cNINww=E MN 1%,^FIUMPI.IME .1CM "••1/.41MMININIIIIIIIIIIha' IIYINEMIN •M P Iii=iPIMI IIIIIIIIIIIIIIMIIIIIIIIIIIIMMIMPINIIIMMONIMINIIIIIIIIIIMMI In IIIIIIi.JEN ocw\Mw wwae ww■IIw■IIIMMIME wMMINEIM1•RwwwNNIwwwwwrl■�� I__G w■MIIMEMEwIMIMMMMIMV11.V_ww■■MMMIMMIIIIIMIwOww■.O,i� IIIIIIIIII.TT —ENwINNIONIIMIIU.11wtww�www�www■�I.w�wi: ww(Mlril �w�w�!arwwwwwa7MMENIIIIINNININIIMIEi MENIMM► OIIIIIOIIIIII � _�C� ��ww■MOM wwwwww■www■11111ww11 C��1 www—w.�U Pi = 3/+40A0 C�-� EL = 2.48527' — MI — - VC = 200' � C —� ;,, K — 252 O— MINE V=60mp. ��.UM 1111111•1111� v--1711111,.-... w■ -../ T.\r .IOwwwww■w■ --7.111111111111111WM MINE -NIONNI,.>r-a�nw wwwww■IIIIIIIIIIINIIIIIIIIIINIIIIIIMIIIIIII MEM wwwww■IIIIIIIIw _MEM �.�-• w:�-7 wwwww■�wwwwww �w— ww/ww■■wwww MEM wwwww■■wIIIIIIIIIIIIN Mw■` MIIIIIMOUNIIIIIIIIIIIII wwwww�—wIIIIIIIIwwww■ mow■—INIIIIIIIIIIIIwMIME NM MINI ww■ ■w�=MEE= w■� aw�■w�■w■111111111111111111111111MIN _ww■ r_ww■NNEM —MMINNIIMMII__www�w. wwwww■ONINI MINIMMINEMIIMIN=MMIMINEMINIIIIMINIMMIIIIIIIIIIIIIIIIIIIU. ■ww■INNI w■�U. -IIIIIIIMNIIIIII� �ww■w■—w■IMEM Inn _ww■ DUI —AU. wwwwwNMI 111111111111IIIM—AU. 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Inan1111•_�_ •��•••Manalnia •••••••r••• MEM ••��— NMI ra•a•�� ii��••a�aaa�• MEM •= tea J--- - 51 61 62 63 64 52 65 66 CD 2 56 0 66 79 PI = 67400.00 EL = 2.577J0' VC = I.580' K=II4 V = 55mph 67 68 69 _= DESIGN EXCEPTION REQUIRED FOR DESIGN SPEED FROM 60 MPH TO 50 MPH 80 81 70 .—wommommul immummaws -u some■.m aim momason BM '5 SPIKE SET IN 26'WHITE PINE —L— STA 7I+70.60.72.46' LT ELEV.2538.54' 71 111111111111111 111811111111111 NIIMMENIE MESE INEENEN MIME 1111111111111111 —ENNIENE 1111111111111111 - -.-- , - .. ,_-��i <______ /.ir%MEM WEEitiININIL,Mrsrat_M 82 83 72 73 BM '6 SPIKE SET IN POWER POLE —L— STA 84+91.93.44.09' RT ELEV.2478.70' 84 85 86 74 ININIMMIIIMEEIMMUMMIENIN �BE r.=mum mmimomme �MM.CC:MM ...MM retie — -- ---- e�=M ____ EI �=�� ____ MmMM �MEM IMMINSM =M:M — -- __U LI .•���r. r.MIME -MM a•�ME ---- .. ....�� -- r_MIME a_ =MINNIONINEENNIII 87 u--r.—u uMISINIMIIINSru __=_ r. MINIIIIIINIEIN MIN MN MIME t.IMMEMENNE-- t__U uE=IMIMINNINI-- w�_uu______ i.ca.•� �r.0 r___r•�lIILi.N=1,11 R-25I9B ROADWAY DESIGN ENGINEER SHEET NO .37 HYDRAULICS ENGINEER PRELIMINA RY PLANS DO NOT USE CO. CONSTRUCTION Ott• r•Mr•.•l=� -- _ r.071,1 [...NM O• 1___ Es MIN 11111=11EIMEM SEIrtME I.,..' wEEMEMINI.•r r•rir•_—ESE fib-- retie.—__ i.f. —nnoLf- .�-.. retie.=�r.•r_rC . MINEMINIMMIIMEIMIIIMINIEI ININISIIMIIIIIIIIIIIIIIINE'— = IIM E===5.7NEN-- MINIMINEr. "SIEMMENIIIIIII__r__uuIrEEM� r� •r_u��uu..yw�uu�.r—r�r_ _—��-.O.. ................ EllIC,ENEINEMEMEM�—= _MER�_��� r_ MEM= r_w�� _���R;:—. _ MOO r•ri..:5AN r_ � star, r.=EWEN&_7� — u��t.t. b—UI�uvi.��� NE ME NEEME= /-- _Ell MEEE _MINIM — ME rr___ MMM MMCM :.��1, •rrlr•U�— 75 88 76 77 s� —ININIMERIMEM SEEMS MEM 78 MMM:MM --- MEIMMMiMMMEM � MM: MEMENNIM MEM =__��� �MEM �N—= --- �EM= —ININII --- =M.. �MMEN MENEM IIIIOIIIOIIII N—r_11111111111111111110Wz.r w, • _I S11111==1111MINI-- ®__ U IMININIIIINIESI __ IrkME _--_ — MENII N ME ES SE IIIIIM MEI EM= MTM= — -- - -- EN NIIINI M-- --- M• ININEMEEMuu IIIMEIMMEEMEE SIM U oIIIMEM-- MEEE uu N ME NINIIIN SE MO EIMIIIIIIIINIMIIIINEINII —SEIMINIMEM MMN= ME MN — ME M�MM = _ME EME MNIESSIMEEREIM 1111- 89 90 1111=11111111 EMEwEE — MNIENEEE MEM __MEN R•t•�_—_ U___�— MENuuMMi MI=� U--M� IMIENNIEEME M :-EM --e —U ---I1111111111111111111111E11 U—uu��_ —_-- MEE --- M_EM NMENEENNINEMEMIIIIMMINEE EINININIMEN U--- MEM MEM MEM MIME MM__MM�_MCM MININEIN M_.•M _ININE_r��� �_M_NISIM Et•_�_�_ MIME �MMI ESEN __ -- 91 92 Mrarzo A+A.V 717V n■7rs : r►: i. P.O■ 1 . ? .-,4., err. VE MI I PI = 95+00.00 EL = 2.53855' VC = /J90' K=123 V = 55mph =n_ BM r7 SPIKE SET IN 24' MAPLE L- STA 99+09.98.8254' LT ELEV.2525.34' BM r8 SPIKE SET IN 12' SPRUCE -L- STA I09+60J2.7955' LT ELEV.2482.60' P/ = /14+25.00 EL = 2.47050' VC = 640' K = //5 V = 55 PI = 105+85.00 EL = 2.459.47' VC = 200' K = 1307 V = 60mph# P1 = 118+50.00 EL = 2.47950' VC = 210' K = /16 V = 55mph U.. EMI MEM "'N= MEM MEM U.. Mil 1111111111•1111111•••• BM '9 SPIKE SET IN 14' SYCAMORE -L- STA 124+53.79, 25.33' RT ELEV.2472.37' mow •• A atm sum •midono mow Cam111111111111111111111 MUM •••MOM 111111•1•111111i1 �•••_ ••�•1O111•111111111 111111.11 MEE Ire MMIME ••�� NMI MEM MOM •• MIME ••-- ••—••_ eve e...mr.•r-ate • •_•_•�� ••�•�••c�• •illIMIIIIIIIII•_•••=1•1•111111•67• ••— •••_• _•_�. ca ••MIIIMI•11111111••• •••_•••11111111111iLTlr. ••� --•may\ ••� �i-- f•r,r•.d••• ••► ..J. •ram•••• •yyr�.::••�I: 7L�•:!•• •••••�rO. 7t.'•L ••_P•T7• :211•11•F114111111•11L!I I I 1 ��r. a�riia 71 r, lim 11•1111111•111111•1111111N1111111f: i 1► .nlai11illnIMMM►1`•7f11• C7.'ylT71 !'.ray•••. s(•• NIA- ribilifiLY1•11 �:1 inJMl��C:illl�l• y_, arimAl qV_L - '- _• 11111111111111111MI Ell 121 0,11 122 123 124 125 126 wig •I ••� 111• ••iniiiiii•••— •• ••� =MIMMIMIMIMMMIIIMIIIIIIIIII.. ••_. ••�Mill ••— ••••_••��w•• ••�••• MIMI ME ••MMIIMINIII•• •=11•111 ME •••aMMIIMi•••• ••� ®•i ••� =ii •• as•• ••1111111•• ••••_ �•• ••�-• �ii 11 MIMI ••••_•••s•11111111•• Mann -- --� ii ••� =•MMIIIIIIIIMalillni NM ��ME ME MIMIIIIIIIIIIMIIIIIIIIIMEM ••••_•IMIM NM ••••��ii Ma •��o MI ••M-1=10111•11111n•• IIMIIMMIIIIIIIIIIIIIINIIIIIIIMM ••111•1111N111111••a•• ••••111••—s• ••IIMINalliffil••s•• MN MIIIIMIIII MN ME ••r — J• — ____I• ••��MIME EN MIEN MM •�••• =ME•� •••�—� ii ••®—� •1 Mania••II•Mil UM MEM �� ®i•MIIMIIIMIIIIIIIIIIMMIIMMIMMIIMM PI = 128+80.00 EL = 2.482.60' VC = 600' K = 118 V = 55mph •• OM Man Mw11111111111111.111111111111111101111 MINIM •••a��a. is :::-.•afr!!:J lJ MOM ••1111111.1.111111••• — ••• -- - r1— --- •••••_ ••—�� ••Ilan—IIIIIIIIIIIIIIIIIIIIIIIIIIIIII — r.r. ra••••••_�� Emir rl•ememy_—� •••sue••• �•�r.?r ® _".ar'alINIIIIIIIIIIME -*-11111n1O111•1 127 128 129 130 131 •••••MEM MI _• __ ••� Min •• —111111 Milani Mal •• •••11111•1•• MIMI MINI •• —� •• ••�— •• ••= OMB EMI � MEM M� NEM MI •• ••11111111111111111111111 •• •• •• 111M MINN ••� •• ••� •• ••MIIIIIIII_• •• ••�� •• ••_• ••• -•� •• ••�• w- N� MEM •• •••�• •INM ••— •• ••�• •• ••� •• ••� •• ••=lin OM �� •• ••MIMI •• ••••• _• ••� •• ••••• ii•_•_ •••• =ice•UNI •• • MEaM ■ • • • �•• •• � - MEMO •• MEM EINEM •• MEM •• •• MEM iw M� MEI ••� MOM •• MOM MINE MIME •M •• ••� •• ••� :C -IMMO •• •_.•� -- •• ••1•11MIMI •• ••� •• _�_ • • •• r.m �� - M— O =- M� •• — •• —� C-MINI� •• Ma PROJECT REFERENCE NO. R-2519B ROADWAY DESIGN ENGINEER SHEET NO. 39 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FO CONSTRUCTION 132 133 134 1E111 ' 11111 PROJECT REFERENCE NO. R-25198 SHEET NO. 40 2 590 2 580 2,570 .I 2,550 2,540 I 2 520M' 2,510 2 500 1111111 111111 111111!®M1 ■ ■■ ■ BY '10 SPIKE SET IN 38' FORKED POPLAR -L- STA I36+08.52..55.58' RT ELEV.25/7J7' ■ 1 1 immemmulmsmommin 1 ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE PO. CONSTRUCTION 1111 11IIII•111111111- I 11I-1 CULVERT HYDRAULIC DATA DESIGN DISCHARGE = 680 DESIGN FREQUENCY = 50 DESIGN HW ELEVATION = 251670 BASE DISCHARGE = 840 BASE FREQUENCY = 100 BASE HW ELEVATION = 2518.00 OVERTOPPING DISCHARGE = 1300+ OVERTOPPING FREQUENCY= 500+ OVERTOPPING ELEVATION = 2523.49 III ■ 135 [$G■ ■■ ■ iuinrbi•a- „aimmilimaimismiM CFS YRS FT CFS YRS FT CFS YRS FT 1 P1= 138+80.00 EL = 2.53655' VC = 500' K=150 V = 55mph 111 1 i 1 " .IMMI1111111iwLAtige +� �'r�illlll!!E4 2,560 _=::1c::1i11IiiililtiII ■sue :noo 2 550 .04 1. ■ r „may I. 111 limmummommommumum 1 ��•1I.•.f L!• ■ 136 137 w1 s 138 139 140 141 142 143 Illlllllll�lll■ 11411111rEd ���I 11 �31liiil+ tl i 12'S40 tirL4 llylilllllliriilllllli - .. 1111111111111■111111111 iiiiiiiriiiiiI"I'Il ;11IPr11�1��1�11R9111 2 520 ..�}v��irl 11111111111111 �1111 1111111PI11'!oi 1 ■ ■■■Vua■o�2 510�m 144 145 u. 146 147 148 2 500 9.690 2,410 2_600 2,590 2,580 2570 I 2,560� 2.550 2 540 7 580 111r BY 'II CONC NAIL AT LOADING DOCK CORNER -L- STA I50+50JI,49B9' LT ELEV.256/.72' I 1111111/11 I I I I I 1 "III II" I 11 I I 1/1111/111 1 I 111 11 I 1 1 11 I 1 HI { Ad 4 1111111111111111E 11 BY '12 SPIKE SET IN 22' WHITE PINE -L- STA I57+59.38,12554' LT ELEV. 2575.05' q PI = 157+95D0 EL = 2.575.9r VC = 200' K = 179 V = 60mph+ 1 1 III' „I'll" 1 CULVERT HYDRAULIC DATA DESIGN DISCHARGE = 320 CFS DESIGN FREQUENCY = 50 YRS DESIGN 1HW ELEVATION = 2567.80 FT BASE DISCHARGE = 390 CFS BASE FREQUENCY = /00 YRS BASE HW ELEVATION = 256875 FT OVERTOPPING DISCHARGE = 413 CFS OVERTOPPING FREQUENCY= 100+ YRS OVERTOPPING ELEVATION = 256917 FT 1 11111111111111111111111 0 111111111111 111111// 2,620 600 2,590 2,580 2,570 2,560 2,550 2,540 2 530 149 150 151 152 153 154 155 156 157 158 159 160 161 162 BM '13 SPIKE SET IN 12' POPLAR -L- STA I72+69J0.6ID2' LT ELEV.262034' s::a::::aam::a:::::::::a:::masssii::e�::.;:.. cr cr in PI = 1771-00.00 EL = 2.63770' VC = 790' K = 826 V = 60mph+ BM •35 SPIKE SET IN POWER POLE -L- STA 180+3625,25357'LT ELEV.2657.49' �F�a. 1 nommuo..u..l aessasecP a. M1pNy .v uu.uf•1.\.u.ut a•al • • IaC::::::::::::::m:::mo:mec "t,,�.. ,. -.••:111111111111111111111111111111111111111111111111111 ::::::::::::::::::::::::::: =.nnncr �uau.. .. '7F7Y= �rnv i'r • 1 BM •14 SPIKE SET IN 26'WHITE PINE -L- STA I86+1224, 93.45' LT ELEV.2671.88' CJ Co C m 0 v N 00 0 0, "a z0 a0 lell IIIII 11.11 ■ uuap:�_ i■i■r_v.., i.io•••• ..1 EtI S\ti►\ :3•:L� i��-.11117 WI NM 1 1� 11111111 NMI rcar���:rz ��kLN11 , IN J N.■' 1 i1itiruYJ BM •15 SPIKE SET IN 14" OAK —L— STA 207+63.34, 94AI' RT ELEV.273IJ2' armma■uu■eauoi9i.rr■\wvauatee cr►:.a • PI = 217+25.00 EL = 2.70825' VC = 780' K = 235 V = 60mph+ 0 11 • • 1 • : 1 • • 1 • • • I OE • ��M.�_� - =.1 MMMM=M—M=aMM M1 -MM•MM'.. M—MMM. ---MMMw—MMMM MMMM MMMINIM M—w—MMMM NIIIIM=M MR MMMEM —MMM�MMM—MM —MM--wMM� mimmuromma MMM� MMMi w-- 11111111111 1111 sisals I.11A !w =_MM11111 MIN I Mm-11•11111111111111=11 AYw POLMNIMINM u=4r ur ,: 1 — BM •l6 SPIKE SET IN 12' POPLAR -L- STA 222+2I.6479J9' RT ELEV.2685J7' 011111111111111111111111111111 �— ww-- 1111111111111111 111111111111111111111111111111 — MINIM MI MEM= AMM i MM� MMMINIMMINII MMI I �—�=IMINIIIIMMMO —MM —MIIMMIM1111=11 MM —M I=—wMM11111111=1111 MNNIIINIIIMII — MINIM� MINNIMMIMMw MIIIIIIIINIMMwMEMw MM --w—M� -r-1111111111111M—w MNIINIIIMMEM MINIMINIIIMMIINN MMMININ1111111 --M•— IMINIM1111111 219 220 221 222 223 r—MMw �--- MINIM MM MMMM wMMMMM wMMMM wMMNIIIIIIIIMIN MM —MMIIIIMINI MM wMMMM MM=MMwMM—MM wMMMM wMMMM = MwMIMM111111=11111MM MMMM •111.-UMIIMMw11111111111111111—MM tic: .!•=iwiwia111Mw. MM- MMa11:11r� =1111111111111MMMM•••Mr._. 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CONSTRUCTION —_ I w— - NNE =NNINIMM1M 1111111111111111:tiriT Ms 110111� re_ aa_ilhY.- wur =IMINIIIM1111111111111111111=INIMMI MM •,n1 wnrr_ MM.�Ic --•rT w:—r1 a— wtr w11 MEN 111111 wM 111111 wM NON ww111111 �-1.- r/n 224 225 226 -- =1=111111MwMM— i11111=1111111111-11111111111111=wMMw11111111111=111111111=MM— ►MININNIIMIREM MMMM— .aa� --� ���11111111111 till •G`NMEMIN—wM----=MM=MMM--=a7MMMIIII 111--MItaMM—'iM— wywwwiwi�M�wiwi arm IM=M1111111f:�MM—+aalfM—aMMa� l• MMMfV=Mt* 1111111===111111111f.4MM=i11\� NM 7 M�MMMM—!fMMf1 MI M��-11111111= NMNIN IIIMININIIMM-1i\iMMiM� 1..- 11=11 = Mw1=11111111111M_ �`�— w�r11111 --w O�-M— -.3�'�.11MMNINIMMINNNOMMONNON11111MMMINIMMINIMI MM- -Mt•.-- ••=111M1M=MMw—MMaM —1111111 MMMM— IMIIMNIMMININIM MIN MaL•�-•11111•11111111 111111111110111 �— �M��.w�_•■--MMM —MMMI1MM- -MMMr„C.r:'•••1111111111MM -MMwMa1MINI=-•=_— w=ww---- MMM- 111111111111=MM=1111=111111 —M`— MININIIIIIINIIIMIMr—=MwMMaI—MM=a1 —MMMMw_i•Z—MM— —mow--- __ --MM— —mow.—Mfg—aQ--I>•M— —'•Ir4111M= MGM 11 —NININ11M-MM—•1.afl•MM =3=MN== .1•:•IM7MM— MM117-M AMMwMM--MM BM •17 SPIKE SET IN 16' POPLAR -L- STA 235+03.42,4932'LT ELEV. 2610.04' w 1 r� --- wwi` sew MN MEM -- M— MM=MM- M— wMM11=11=111111111111- M— wMM- M— MMM-111=1111=1111=1— M— MM—M—Ma-- M— MININIIIII=MMMM MMMM MMMM— MMw11=11111111111111111MM MMM- -MMM— —11111111-1111MIIIMMMMINI=11 MM— --wMMw--=M— --wMMMIME— — M-=M- - -- �� w1-- —MMwMM—MM— —INIIN ==M EMw--=M— 11M1=01111111111111111=1111111111111111MM==111111=-=M 227 228 229 230 M�� MM--MM1111111M� MM—Mw=MM— MMM.MIN1111111111111MM— o-M�M—i1— 111=MMMIM-PTMIIIIMININIMI111MMM—MM— 1•1•7a aii—MMM—MM— w•=RIM —MM—MMM—MM— tt * MMINIMM_—M —MMM—=MM—M M—MMM—NM MMS.17/1M—M M111tia--=—M MM _ b:iM—M JTv1=M ww=1•1a>•.MM—M =1111111 r•aM 11111=1111111111_C •I l-wM=M•RIMI_M� MININNIIIIIIMIN IININIM Mw�MM—M� M�MM- MIMINNIIININII---MMMINIMI MM— MM ww-= MNMM—MM—� MINIIIIII—M---MMIIIMINIMIIIIM�A MIN —MMMIN=M� MINIIMMINNINII—IM—M1111111111111=1111 INNMIIMII—MM—NMM—MM—� 411M11111111 wMM—MrM1111111111111111111111� w1==.111111111= w� ==MEM L7!•1111MMM—MM—MIIININIMMIIIIINI iL711.••—M��—� =wawMYL7a1--r11\11MMI -... 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MMINIMI111111 M1111111111111111—MM—MMl.—r=•MGM MMal1—,— 1C�===n111=1M 1111111111MM—M==MM—M—MM MM—MMM—wIMM—M OMMM—w=MMINII =—Mw=r In=1=11111111111 — MM-111111—MM— MM—M �� - 11111111111111111111 1111111111 111111111111111111111 ENE —M�MM--_ —--••a—•MM�MMM— M—MM=M— -M---w -111111111111111111=1— MM�- -M MIR M NEM MtfMM�M�M--M---- MM--M---- MMfafJ♦�MM--M---- Mw-- ---- MGM— —M---- MGM--M---- MM---- ��—MGM--M---- —w—M-1111111111M---- MM------ M===11111111M--M---- r�M10111111111=111111111M--M---- -- MINN GM------ MMMMM---- MGM®M---- MININ1111111111111MMMM---- NM IMIN MU MGM------ MM—w--MM------ --MM-=MM---- �—�MM------ MMat•�—MM--M---- MM—NINIIIIIIIIIIINIIIIM—MGM------ ��—MGM-111111111---- 11111=11111111111--�— MGM------ MGM--M---- MMMMM------ RIM M---=--- MGM------ MGM--M---- IMMIIIIIIIIINIM1=1111111111111w--MMMM--- -MMM111111111M---- MMMMM--= —MMMMM--= MM--—. MMINIIIIIIIMINIMINIIM= MR IM—M=M--. w—wM--M--. MGM----= MGM--M--= MGM--M--= w: =w1_ -• MGM— M�M- - -w rs_ 231 PI= 244+68A0 EL = 2.5599563' VC = 1.0010' K = /24 V = 55 • : 1 • 1 • • I • 1 .,, _� • �_�raat• L1M . - - MIN 111111 • 1 232 11111111111111111111111111111 w= MMMMM--� Mw-MMMM—NM NI= 1111111M1__ MMM—M—=I MGM--_�_=I RUMMERM--M-ws M--IM —MM— MIN 11111 MN M�11111111 5111� M—wM—MGiZ=-R.. MGM--- •.- �-.� MGM—��IIMMIE=—'•��•�'�.�l'lya MGM--M--r L.T.•a1..� '•- PS YI1 L7:_J•i NNIMINNIIIIIININIIIIIIMIMI -� _ __a M--w--� M---M-MMMM M--M--w—M M--M--��= MMMM--11111111=11111===111 M—=MM--MM—M= --- --- M --M--ll1=11111111111===11 M--M--MUM m • 1 233 234 235 236 237 238 239 240 241 242 243 244 245 246 a a BM •18 MAG NAIL IN CONC PAD FOR FLAG POLE -L- STA 249+77.86.6255' LT ELEV.2563.47' 247 248 249 250 PI = 254+50.00 EL = 2.58620' VC = 400' K=134 V = 55mph --... awr www.w_Re. BRIDGE HYDRAULIC DATA DESIGN DISCHARGE = 3590 DESIGN FREQUENCY = 50 BDESIGN ASE DISCHARGEELEVATION = 4320J5 BBASEE (FRREQ(UEENNCY = 100 bV l?TOPPING DISCHARGE = `3660+ OVERTOPPING FICY= OVERTUPPING ER��TION = 2568J1 CFS YRS FT CFS YRS F CFS YRS FT DATE OF SURVEY = 5/14/2007 WS.ELEVAT/ON = 252586 FT AT DATE OF SURVEY 251 252 253 �- w�ww WMMINIUMIMOM NMNIN ww—www� w�ww ww�wwwwi wMINE ww—_MMEM www�www -- w�ww�w.—ME www�www ww— w —wrww w�ww Cam: wwwW=www wwww�ww siwww www�www —ww =w ww w MBwwwo.w w®w w111111MIMM=ww w�ww w®w w�www ww ww�ww WI ww www�www www�www INN In NII l'. •-•.www — ...0111111 MOM wINN INN ww MEMO MEMO EINEM ww ww MBE w ��ww w�ww w �w .wwww� -®w �iwwwi INNIMINIMI ����wMENww ww.wwww� �� w� --- w�ww ww�wwM �wwwwwl��w�ww MIN NW �wwww�ww ww--- wIIMw�wwwen w MINN www wwiwwwi �ww ww�www11w WI �ww�www wwiwJ�M ww�wwww w --- w1www MOMww wwwwwo�w ww—ww�ww w�ww ww—wwww.�.�� w�i.- __ i MINIM _ii__ ®�.Irra .w�r��wic e Li.wl4P t w wwww���wwwwt MMMI=MUMNINIIMin; wwwC wwrr�' w1L�=Mawwwaa RNwwOO' mow/ MIIMINNIIIINMiMMIIIIMwwraOaww•g -- MOMIIINIMMEMM=EN IBM!. EMEND. hNiMAIMMIINNIIMINNION!..:-..-M1 w111111111wwwwwo�w wwwbMNMIINNw�21 '! - ww�wwww _.w�w��" �wEM —w�ww wwiwwA7�17J•��r w�wwwww—w�ww wwNON kLEaN0,r w��I!VI U IkA3 i -� ram: a ww ��-�'— w�.: „nit - — CNM-M � -- —IIIIIMMINE— w NI w� �iNM�ww. ww—w— wwww. _ __ --- ww� wi �-w w — - —- — wwww� ww— w ME ME w� ww— MI ww�ww�ww— PROJECT REFERENCE NO. R-25/9B ROADWAY DESIGN ENGINEER SHEET NO. 45 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE Po , CONSTRUCTION INMINI11111111111111W=w wow MEMwww111111 �M 11111111111111ww ww111111ww w.ww ww�wwww. www� www�iwwww. www�www� --- ww.wNNW w..� www\=— ww�ww� ww�wwwi MIME --- - NNW -- MOM M w— wwWWM www� --- wJ�iwwwi wwMEMwww� ww=wwwl� --- wwww� NMI w --- wwMwww� �M-- MM•1M MEM ww— MEM wwwM wwN M ww.w www. MON MINN MINN MUM MN wwwwa MEN .7.11111111111 254 255 256 257 258 259 260 cr on : : : : R-25/9B ROADWAY DESIGN ENGINEER 46 HYDRAULICS ENGINEER : a � a : PRELIMIN DO NOT USE CO RY PLANS CONSTRUCTION : U. : : : : 11,111 - i TT7W IA.Pn-A� nnas�5i�nw�:.�! T7CIinY... ..Gn •:1 : a. : :iii:: J. l:r PI = 270+95.00 EL = 2.679./B' VC = 200' K=662 V = 60mph+ NEI C�w PEI �aiai�!ani! i� aiii�i�•. INN .E1 • 1 _Vs .c: MM n.a a MI on. MM :a:a:a:::::::::E ••:::a:::.:::::::::::::::::::::: :::::::::: :R::::::::: :::a::::::::::: :::::::::::::::::::::::::::Y:: :::i:::::::::: BM •19 SPIKE SET IN I2'WHITE OAK -L- STA 266+9499, 83.38' RT ELEV.2655.09' : ■ U.. ••1 261 262 263 264 265 266 267 268 269 270 271 272 273 274 C Co a _ a- N 0 0 o 0, N za Z as 0 PI = 286+6O.00 EL = 276291' VC = /2/0' K=123 V = 55mph BY •20 SPIKE SET IN 8'WALNUT —L— STA 282+06.82,30.30'LT ELEV.2783J0' 1 C.! ..i.■c. MI I -1i•" - 7141-1, k.' Ilil� BM •2I SPIKE SET IN /4'WHITE PINE —L— STA 294+31.62,32.45' LT ELEV 273I72' PI= 299+9OAO EL = 270327' VC = 470' K = 177 V = 6Omph A°aa■MMMMMM a tea. W ■■■■■■(inmommi :- !e 1.7Qg ■O4■rY:7■■fi :�■■�7C�1 �iTV.'ll r:ets i�.■ nl 2,710 2 700 2.690 2 680 2 670 2 660 2,650 2,640 2 630 IIHIIIIIIIIIIIIIIIIIIHIIIIIIIIIII{ II{ll 11 HIIIIHIIHIIIHIII{IIIIIIIIIIIIIIIIIHIN111!11111!H/IIIIIIIIIIIIIIIII 11111H1{III®IINI HIIIH1�11IIIIIIIHI{{IIIIIIIIIIIHINHHIHH11111111111111111{IH11®IIIIII IIII{III��1111111111111 IIuulllIIIHIIIII■I{{IIIIIOIHII{{IIIIH IIIIIIIJHHIIIIIIIHI1811{{I{II{IIII{IHHIH{II.HIH.{I IIIIH{■11111IalIIuI111H11111 uHIHIH:■■I111111{IIIHIIHIIIHHII{IHIII{IIIIIIII Illuu11111{1HIHIu111111111111u1111HH1111{ ��illIIIIIIiII!!!I!!IIlIIIIIilBilll�� IIIIlfillf�lflfllllllllilflllllllllIll!ll�lllllllllllilllillll111ifllifflll flli�lflll�� �I�Illlllllllllllllllllllfl�lll �Ifil!!i!!! lllffifllllllllllll!!!llilifnlll�Imuhl11II 11111111111111111111111111111111111111111111111111111 II'1( IIII!lIIII !IIII I MIIIIIII f! IIIIII IIjj lihIIIIIIIIHIIIII! ""j�'�' �! "�ii If�ll I ulnnln !IIIIII { 1 R!!l1111 11 IIIIII IiI HHH111 II III! 11i111!! 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I IIIIII IIII Illlill111101i� ��l�': G-1 l fl • 11 111111111� 11 1 IIH1 111{ !IIII pl 111� 1 1 111111111 111 11 �I Ili I 1 IHllltllll 1111111���111 1111111111111111�1 IIIIINI�11 11 I 1 !IIII ,lu,III1 I1 IIII � n _1�;■lh IIn1111"1!1■ j1 i1 11 11 / I!� � � � r���! ` �: T�1� n I I �i,,;� � 1111i��111�1�lII �I !� iI ��lill �� :� ....� Hu1111111111111H{1l1H1111l111111 ��� �� S I {I { 1111111111111 IIII 1 11 IIIIIIIIYI 1 1 !IIII PROJECT REFERENCE NO. SHEET NO R-2519B 49 ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMIN RY PLANS DO NOT USE PO CONSTRUCTION 2,690 680 7,670 2 660 2,650 2.640 2,630 2 690 2 750 330 331 '.ua u u 332 333 334 335 336 337 338 339 340 341 342 343 2 620 2 750 2,730 OVERTOPPING DISCHARGE = 1200+ BM *25 SPIKE SET IN 18- BIRCH PI = 347.100.00 2,690 IIIIIIIIIII 740 2,730 2.72 0 2 710 2 700 2,68 111111111 2 690 2,680 2.670 2 66 344 345 346 347 348 349 350 351 352 353 354 355 356 357 2 660 a a- N -4A BM '26 SPIKE SET IN 22' POPLAR -L- STA 358+44J0.95J6' LT ELEV.2729.40` 358 359 PI = 360+00.00 EL = 279099' VC = 950' K = 3235 V = 60mph+ 360 361 362 363 364 PI =- 3f5 95.00 - EL 2''662' VC = 200' K = 159 V = 60mph 365 366 367 01•1:m•Oi= .l.YYYNIIMMN www��--IIMBEIBMIONNO w®MIIM._ wMMMINMIISMI MMIIMMONI1=1 wiYYY11111•1. ww�. w�----- 368 wwra�MINIM w�.MENCEN ®_111•r11•1�_�'. �NOMMEN vw-- IIMIIMEN w�=NM=w�www� YY��w�. YI n=wYwYww w —..w�� w MIN—�.w.� MINN wMNIMMIMIlltall011l1111 aw��r --MIN www.__ON MII w MOWN IMINI w�rI w�YYY In MM w�---- �w�Y��1=1111111111111111 MIIMIIMII s111M---w�� ._111= ---- —wAYYYYNIONINI.ww w�/���� w�wra�rawrww 111•11111111111•111.11MM.1 ME EMINNUMIN Mil NM ww�w�= ww OI EwMI.MIONMEMINNOMI=w� IINNE www�--- w-w.�MO=w�—w� wow----ww r��� NOM ;••NMIMMIliM:r���� w�a.T..11 .rsr w�rrr .ww_ w�..L'J1r/Ywemon.iamem NVAMMI w—/w�•,•yyTT�I--'.1w.�f!•I r_-.—wNIIMIIl•wMIwEW-n. CMOS BEM w�fara��w�ar. �I MIMI!'. MEM w�alwmommilim�/.--w�wr.rr�r amMINraw=1 wwwwNIIIM r r •• w MN= OM= MIME 111111111111111 w�=NM= 1111•11111.UUM w�.UMW YIMIYIINII ww w�MIN ---- - � NM= wwr�BM=�w�w■ -mmesa---� 1111111=====.1111 R-25I9B ROADWAY DESIGN ENGINEER SHEET NO. 50 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE FO. CONSTRUCTION BIM MOE NMI EMI MBE NNE NMI MEM NMI _ N r M_ BIOS INN —_ MMINN wNMI Inn -- I_ w� • 1 wla w— IONS w� wINN —.w /EM=M • 1 E_M_ wM��•• MON wMan wi --.0._.�1 M.� MINEILAMIN mew � 11111C �����. -—j1111w--- IMINIM wo Inn Innw— 2 770 NNE f• MIN MIN IONE •1 -� MINI 11111.1 MIN NMI MINN IMO = C wpm 369 370 371 PROJECT REFERENCE NO. SHEET NO. R-2519B 51 ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER it r PRELIMINARY PLANS DO NOT USE CO. CONSTRUCTION 2,920 2 910 BM •28 SPIKE SET IN LIGHT POLE -L- STA 385+29.92,I2I.60' LT ELEV.287680' 2,900 2,890 2,880 2,870 2 860 2,850 2,840 2,830 .. .. . .7 ... ... a.........R.... . . ........I ... .O ' .. .. .. 2.820 2.810 -L 2,900 i I- 1 447 ti •d r ,890 2 880 2,870 2,800N PI = 376+10.00 EL = 2,822.00' VC = 300' K = 343 V = 60mph+ • t. r .n 9 i r tp NET r .�I 2 860 2 850 9,840 2 830 2,820 2,810 2,1300 2 790 2,780 = BM •27 SPIKE SET IN 24' BLACK OAK -L- STA 373+2I.43,108.28' RT ELEV.2806✓l' — — H 2,790 2,780 2 770 372 373 374 375 376 377 378 379 380 381 382 383 384 385 2 770 PROJECT REFERENCE NO. SHEET NO. 0 2.920 2 910 IIIII:IIIIIIn111n 111 1111111N111111{1111111111111111N1111 11®iiiiN1111n1111111111111N111111111111111 IIN11111 IN1111111111111111n11nIN1 11N11111n1 1 I1n11{11N111111111111111111n111 iINIININ11N1111111N1111111111111111111111 f i1111f1111i11fflIl�IlIINI INIII�ililllllllfflllllllllllflllffl� l IfII1�l�fl�Ilil�ll ilflfl11111111�1IIlflif fllllflllllllfflfililllfiilillllilllif�lllf II IIIIIllllhIIIIIIIIIIIHIlllfll llllillillllllliN II Illllil�ll fl Il1ltill!IIIIIIIIHllli illIOuIIIl11II111IIIIIli1llliilllift!l111IIIIAft!IIIIIHh1Itllililllill!!i!lIHl 1lHIIIIIlillll!III1pI111111i1itllff1t1111N1!ltlttiIIIIIIII!lt!lliil!l111t11ftiflttioilllilit IlfOiitltiillliillllllllilllllllfii 11111!l11111i1lIl11lIlIIIIIIII!!liiliilllllllllilllitllllllililillll iMiiiiiIiiiiiiiiiiiiiiiiiiMMllllillllll11111lillllfiliiitlllllllltillll!llllllllIIII!!1!lIIIIIIIIIIIIIIIIIIIiillllilllll Millihilllllill!!Ilil11111111111i11tillIINIIIIIIIn1111IInlhIIIII{IIIIIninlnl{nIn{n11N{I{IIIINIIII�NInII111 {lllnl{ilnn{INlllllnnn{:aNil nlulllnlnl11n1111n11111111111111nllllnn{lllll IIIINIIIIIIIIIIIIInnnIIIIIIIIIIII 11111111111 11111111111111111111111111f�f111111111I11f1llfifit111i111111f111filllfflll■■ilf f11l1l1Ili11111111ifi1f111111f11111f1111111111f 11IIIIIIIIIiIH111IIIfHI1U18111111IIIIIIIIIIll1111f11111il0lllliIlllllllllllif�lf lilllliii N ill u :=3334°Yg IIl11!IIIIIIIIIIIIIIlI11if11IIIIIIIIIIII!1fl11!l111!!l11lflllltlIIIIIIlfi H11111111I111 Ilflll1111lllIIIiIIHllllllllllll II IIII 1 II iIfI111�fIIl f IIIIIIIIIIIIII i Ilfl Illllillll =690' IIIIII 1 IIIIIIIIn111111IIIn1111111111111111 1111111I11111IIIIII11111n111IIn1= 690 111{{Il{{1{{11{1{Illllllllllllll{{Illlllllt:ll{11{i{I{1{1111111111111111111111111111111■ . . .. 1 //5 ■ 1 IIIIII!IIIIIIIIIIIIIIIIIIIINII11111111111{IIIIIIIIIIIIIIIIIIIIII.I:i11111{lee,_ IIIIIIIIIl II11111111111111111111111111111III11llllilliiili I Ii I11II ll i111111l11i11111 1 iliillllllilll V = 55mph !Ili1IIIIIIIIIII11l!IIIIII!!1lIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIilllf ��-T -, 1{IIII! 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1lii11111 111fIl i=iifillitiill1111011111111 HIIIllNlttiiMIIIIIIIlIlliftlllfllIIIIII!l MIlllfilllfiliilllllllllllilllC :7 4i1::::1111!l1111111111111ill!1111111111111111l!!1l111!f1ltill!l11I1!lIIIIlli111111 llll!!111111iitlfif111f!!llllfl111111111111ti1! !111111l ' 1 41111111111111111111111111111111111111111111111111111111111111 I!!l11IIIIIIIIIHlliili!llllilllliil._ .1 II dillllllllllllliliilllllllllllilllllil 1111 111'---__-•■I�P�L31__ llii,tBiil!!.i�i�f111�1�,llliiii itli _ _ ilmullilfiiitllilllllfllllllllllllllf111111ii11 "' ' ' ''� 1iII i ..iu.c='..■■j: or�■■u�■cai_PI = 406+00.00 1aiiila ��,!i-_litlllle!!Ia.�{%lIC:l1:'::!:-III!III!!EL = 2,881l5' 111y11„,...€lillllllllllllllllllll1111111111111111111111111111V =1200' . ,1i!111-__■.!IIIIINI{II{{IIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII{11{111111111llnlllLIIIIIIIIIItI`.t�llllll!!t[+�11{IIIIIIIIIIIIIIIIIIII.t,�.1111111111111111111Illlllllilllllll����!llllllliilt1•a 1VCa.111l...i!l11�1111uu...!!n1111111111{1111111111n111111 V = 60m + 1111 n1IIIII{I{IIIIII{IIII{IIIIHIIIUIIIIII{IIIIIIIIIlI11110111111111 IIIIUIIIIIIIIiII»./o: I IIIIIIC•{� 1Rn4INllllllIIIIIIIIIII IIIIIIuIuuI II"MINI'{{{{II{IIIIInIII!IIII{IIII{{{{nnI{IuIN1:!uIIIu{{IIIIII{,It1It11IIII!IIIIIIIIlIIIIIIIIIIIIIIIIlIIIIIIt1111111Ilillilllit!!!1!!!lltillllll11i111I1i1011111g1111111111111111111111`. r�+ 1 11!lllil11f1111f1!l11111111l111111111IIfif11!!fil11111flIINIf111li11lffflall■!1111111l111if1ii!!!!llliflil1�11m..■■ ii.,,,,,11111111111111111111111111111111111111111111111{11111111111111111111111111i11I1 •� IIII i"_'":u�1ld1111 itlltlIIII!tl111IIIIIIIIIIIIIIIIllllillllllitA f llllli!!�ll!!1'3 �'illlil Pl= 412+25.00 IIIIIIIIillftlllllilllll IIII!lltailfilfliiiiiiiiIll111iiiiiii!fit!!IIliftil1111iiiiiiIlttilliititiiiiiiIIII!iiiiiiifi!!iliiiiRliI i"IlIInnC � :11u-�.a.. 1 ■_ _ -___- _-- IIIII:111:MillIEIIMIUMMIIIIIMMMI 11111111111dir-....- aLII:'i1111111111 EL = 286375' IIIIIIIIIIIIIIIIII!lllilllllllllllllllllllllllllllIIIIlIIIIIIIIIIYIIIIIIIIIIIIIIIIillllllillllillllllIIIIIIllllllllllllllllllllillllllilllllllllllllllNlllfiiliiiliilll:ili:liilllilllluoVC=0 Illllllllllllllllllilllll 1!f!l1111f1f111111111f111111111t11111111111111!l11I111111111!!1f!!!1f!l1111111111I1I11fi11l111111111111111111f!llilifiiiiif1111l11I111111111!!1111111111f1111111111f11f111111111111l111111i111filiif1111iiiil0i:5 :i==-=-=-ilill_= V 755m.0 i I II i1111111if, iI,i 111IIIIII11111111111!!11lif111111111l1l1I11!111111!11IIII!!!IIl1l11!!11111111iif!liflllii1fi11!!1l111!!11l111If111111111111111111111111lUIf111f1111111!!Il111!!llfl111111111111111f11fi11fl!i 1111111111111111111111i!!!l111l1111111iiiirlliEighi!iiiII h PI w- 0.�1i{i iiiiilii 11111111111111111111111{NIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiIII{IIII{II{{I{IIII::::11III111{IIIINIIIIIIIIIIIIIINI:::IIIIII:1{{III111111111111111111111111111IIin11111111111111111111111111111111111111111111n::!l�:ii:1.�111��iillll�llllll - UIIliIHOIHOIIIIHOHllill111l11lillsIIIIIIIII���HIIHI�!IHHI111IIII11iIi1111I1 IHOIIH11I11 HIIIIIHII1111tiIillt111111lHHHIIIi IHIIllillll1111111'11IIIIII!IIIIIIOHIIUHII111111IIOHIIIHHIi1111 IIilifitil�lll �i1I11 !IIIIII 1 111 1 1 1 ! 111 � Illlll.i:111 •ii IIfIlI111 it IIIII111111111 I 1l!l11lllili111 !!1 1110l !IIII 1 2,850 2 840 2 920 2,910 BM `29 SPIKE SET IN POWER POLE -L- STA 401+0721,6E04' RT ELEV.289324' 1111�1��11 ■111 �11 r,r11 ■ 400 401 402 403 404 405 406 407 408 409 410 411 412 413 2.900 2,890 2B80 M60 )150 2 840 9 830 .... NN MUNI ■OE : 1 1■■■.C■.. 53 R-2519B • / ::a::111 ■■= ERE Ell •11 1 1'1111111 _ ::::: 1 ua■nn■: 1 :•1 il:vi.7 111111111 NNE ■u 1'1 ■.. :.E i::in■n : 1 1:1 1 1 : ROADWAY DESIGN ENGINEER PRELIMIN DO NOT USE PO HYDRAULICS ENGINEER RY PLANS CONSTRUCTION :I.:: _ ■■■ 1 11 1 : 11111111 P1= 416+00.00 EL = 2,83855' K=487 VC = 200' V=60+ ■ ■ 7I J■ MEWL 11,� ■: +us .:" :11::: • --p : BY '30 SPIKE SET IN 24' POPLAR -L- STA 416+99.36,8186'RT ELEV.2826.6911111 ' �GG■■a iU: ENI 1,11 •1 lag 'I 711 } z• n M,e. �i� ::I:1 11:::1111111 :::::::1::::::::::::: 11::: :::::::::::: :1:::::::::::::::::: :1:1::::: 1111111 ::11::::::: 111H 111::11:1 , 1 1 414 415 416 417 418 419 420 421 422 423 424 425 426 427 cr co N tP PROJECT REFERENCE NO. SHEET NO. R-2519B 54 ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER 2 800 2 790 2 780 2,770 PRELIMINARY PLANS DO NOT USE PO CONSTRUCTION i I" o. 2 780 2,770 2 760N 2 750 CT 2 760 2 750 2,740 7,730 2 720 2)1n BM '3/ SPIKE SET IN 12' OAK - -L- STA 4281-49.47, 56.25' LT ELEV.2747J4' 428 429 430 431 1 2 740 2,730 2 720 2 710 co TV In wi f t" �._ INEINININE -- � ■ 41111111111\ 111111111111111111. - — ENNINIMIIMININI — INENNENNEENE NM IMINNEUNINIMI MINENNINININIEN MIRE INNINNEREMINENNI NIMENNEEMININ __..ENNINIENININNININENIN__ INNIMIENINNIMININNI ENEMEMININI NEM r�iENINEN --■ ---� �—U NEENNEMENNINEMENEME INNINIENNEINNINI MEN --••_� INNERICTINNENINEE EMEMEINEINI nnuramim �--■MEMO ■--■■—■■■1— �.---11111•10110-- —■'TT r.!—■■—wN�— I :T�C::�--� -- MMINS111111116.'.A...—.■--■——■ —mac--■■--��-- c.'i�iiw �� =. t—■•.— --■■—ZININw�--■ 111111111111111----■■——■ --■■ ■—IMF--■ --■ MEM _ — INIENIEM MI --■■—r�— MINIM --�-- ----— 11111111111111111111 MININININEMENE NM 111111=== NM INIMINNEIN --EM—. --■■——U —_—■■—..--�—• --■.—=ININEENNEE • ■—�-� EMEMINEENNEME ■-'�--� AIk �MMIIIIIIIINNIME=_NEJI MIN _ MMNIMIIM =11111111111111111 EEC ■� IIINNIMMIUMEMENNEMEINE iman �">e�■� MINMENINEMEMEMENIMINEN r 1111.111111 1111111111111111111111111111111111 i—r.:w_!—r�irAcT—war r1c�fv�c;•—=ateEM i�>•�stY IKM �1sw�: a• i—�..=—�or— rourrolluli•evam IiAkormomi1�1\�-1.1i it --EN MI - ,..I—..0 riiiiii PI = 12+75A0 si--`INpIT1 EL = 2.457.87' -_- �`�:� ='�"� VC = 70' w—sw��■■�■—�—■01 —nt.w—. • _ a—..�■�---.ter i--_ 011101=0..-��=•••••�ut.r7s�1---- ��w�.wr•—�— �r.07.i�M�—� ...0111...11111.1111 — — —��— --wiv—----•1111111111111111=111111•111•11 --INNINNIIIIIII � --�- a— --NINE111— num —i. �Err MN 111110111011111011=11110===.11==. :.I� �'' �C:-.� w_rww...0.111111111111 ■c—� sA1.— —i i—I ..I PI - 12+OOA0 ..— :WM= EL = 2.500.60' `1 �I —P■—I K -NMI 4 INC Ui'`.w'—. -_'/Aw.a -=111111111111lS,.l��wi7.— --.- - MINER INNIEN —•— PI = 13+25.00 EL = 2.463.90' VC = 100' K = 28 - - T��rav NI/ rTI. - MINEI --..—w��-- M—EN—011—INIENNINEN=1MENEM MINE --..-- --..-w� --■.-..- --■.—_—_ --..INNENNEMENNI INNENNINNIENNI --■■ INEINIENIN ININEINENEMINEENNINEINII INIEN mirror, mom --.■—_w 41/0/4 .— mnire so --..—•.- --..—..— --■.—_—_ - •--U.-- --■. ime_—_— --■. --..-- —r• --.■. _ --...—_ -:::== __:. --UM--- --.. --U.- -U•= ININNEM --••- --••— --■■- --rr- --••—__ --••--•— IIMMENE NINUMINIMININEINIME --■.-- --.■-- --.■--- --.. --- —1::�-- MEM -- MEN ENNEE —.- MEN EMNIENNINIMINEENININNIIIIMINE .•'../.,sill--imr. AM o:'Jfr— -1 ..�,....r.w�- PI = I1+50.00 EL = 2.44420' VC = 100' K = 17 —.11111111111111111111 G — —. - r1'.• 111•111111111.:'J+IT emu,+ �'rT.rl 11111111111111111 —NIMMIL1111/6•AFAIIN NINNIN�G_C-tf 1^T - PI = 13+85.00 EL = 2.459.40' VC=50' K = 8 — -- —w- - — INS INS MOO Min Mewl 7 - PROJECT REFERENCE NO. R-25/9B OAOWAY DESIGN ENGINEER SHEET NO. 55 HYDRAULICS ENGINEER PRELIMINARY PLANS 00 NOT USE PO CONSTRUCTION -- — �— — NNW Mala,2 -�- � ot.N -- —_ zt- _-I _— - •1111104MII MU .—m..R.iMi •11111,1 ■-111111111MINIIIIII- -�wi-.�■n-1 I MINN—I —w -tav t. :•" NINININAM NNE .:Un - O -sue — ■�-��� —■—:w NI 1111111.111M.TEll _ MEI NI --=1 NI 11111 �.1 - r - —.� MN 1111 _.f.IYw - •—'.001=0A.I♦ - -.EINNINIMENIIN ME — 11111=1•11111=—w� - �w� EINIIIIIML•=A.- CIIIIMM �— _ --- —r• ---- __ NEM =— —01110111•0—nw. —_ .■ _ :Ili , l - ENE 01010•11111111P.MINE —MINM..—U -�L .1111 - EINIENNIMMININEMENENINEENNIN MEE a.• Ca r.-rr. N� _. AO=:a EI�:� —El=111111101cMIEN — /R■ - U ■--' 'i L •.wax.BI.-- .c---� sULT.C.C=0 U —ill—.:.��rlc ---■---■ IIMENEENNINIMINNININININIEN k/ METIENT.TIGset saccumuLarsamurituirmr•Lxe !i7S.:1—•Y�Y'!r!/AL�9 MBE a PI = 10+50.00 EL = 2.51770' VC = /00' K = 25 PI = 10+75.00 EL = 2.453J5' VC = 50' K = 5 PROJECT REFERENCE NO. R-25/9B SHEET NO. 56 2,570 2,560 2,550 2,540 2,530 2.520 2,.510 2,500 2,490 2,4f0 I!11IiiilIjlIIPI=13+56.4511 II.11111111111111111111111110111 . _er�.■nEL - 253723 11111_ ii■r" L7 I■ ■, VC = lorr Hill lellleeel�m.l�l Ilf.��/1 16 1! !el�Il illfmdfllllleul K = 18 IjHl!!H!!IHIHHII1 II In I 1 ff1eee Ilfifu•fe• ; It t 11 e1ll I ..Illllllllillllilli II I 11 1111111111 ■ ■■ ■ e.atl..luII(IlIN111111 1 ..d11l�1111ii11t111 I II' hIIIiinntu11111I11I 111111Iltililli till 11 11111111111111111111111111111111111111111111 1 iileefflllef e Ine:e . • ..•�.. r,: II `!f�iilll'IjII!j!I!IIII ,1dIIliiil I IIIII"11! 11111111111;II�II I I I•... .l.i.........�ll!Iliii_�.■' IliI tI . � t tt. . �.111■1 11 ::: 0111111111111111 tttl i I Ilil i IIIIIII i ; ; ''' IIIIIIIII . �Illlllllilllill I P■IIIII I �II II II1/, ohIIIIIIIIIi'ue�lelellllil lllllllle1111111111f111111/11If111111111u11e.fi1a. I e f aflnauiullullu111e11f111111f111/1lufllllefl Illlluu .ui..iI.ilfllufiu uuiii.uiiii.i.ialll 11111111T11111111111111111111111111111111111 Ei1i ill"IlIi i:"# 11I 11ii111IIIIIII111111IIIIIItt1111111111I111111t11111 I IIIIIIIIIiII1ii1IIiit!!i!Illil!!!!.�i. i�llll11111II!!lI,, �� � � , �� ����� �� �� � � � � � �� � � � ������� ...'n ,r'rrr.11'r�•rrI■■!!!! ..ir%■i.rr■.r ■rr.'r rr'r�r r�r r.!dr■Grr�r�dr�r��r!�iri�i■�r■r!irr■� �dPII+QC,QQ�•;l .�EL = 252„5'III IIIIIIIIIIIIIIIII■ �II�II II I� 1111!1111111111111!11 J11111Q 4 5�■■■■r■■IIIIIIIIfu111111II eu��ful Illllfuu�r•rr��r�1 Ilfil II��I�I�I�eil 1 le�u��� e�� rL K = 6 •:::=acc• I III!!! IlIIII1 I Milli Car3 lli IIllIU I11iIIII[]uf!,� 1 111u11111111111e IIIIIIIIIIIIIIu1111111111f111111111111111 Illlllillleee •• ••1 11111u1u111f1u111111111 :G■i ' 111 11_ ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER PRELIMIN RY PLANS DO NOT USE FO CONSTRUCTION 10 2.500 V. 2,490 11 P/ = /1+15.00 EL = 2.485.85' VC = 50' K = 5 12 t 4I PI = 12+00.00 EL = 2.490.55' VC = 100' K=50 3 14 7,4 10 • 1 11 I !rIIIlI IIII r9 110. 12 I I i 14 15 10 11 12 13 14 10 11 12 13 0 co N to PROJECT REFERENCE NO. R-25I9B SHEET NO. 57 ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER Yl Ti T 0- TI YI7 ARY PLANS l CONSTRUCTION PRELIMINA NOT USE FO 2,525 2 515 10 1• O PI = 10+75.00 EL = 2.52/JO' VC = 80' K = /0 11 (i P1 = 12+00.00 EL = 2.526.60' VC=100' K = 94 1 12 l9 } N 13 10 11 12 iV 1r 1.7 N r; u I Y13 010600, S"i O OA to r x c4 N a 3D 40 HI q 2.500o-4 2,490 N' - Y M A P1= 12+15.00 EL = 2.48259' VC = 180' K = 27 PI = 15+41.00 EL = 2.488.34' VC = 92' K = 113 w H 4+ V. Co J W I -A7 h n O J PI = 10+50.00 2 480 EL = 2.468J8' — VC = 60' - K = 12 • ♦ m R :r/• • 2 520 P1= 16+10.00 = EL = 25/353' _ VC-130' K = /39 — PI = 17+15.00 EL = 25/590' VC = 80' K = /85 I t ,81 J 2 470 - P1 = I4+50A0 EL = 2483.62' VC = 90' K = 16 • 0 X n 2 10 11 12 13 14 15 16 14 15 16 17 18 C] ED 2,550 2.530 2520 2 510 10 { f A 4 LL — F J2 1 YI 4—.. P1 = I0+60.00 EL = 21527.58' VC = 50' K = 8 11 4 a m h (i) 12 13 5 g 5 'I PI = 11+30.00 EL = 2.521.98' VC = 90' K = i CULVERT HYDRAULIC DATA DESIGN DISCHARGE = 680 DESIGN FREQUENCY = 50 DESIGN HW ELEVATION = 25/670 BASE DISCHARGE = 890 BASE FREQUENCY = 100 BASE HW ELEVATION = 25/8.00 OVERTOPPING DISCHARGE = 1300+ OVERTOPPING FREQUENCY= 500+ OVERTOPPING ELEVATION = 2523.99 CFS YRS FT CFS YRS FT CFS YRS FT IIIIiIIJII m II1tIt Ii IIIIIIIIIIIIIIHI IIH i I i z 2 MN { n60 { 1• Yl S PROJECT REFERENCE NO. R-2519B ROADWAY DESIGN ENGINEER SHEET NO. 58 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE PO CONSTRUCTION { es- 0 1 2 r 0 4 5 ri w N Pl = /3+60.00 EL = 2.533J5' VC = 70' K = 7 "a. I I I 10 I I 11 r-- 12 ■ .11C..... CU ��ii• U 1 .1 1 I III II I 13 1 { I'll' cSti 0 AD O On ST A 4 n9 Zl. = 2837.49 r 14 I II 1 PROJECT REFERENCE NO. R-25/9B SHEET NO. 59 ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER 2 590 2 LO t Y1 6 PRELIMINARY PLANS DO NOT USE FO. CONSTRUCTION to ID r If1 SG o, - M 2,570 ti f f" PI = /3+80.00 EL = 2,57/39' VC=40' K = 21 BM '34 SPIKE SET IN POWER POLE -YI6- STA /8+04.95, 52.09' LT ELEV.255722' i i 1 2,560 Mame fI 2 550 ,011 MaM MIME 2 540 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 2,590 2,580 M XY a iR 4' • 2,570 2 560 BM '33 SPIKE SET IN /2' POPLAR -YI6- STA 26+15.06.44.00' RT ELEV.254320' 2,550 2,540 2 530 2,520 MI , 1 1 P 4 25 26 27 28 R-2519B SHEET NO. 60 C a .O DI 0 os_ as p0 Z •Z O I CULVERT HYDRAULIC DATA I DESIGN DISCHARGE = 300 CFS I DESIGN FREQUENCY = 50 YRS I DESIGN HW ELEVATION = 247231 FT BASE DISCHARGE = 360 CFS I BASE FREQUENCY = 100 YRS I BASE HW ELEVATION = 2473.01 FT 1 OVERTOPPING DISCHARGE = 480 CFS 1 OVERTOPPING FREQUENCY= 100+ YRS I OVERTOPPING ELEVATION = 2474.50 FT 1 .11 u r_ Ell■. MIME ilia. 1 11/MEW.■■■■I aNM AIM I AAA MA. a...... ■ ■ i. is u :a I. UP 1 - ITME. NEL 1 AMEN .■.'.. "'"Mr MEW iUL:: ROADWAY DESIGN ENGINEER PRELIMIN DO NOT USE PO HYDRAULICS ENGINEER RY PLANS CONSTRUCTION ■ is YE Lil.11111 �1 II h I Iii 147 11 EOi� • 1 MMauo...r• ...r PI = 14+50.00 EL = 2.576.92' VC = 100' 11� „1 IK = 22 1 .r imEMOI SI:'rl P1= 13+60.00 EL = 2.71572' VC = 50' K = 16 "Al :Il` u- uo1r. 1S_ r1.11 110'■ ..... ;r i.. fie 11111 ■ Ill.■■■■11 'SPIT. II • •l II .■Gi1• ".,- 1.n.r.r.Es...r /.� r. lea. / •:..1r rrNr. /EI^Nllma. auto ll1'I l ••nnrrr,rn- �A.■UP'nrr_ •l.I�./LNI/•/ii+031. - I navayaNA- 10 11 12 13 14 15 10 11 12 13 14 15 111111111 '-..-,. I.■.1/1. A/ AL. ■L .,- -..-Al - .1 1III1 • 1 Al INI MMMMMMMMMMMMMMM Hum MIME M IC11 . .._ NEE-. ME. NEE_ ...: SEME1 ur ME BMA NEW .■.41• MERE - NEE PI = 12+15.00 EL = 2722.45' VC = 50' K = 4 IS S NI TI -Ja l' 1 MM .• I ..uiniAr- �11 JI :7.■■J■r : - . d 1 50.1 1.11 �11H1.I l..ANN. OHO O'!.Y.'{C i{111. 1I l 111 111 Vl"L r I• -■I..u■. .• ■lUGi /M .1111 N.oc.io/ ' U r." 1L..' d PI = II+OOAO EL = 270395' VC=100' K = 57 IMEIN IEME■ EINEM SEMEN INNEN IEEE. IEEE. ■ P1= 12+10.00 EL = 270775' VC = 100' K = 38 P1= 10+50.00 EL = 270275' VC = 50' K = /4 -II ti 11P,P.tjf APIs 10 11 12 10 11 12 13 PROJECT REFERENCE NO SHEET NO R-25198 61 ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER i I i I ilia II!IIII ll !.I11111i11 PRELIMIN RY PLANS DO NOT USE TO CONSTRUCTION EL . 93• 1 .0 0 Ill I II IC 50' 5 0 I II 111111111111111111 I I 191C10111111111111111111111111111111111111111 1111111111111101111 11111111 iN1011111 1CaY0s- 110111111 111111111111111111111111111111111111 e ighinoill091101111111111111111111111111111111M111111011111111111111111111111111111111111111111M11111111M1111111111111ifillifilffillffilliMMIIIIMMIMMIIIMMIMMIMMEMMINIMMINIMINIMINIMMI 1111111111111111111111111111111111111111111111111111111111111111111111011111111111111111111110111111111111111111101111111011111111111011111111111111111111111111111111111111111111111111111111111111111111 9 *5 t 0 9 550 )40 PP1= 12+50.00 EL = 2.54925' ' VC = lOJ KGB VC = 100' K = 8 I III 0 11 12 13 14 10 11 12 13 • ■ g ' LII CI 11, r 1 g r I P1 = 11+o0A0 EL = 2.58524' VVC= 4 ) i i IIIIIIII,"1IIII iif la 1 NMIlien:mnm::mII nummmmmummmIImmm�:mIInmm:nmmmm�mnmt nmmm:mmIInmummni.�em::mamIImmnnmt� nmmIIIImnum11111mII:nn1:n:::nu t11 111111111111 mee:�n:��:��nn IIem���nmm�uu:u:uuun::nm�� mmme::enum��m:�n�::::��:ue�e�m��Iiinmmm�e��m���mumen:�eem�e��ummiim�2,590 �11111lI11l111111111111111III11111IIII!1I1ilf111111111111lI1111l11lIl111111111111l1111111111111111 I111111111111111111llIIIlli ilf dill lii!!!1!1i1111l111111111111l11IIlIII!IIIIIIII!111111III1111l111111i11111l1I111111111111111III111111111111111i1111111l111i1i i ' ---- ..,1i1I�ll 111111011111111111110111111110011111111111111111111011111111 Ali �'�'1�1����1�i i,1 I....._' II11111111111101111111111111111111111101111111 2,580►,Ill ! `l ,11�.Illl���ie,.III II��Iiii'�ii:._.i '1 i ....�....■■■■■■■. 2,570 1 .�i! III P1= 14+10.00 " I '�", ''I �' • Ililliiiilii111i1 �`',� '. IIIIIIIIilillllll iii1�, ���IIIIIIIIIIIIIIIIilglllll = III111111111111■l1IIII1IIII11111IIIIIIIIIIIl111111 lllii1111 i111111111111 �Iiei.il1111111111111lIIIIIII!lli�illlllllrlllllllllllllllllllllllllllllll llllllllllllllllll! IIIi�11111111111111:P1= 12+00.00 imm,.aIIIIm11111 mPIImFaimmImnmIImIInmII IIIII111II::III1111 ,, EL 2.53855 VC = 200' ,. —K - l3 EL= 2.768J9' cra •1 aano■�• vC = loo' IIIiiiiiiiilli►!t11i1111Iiiiiiiiiiiii�iiii��Sriiiiiiilliiiuiuoilliiiiliil IlllilliliillllllliIIII!!f►111111111i1111111IIIIIIIIlii��lllllllllillli1ii111111111111111iliilil1111111i1a�11111iiiIII1111111lllllllliiil�llllillliilliiEliiliiillil K = 23 •r�:,� `, i ,,i�Ii II I a,,IIIunllii::: � 9 50 1111111111IIII!!11l11111111ii1111111111111111111111l11111i1II��,1.111111111!l11111i1111111i1111111111IIIIl1 i 1111111111111111111111Il11111111111!111111 i�IIII111111iiilll�(1111111 II1111111III1111i1i1, �IIIIIIII0IIII 1 :II ,1i,'��lifll i::::' ' I IIIIIIII I III IIIIIIIIIIIIIIIIII1111111111.111111111111111 !� ! ern I�lI����1:1�1i■._P1= 13+65.00 _'11 1; ,IIIIII I IIIIIIIII IIIIIli �1 111 11 11 11 �l111 ��1__- :__ _ _ _ ••;;;;;;;;;;;;1 II n..1:::�EL = 2J38.4r�- iillii...... • •UU IIIiilii�III11i�iI..L.IL�i��Ii��Il.,l.... ,,;�;`� iijj j j j Iliil 1 IilliiiliIIHII IIIIIIII i L 50'IIIIIHiIIIIID !�",iIIIIIO11°°Oi nII II: IIII:��III�IIm�munluuwen�IIIIIIeeeIInl�����IIi�i111II11111111IIIllti111iiiiilliliii111111111I1I 11 IIIBIIIIIIIIIIII I i I K = 3i niumII:m:mmm�nmmin m iuiiuiIIiuimnm:nnmmm:mi:II II:::IIIIII:::IImm� IIIIIIIIIM �mII IMMiimm�mnm it ,,..�. 7,5R0 IIIIIIIIIIIIIIIIIII it 10 11 12 13 14 15 10 11 12 13 14 00 N 111111 1111. C 1 ■0OG51ii I ■ U a r+iI US a v_ ay._� '.�iai.1 n. n. ■nr rid Ir --1..-... ■ 11I AI ma. `. iUA1n F. III....' a, ��i li A m 1 .... ► •U a• - ...Ow II • is R-2519B ROADWAY DESIGN ENGINEER PRELIMIN DO NOT USE FO 62 HYDRAULICS ENGINEER RY PLANS CONSTRUCTION 111 1121 L' 1 .l ..LI I IrpI 1 - 11,.E nr :J '1in.a If -I 111. .1 ...I'; •. I 1 L1 • :/1\01 Ai - 7 11I[1(n - � w.n.xvn 111ao:an• ;1 a S i -71 .1 P1= 12+95.00 EL = 2707.50' VC = 40' K = 2 u -fll,1 irr ' e t:�� Ii.I.A.I .. G-.ISF.IA1 1f111. • .I.A PI = 11+00.00 EL = 2.67/A0' VC = /00' K = /2 10 11 12 13 14 15 10 11 12 13 • 111' -- I., I :'111' Allk II 7' .... ----1.. I 11ra 1.-Mil L. 1 111 1 411 at 1 111 III -1 u I 111111 -/ a -1 :1 MI t a hNI al 1111 ial -' : 1 11 1 1 • MI -i '^l("I II I. 'II I. - I I �1� � -1 .'4 11'1 _ i .111 1 T7..1 - 'NII I ou.ui�ii P/ _ 10+80A0 i - 411 11 : WIN EL = 2.697.09'I iI i i f N.I �- 11/ ii ':111 1 1 1w1 VC = 70'I -si in.x 1 a i -I JII -I S-I 11 if '11 VILIM 1 I -\..II I .1iN/141 1 -:czi/ 8P{l. Ml".I 111a` IIG'IAII:::%. -a IG� 1 10 11 12 13 14 15 10 11 12 13 IIIIIIIIIIIIIIIIIIIII iii1i1imi11ii1e1iEnei1iiiii1iii111iiE1tn01e1E1i1itei�i Pg1 111 jI11 If Matt] MMMMMM e 10 2,680 I 11 I P / � � A�11110 11111I „i��� i Il�l��ii� ■ IYnI IA �IgI11N1 1111 1xneNnxw 1s �1e� qpp11ranee n��n �'0191Y1 � EL • 2b5 11011111111111111111111111111b1 II 'I I I I111111111111111111 4 PROJECT REFERENCE NO. R-2519B ROADWAY DESIGN ENGINEER SHEET NO. 63 HYDRAULICS ENGINEER PRELIMIN RY PLANS DO NOT USE CO CONSTRUCTION 9,650 2,650 2 640 2,630 620 9,610 1 11 P1 = 11+1540 EL = 2.649.00' VC = 70' K = 2 4 12 = 12t20A0 = 2&t37r = 30' = as 14 1 3 —-•1 11•11111•1•M MON= {k�r �, rp F� Y3C r u IWIFI---J ECM 1 --- --- i Y i I I i -- 10 11 12 13 14 15 16 17 18 19 20 21 22 PROJECT REFERENCE NO. R-2519B ROADWAY DESIGN ENGINEER SHEEP NO. 64 HYDRAULICS ENGINEER (PROIHhIIIHI!1!_ 1s ou �o. Wit. 10 1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111110111111111111111111111111111111111111111111111111111111111111111111 HM1111111 MIMI 1 P 11 1 1 1 1 1111111111111111111111 Iiii!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! miiiiiiiiiiidilemiliiiiimuminimummmommommilmimimmimmumiummummummionnimmummoimmummommiimmummummomilmummimmimmimmummimmummio PRELIMIN RY PLANS DO NOT USE PO CONSTRUCTION 2.620 2jt10 2 77010 11 12 13 14 15 10 11 12 13 27G° II IIIiIIIIIIIIiiiillililii!I!li9II�iI!!Iiliillllllllillllliiilllllllilllllllllliilllill.!�illlillllllllllliliiillllllllillllllllllllllllllllllllllllllAlllllilllllllillllllllllillllllllllllllllllillilllllllllllllllllllllllllllllilllllllllllllillillllliliilllllilll liillllllli IIIIIIIIIIIIIIIIIIIII::°lii'iillnIIi;l;ImIIIIIiIIIIIIilllllllillliiillllllllu!! �IiIIIIII II' E�I:I I !III�IIiIi �III6I�lIlil CIIIIIIIIIIIIIIIIIilIIl1111iI1111111111!Ili`iiIl`i!!%.IIN!IIIIIIIIIIIIIIIIOIIIIIIIIIIIIIIIIIIIIHIHIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IHilliilll • 2,750 2,740 2,730 111111111111111111111111111111111111111111111111111111111 11111111111111111111111111111111111111111 11111111111111111111111111111111111111111 0 II 11111111111111 2,700 ��4,� Ev `� ►'IMMI VC = 20 ■ ■ r r m EL = 2.67425' . � muuuuu iui uemui ffimu■:■: �m�•uu�n • ' - 1 1::::::a:i ' VC = 50' K=22 ll IijhIIIIHI1111111111111111:J1111 / Ii I11 IIIIIIII II�in■rrnrlllI I III' 1,1101 III'''^P�Pl=14t50A0EL = 275997' VC= 40' K=/6 11111111111111111111111 III 1 wi N 111111111111111111111111111111111111111111110111111111111111 11 12 13 14 10 CULVERT HYDRAULIC DATA IIIIIIiIlIIiIIIIIIIIIIIIlII11l���1liilililllllllll11111i11i11 DESIGN FREQU CY = 50IIIIIIIIIIIIIiiIII�11��Ili1ll.' !!■■DESIGN HW ELEVATION = 267230 FT !!�'!r BASE DISCHARGE= 280CFS■■■■■■ ■.i BASE FREQUENCY= 100 YRS!!�""IIIIBASE HW ELEVATION = 267320 FT iliIII�"ItiI ii�iii ,djjIIII�mur n Qll�i�`it OVERTOPPING DISCHARGE = 330 CFSOVERTOPPING FREQUENCY= 100+ YRSOVERTOPPING ELEVATION = 2674.00 FT 12 13 III Ir 0 10 : 1 : 1 : 1 :11 - MO C MO OM ME - MN OM MO M ___ - -MOMMOMMOM MO MOM - -r- - --MO MOM - - --MM - - -- - --NM MBNUMWWWWWWW - - -MOM-- i /� aI a - -1� �. rAmE. - BE - - -M- - --- MOM - --OM IMMIMMIMM - - --.MO MMMMMMMMM - - --- -- MalagaMEMEMEENNE MEZANNEMEM EMMEMEMEMEMEMMIE - -.--- -.MMM.-.MMOOMMIMMOM NEIMEMEMENMEINENE -.OMMEMENI MEMMENEEMEMEINNIN EIMEMEMMEN EMMENINEME -NJra- _._ � . EL = -IMMIE --- M K=4 .°II.°2 -M- - - -.ice-I--_-- -•° -.-. -nl-.t• - AL-- mmammamm NEN 11711111111111111111 11111111711117 ONE MIN MEN - -.- -M11- --EIMMIIII•111111NE-' r-lMalan .--ate. al- .---�� allaallEallalEMENEMEEEEMEN ---a1717111•EINI•1•1® =MM�� Mania r--EEMENININIEME --1- Nana NIMEN rE-- Mall=INNIME- - ram -.-- EINIEEMEM -.-- --.- M-a Maga --11111111111111111111177 .---IMEMNIMEN �� --17E M-n��- =-=�-� IM-.- N-a�-�� =_-N_�_�_-�_ Mann ��Nana Walla=Ea Mallon EINIENw IMENEMEME Nana all11111111111111117117111111111111711111 --1111111Aa7'l1r ----- MOM___ -- -- MOMMIMME -.-rrMMIMMO r-IsMOM 11111111•11117111111111111111ME MEMI ME MIIMMEMEM - M - - -.--ME Ma Ma IMININEMEN .�- - a ate. --- 11 EM Ell - EN ME NE - - - - 711 Ell 11111 - - - NE - - - - Eli - - -U- --- -cma a.- MUM -._ M-- -.rn M- -60-NWT -T-.-..- mamma- -•--•BEIIAMEMEMMEMEMMI MULUMMUMME DEMENNEMMNIMMOM EmnEwimmEmmEmmEmm BEAMUMMEMENNIMMM -.--.-- ralaMMEMENWM armaammeamm -LaiM EmzErmE -a MMIM- � T71M a.WIZACJII -�. - - a a OE ME 12 - -..- �:a_�_ -..-� .�..-11 INENNEMEMEN -..-� ..-_�_ �..-� �..=� �..-�.- -..-� -■■-� ■■-Mal -� �_..- �..EM� •11111111111111_..a INEME -a.-� -a.-�-. -a.--.- 11117111171111111111111111111111111 11111111111111111117111111117111111111111111111 11a11116.i J.. -- r". a1111. _ % �.1 A 1I EMENE ER Mr i.. -�- INIENNEEa=� ..- -..-� �-a11 111111111171111111111111 INNENNINIMMEN �-___ �..-� 11111111111-..-.r. WEE PI = I0+65.00 EL = 2.73525' VC = 50' K = 6 -1171114iIR Emmimr.eirm :macaw/ Eimmommh__ ��-�-•.ter✓ alE11171•7•1•177 .. 10 PI = 0+25.00 EL = 2.72565' VC = 50' K = /0 DLA• J 4�InJ .1T ..mutuummmimz.-. wArMlillto 11 MEMENEMEDE . 1 IEEE .j a-. la MIEM ___��C� - - - _-_Na- NM Ea MENEM= 1111117 - --- a-a�-��- - a- -.-_�-�r MEN a 11111111allE Ilea m r� �_�_�_�_ - - Nam-• 77111/MEN - - 'rag:- *fir al��-- _ J- - lam°Ar... .- if .-► _.--.-11111MMINIIIMMEN Waal alai anal= tea- .--_���- all _.__ �� --- ---111 alINEINE 11117111111111111111 -- __a -.-=1• 1111111117111117 �.. ---� -.--f� .---•••••- N-aaaallIMINNE -a- .--- -.--11111111111111711 -U-- -.-- -11111a/11 a..- -� PI = 1/+50.00 EL = 2.809.90' VC = 90' K = /0 a- 111:771:- .CI_Wl._ .-.h/11� __ --fit_--- an 111.1GMaialal• -N_ a--.•••••••••••••111111-aMENNEIMENNEM Nana ��. 12 ..o-.u- .... I... -- -- ..ate ..---... -- 111111117 .. 1- a1M1 r MBE. 770/107 -T.�1 _tT11111111 .r•! •:.. 1111111111111111111117 11171117w -EalME•7mr1v. ME�--a ----a �_ C� ••®a- --171111771aE-EME --TEEMENEanallallE i---_117111.11a1111•117-_1117111111117•11_ --®_-.- -1•111171171••--•11E -®-.- --.1---_ 711711■-1111111a111711NEE-- --.11111117111111111111-- -11171M-a171 �_----M_ - l•NEa 1111171111 _-�_ 71•11111•11- -rE 71•1111111E---a --�-a --�-- _a a-. --�--� _aa -- �--•17111111.1.11E--U ININEEMINEEENNIININIEN �--�-Ea - la �---U --��-- �•1117 -E �---- --�-a 17111EM.--�--- -�--�--- --•••••••••-_ -��la -®_--_ ---�-_ -o••••••7-_ � C-U �--E--U �- �-� -- --. OE aMIEM -•• --aaal• EM•EaNIMaNIM•al ---111711111--U --111111-la �--�-- �--��-M �----U teElla -- �---N ---a -a -all ---- �-®--U --..-all•I-1- -.vim--a --�_ a• Ea -a ---INE ----- C_�al _i �C��- �_a .111a111_a as allallIMENENEEMMailla -••a171-- �aa __-�_--U_ �--aNNIMEMI-- Mall1111111111117117111111-- - tea- --77•1011111N-- IEMINII--EEEEMINENE-- MEMEEEMENNINIMEMIal .aM7---.-a- -- MEEME -- --U -a --U -a NEMEN NENEN -- -a -..-...•--w_--- -.-J_..•r ---111111111111111171-MEM ...:1•..••111 NINEINI--�-- 111117.1-..EMEEENEEM... ww7--.�...-w ■o.-.o11171 W I ICCYI-111ii'KCC-Yr'y��K a..._WINNE _____ :IM . 'Milan -oa--7111111111111:.c-EN11 .-,1-0.•1111 --•1111111a11111111 -� aa -••• -.E1I.� -,.-- -a- _•ems-- ENIENIMMEMEllmailalla --11111111. arm ---- J• --_ --! -••• aap .l-MEN ___-- a_ •••••--a-U 711711111111 Mal --.--•1111111aYT-r .-n-17• -111171111711111Tn.-• ...• a as ■-.rae-I..Juu: --. ■ EMEME: ,/, 0-T. a-. ammeamiLkpl mono Ill _.Tla.ff ..!!7f V---. rsv.-.r.:1•• i.Ea•.tlMu1{. ti..M..tJ^flRa i.1.T2ii11:12 MrTIT11-ETZVM aa21Mi r-...E ....- ....- o-- ..o� "-.EL,/ ■..nrt PI = 12+70.00 EL = 2 74.50' VC = 50' K = /0 M- WAS'. -•1 �A Wit: 11JJA: 1111JT .7 111111111111111111 a1:Iral r1•11 PROJECT REFERENCE NO. R-2519B ROADWAY DESIGN ENGINEER PI = 15+50.00 EL = 2.77165' VC = I/O' K = 65 SHEET NO. 65 HYDRAUUCS ENGINEER PRELIMINARY PLANS DO NOT USE PO CONSTRUCTION I..--11111a 711 . XD. Ear- 71r.11-r.--a, -N..C-.:c3.�--Z ; Mai,:C_ �V:A.�:,11 -�still1111111111111171111116acy� -E11.C•71111111111111111a71-111 E,71.1.1111a1111111•111MC-i L7':_ -,_U N•i'• .-.-.zm , ...��.a■��- .-rG1/'WO� ..nr'1127 . --■1111171111111111.-a.-- -�.-n... Ella w.w1w�1...aU_.---.-.-... --.I: 1=C11/1E Cl:vc:a!•KGf2 4'i1-.R1:Iii.7 rrr.r a Ir- .w.7i7Gallall -. 11117111a27111•1111.1ULNIZ: ICI IIENOMMEEN 10 11 12 10 11 12 wtil 2dJ� ° 13 G]tr W Wvl4J 14 5 16 a) N 2.530 a 10 a a al 11111 0111 a a Mill a al al Ell a r. IME 111111 a a a a a a. MM. M4 Mr. . —■ �1 MIA MEW -U MEL �. nor �.. -.J-• N?r, Nom =Mel�■���� w aION WI .. — �■���� J. a a _Mr AN INV J���s■� . ."MIEMEMEMEMEMI® PI = 11+33.00 EL = 2.455.63' VC = 20' K = 3 -111 OE/I Al 3a111i1•L ■Itii'.IMEi fAl • ��■m■amEIMEMIP �� �_ 1•�� a Y��1.■��■�� a..ilr11111111cav■� r ■ 11 PI = 10+65.00 EL = 2.5/6J0' VC = 30' K = 2 cl,ri yr. rIPEU�►ti' ��i ,.MINENEE11111111111111EM .AMENIM �� 10 11 12 PI = 14+20.00 EL = 2.463Jr VC = 120' K = 6 1a1>•1/1/111/E111111111111111111111111110, l 7�■■��. f& . ...-i Ii 111111111E111111Ii a��1EMI ME � Qt,i1EM MENEM_ Elli �r.■�EM�\■ �� Man EMMONAVIEMINIMMIM �`. Y��fMFAMEMEMMEC 12 �s icA.'NEEMEEw. �w■ _NNEMMIAsi/1M ,13•3• rr111/1 Y OMAT.I.RNO...:mil/(. r :1 ■,IDLY :.T KEla U—a— 1.-- 13 15 ��a. ..■. 111111111111111•1111111. V■'. 1111111111•1111•11111•111111a1V I. ISM ai! iU ■r s. aMIW _., Al ill — dal■—U.■...r MiAlIMINEEMMEM■O■■■IMIE1111111111111111111E/ ,AMA._■ a.a...... ■— Pl = In+5n1XJ ice_ i 11.21111111111111111111 f IMMEMIIIIIMMIN/M79..T:J/CLMI ter-. =iIMEMIBMaa MaLiII DR.. �J♦ 1E4 l III — 10 ■■..■■� �■r.■■o- ara.■■■ramMA i;e1IMIMMMEMII 11 �.i 1111111111111111111111111111110111111E11111.1111111111111111111111111111111111 AIIIMMEMMEMM 12 ��iiiiiwiiiii�■ Tr7■■■EP 111111111.11111.41•.i+a■■■• •1. %iiiii :■. 1■■■1• EIMMIIIIIDR11:11111111111111•111111111MEMEri1■■■■1111 i�1 Mom' _/■■■■. -1101111111111111■■■EI •T Icy 7. al■■■■MI • Il:•�� SIUUU• �.C/.■R7■■■111 10 all a MN — _a NIM aaillallilla a alb■=MIaD:1111=11 imum:" Ulla M13/POILM Ma■AIVE� ' —aME Ell1M34311a t�raMIIIMIMMIMIllMEM= MI a �a_■w_a_� wNIEMw.=ME=EMEEll a��illi ,IIIMEMIP.wMMEEIIII IIMMI —tiaaM��_ IaI IMMEE —IIMIMMIMIMIIIIIIIIIMNIIIIIIIM ARIEEMEMEEEMaEMIIM RE IME=EMEEMEaaIMIMIIMM RE a ®iaC�a �AMIEMEMMIMIIIIIMIIIIEEEMINIIIIIMMEMaar,IIMIIIIIMINIMEa ..11111111111111111111MIIIMEMEMEMalE Eli rMMIIMMEMIMM®aa_ aElla ME aMMIIIIMIIIIIMMIIIIMMEE MMEMIIIIIIIIIIIMMIMEaa Ell ��■ aaIIIIIMMII■a Milla ME Mal ME MIMIIIIIIMIMMIIIIIIIIIIIMM EEMIIIMIMNIMIEM111111111111_ ME ME �� ME=�M�� a a a BM EMMIME a MAN a MIMIIMM■MEEE a a EMEM a a EMEa a _a Mill ���a a I MElla a aIMEIMillallIMaaa INE11111111111111E1IIINM_a_EIIIMINIIIIIIIIIIIIIa - - PROJECT REFERENCE NO. R-25/98 ROADWAY DESIGN ENGINEER SHEET NO 66 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE CO , CONSTRUCTION 13 aa a •111111111111111111111= MIIIMEEEMEIMMEEMEMMilaINIMMIIIIIIIIM ME Ella Ell =WM=1E1=1111111= En EIMMEMMIMIIIIIIIIMtaa_ — MEIIIIMIIIMIIIIIIIIMMEMEM ME ®aa_ ME EIIIIIEMEMEEMEENEEIr_ a �aa� a MIIIIIEMEIIMIIIEM___a�■ MEE -- EMMEMIIIIIIIIIMMEMEMI a Ella -- a_111111111111111 --ate■ -ate■ —a— a— =alb MilEIMEMEEMMEEMME Mi�MEa— a_MMINIMEl_ a a a a as EMMIM a as ME1111111E11 a a a a a a a�aa�■ 1101 — a as MEEM �aME MIMaMMIIMaa IIMMEEEEMMEEEIBIMMEMIEMII a�aaal�■ aaEMMEMEMaa� aEaa� a as MMIIIM-a— ■■11111111—aEMMIMMIIMIEMEEMEMM — ®a-- a-mmEallammamma — aEMIIIMMIMIEMINIMIMEM■ 1111 r._■�■ �a a_____■111111■wa�_ a__Ell11111111111111111311111 11.11111111■■111M ___tea MIME�w�a MEN\tea a__�_a EMME��a —�� —�� 1111111111111 a N�� PI = 11+02.00 EL = 2.49935' VC = 10 K = I AIME Elln.rw■ PI = /0+40.00 EL = 2.484.00' VC - 20 K = I 11 C- a C) N = 0 oa 01 -off CEMI MEM IBM AIM a4 mo - N - - ME • 10 11 PI = 10t60.00 EL = 2.711.50' VC = 50' 12 PI = 12+05.00 EL = 272455' VC = 40' -/!�� r-r-a—� -� .— StIM -•••■� IIIIIMMEM NEW 1/1/11.••.'- � w.—�" --.1 '4.ut. GEll ilr l■mo..mo■mow - - ■_■_. 10 11 12 111111•••••••..•— --w-uw MI SE 1 iIGJ•1 • E N 111 . Lin+MMII NI I.Y �..I...— momow111.111111111111111111111 .■..w MIME --� emomummeamomm PI = 11t26.00 EL = 2.568.84' VC = 50' PI = I0t45.00 EL = 2.557.30' VC = 40' wr:a w■S111111111111111111111111. a ,YYiO J..u���• AID NAlq��li..1oriimmmummmmra IIII .� • mot►.•.1•rr...r.l..P•mo!!.E—l•.1.■ - .=.YII.{q.:I.I•c1; ,Iw I;t:1G.e 1 I!VIM II GELfEtI■� • A"Mao Whig NW170M/ • mo...mauu mm 10 13 11 momomotii �� •w MIN Aawlm7:R••••••—mowwmmc.I moo. �.�•1i.�i....-1�.: �— w - •UU.m:rc41•1111111111111111-- ■ w4•__. pI. _�— • _1.�ImprAmmum rJY w.•• r.7mo.TTl.rmo111MMI■. . A.wL.x.Jmo>f.a.1::.lmo to mwimmwommommom.doo. — _111111111111111111 ..—��. ._..••_1111111•1111111111E11� M.i �.... ii�`wrc i = iiii 10 7 aIMI AR IL U. -■11111111•—. V VW ar •. - 111111111111111111111 ..•i111•111•111�moamo�. 11 SL• Y PI = 11+40.00 EL = 2,73757' VC = 20' �M=CA MUM MOM UMW w M _a_ �C=�� wMBE momo— .r WM MUM --- w m —momo — sumo — --- —� —P.M" P7"111•1111111111— . EL 'WEI I■ EV /1 ■ AIM 1111111111111111111111 111111•11111111111/ MU 1111 IV El IV IV SI W/ li.i li A .w i. •1 •M• y i MI MI a i 1111111 MI RENE ME 111•1111•111 UM w�•111 w mot momo— — _- •moms moil --- -�'. -- •_ —• moms— -� ME moms— -� — I _-- -� - — — moms- --�� 1111111 MI— --- -�- - ERN_-- -w.-� w-- — moms- --�'w — ME mo__ —w.� 11111111••••— MEME MEI —moms=NENE moil-I-•�- mow— OM __— -� - w-- moms— -� - moms— —■�—.� — --- —� - _-- •-� -�'- moms- -�� �-wmo- moms -ME =MIMI a MI — •_ moms —MI - ••_ moms— —� - .moms --- - - •_ moms— •— �.-- ■_ -moms - .� .MEE= - moms— - - --- - �- mo-- - --- mo— —•III — — O _ w-- -- MI - w M- T�r�MO .I •— -- 111111111111111111•11111 —_—�I mow —a a 7I ��all•I AM NM _ w—mo a •111111111111111.11a ■ wmo— •� o i w-- Ina AM= 111111/9111111111 mo• MEi �111111;�- wi— mo�C w --_ 1/0/1/0•11a �ER __a —rl•.a . tea- ■ mo._,a ■ wmo�—■.•.l.I1.11.w.a1'.T.- MM- •� 1111111.1111•1-w—.G•.wl.••••!_ I moil:. I— .momo 11111111.—.111111111—■11•■■■■w— 4WAIF InI•J 57. .L.i7. ■.• VINE ■.0 :A' a.' T a ■Mil 1111111E0MM ■ .d111111 mo•.-.1..a •mo— ■■IE11111•411111111111•1111111—1.Ff Yicit_Y:11111111111 Twill- ■_ ■■.. n111•1111•••momomo—•A.wal.11-"ate— •� 711•141.2• ■� IMMO J :�Irf� • •�MEM •111111111111 Ell ._ moon pia=i:r ton m - ._ T./4rr= .M= 707.1.rmo w MIMMEMMOM ow pow — w mowMO w MI MOW — wWM _ 7 ME .MO w .EM .EM MEM MEM MEM 01111111111 ONE .momo:a. ire ES i MEM iI .- - ■�?,I— ■—..- ■•••..— ■E..- •EM:a- •11•1111...l- •mo—^]— ■ia NAM • IE111•T/1r.•.—a wx/ramo-- ■ -- •--2T— — .•1111111sn=- - 0 10 11 P1 = 11t50.00 EL = 2,56896' VC = 100' MIME mom M GAM MI MEW MOW MUM= MI mo..mo— WM —moms -� -..� EOM —moms mo�mo ME MEM III =MUM Ill mommwoom W —moms —mmiuMWM WOE mown on 11111111111•11111•1 MUM NUMMI OM m ii1 mu ii i /.I IN a.'A L.E WI dB . a'.i I III .� — . _ M BEIM ME •momo M •moms M •_ •— MOM MN w ME .__ E •moms MI .O moil .__ EMI EMI •momo M •moms E •momo M ._•mow MEN .moms — •mo— ME .• _ M w MN I. III A vA■■ r----.w mo r /u _�� --mou.w�� ---u.� ---•■■�� ••w.ai...� ----.� ---...� ---...��. ---..•� ---...� ---...� ---...� —_mo•■■�w ---...-11•11111•111111111E ---_.■■� ---...� --momo■w_ ---...� :aa...� ---•.. ---...� ---...s PI- •t.7 EL = 2,560.57' VC = 20' M --- a —• -__ mo�� EMI moms— mow �----� •— —moms --.1111111111•111111E •— moms— —•�� mo• —moms a ENE--- ME --- a ME --- a --- -.—� —w --- —mow --- ./ M ►i■.1•S U LUMBERMEN mEWE amma IrrIM ralmora— m --- mo •wer — --- —w� mom —moms —w� moil —moms a mo. —momsa M --- —�w— mo■ M --- moms— WU —moms —� -11 — moms— —umeimiminm MOM =UMW .�. mom moms— —� PROJECT REFERENCE NO. R-25/9B ROADWAY DESIGN ENGINEER SHEET NO. 67 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE PO CONSTRUCTION PI = 12+50.00 EL = 2,577.40' vC=50' 12 11 i to to 2 710 -o a cr 13 to No Z. trl =DLL aO Z ov Qow 2,700 2 690 2.680 2670 2,660 2,650 9 640 PI = 11+00.00 EL = 2.689.4/' VC = 100' K = /0 11 9 12 ✓ 13 i 14 it BEG_ 4 oiR{peCE -DR 10- STA 10. 0'l Ft I= 1ifU..E`6) ... -XC - tz r� -DRY STA 1-6-7t.'2 18 15 PI = 15+50,00 EL = 2.64326' VC = 100' K = 7 '1- 7 ?.7 7, 2,740 PI = 10+35.00 EL = 276436' VC = 70' K = /0 o el PI = 12+85.00 EL = 2.737.43' VC = 20' K = 2 PROJECT REFERENCE NO. SHEET NO. R-25/9B ROADWAY DESIGN ENGINEER 68 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE PO CONSTRUCTION DE - 1140111STA. 121-97 36 D 16 7_790 10 11 12 13 37 era; I .10 JJ 1 Ii 2 2,720 7,710 PI = 10+44.00 EL = 271293' VC = 50' K = 6 PI = 11+55.00 EL = 2725J4' VC = 100' K = 7 P1= 12+90.00 EL = 271974' VC = 100' K = /5 • now.�► .. �.� i 9,700 I i 2 690 11 7f,fin II • I. 10-1 PI = 14+15.00 VC = 60' K = 6 •-- wwii.i.iY VD 63.DE —9 1. - TA. _4F�S,0G f— - 2706 .22. E 9.73 • '.'�.=Cm=�.liC■m PI = 14+05.00 �!■1 ■� rE_—■■_ �� EL = 2741.00' ....._.==_== 1 1'C III ARV i �.■ .■_■__:n".- a• .�...__.l•� 1171 1 .11M;P1.111M.A1I=1'1: 11'.=. = /0+80.00 = 2.67142' VC = 20' K = 2 1 i+z r I II FL VC = 40' K = 2 2.0a 2D 12 13 14 15 9,66I 10 11 12 13 14 10 11 PROJECT REFERENCE NO. nummumnamm m i F_ i 'I I 66■91i ,gar �n� ��EPA..m.m..dm.u.nue..mm.x.milw y!_osnimmEn .■I /I\ \■I 1!/f / r■r _—_JI J T �� i_� _J tea_—� �■v ii ii�iil R-25/9B SHEET NO. 69 ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER IPRELIMIN RY PLANS DO NOT USE FO CONSTRUCTION 1; 1 111 111 EL v-c . VC 1HIIIIlIIIIlIIhIllIIIIIIII11JIr,!1'1'uIOIII1III1l1l1lIIIl:�II � �'�� •��I 111111111111!.11111pP iN1111111111111117111C!CdJ1111111111111 9 2 650 9 640 10 • 5 I 10 11 12 10 11 J 12 13 14 P1= 10+66.00 EL = 2,806.33' VC = /2' K . 1 1111� �� �1 '�i �i: �j 'I I I �i'i ��� 1111 uu5 ipp ,I pt 111 Irtiiik lII 12,1310 Pi = u+s000 . VC = 50' IIIIIIIIIIIII0III 1■..1■r I II II II 1 2,7901I1'I II III III IIIIIIIIIIIIIII !I!!I IIII III III 1111 111 1llillllji 1 11 ,, �I P1= 11+90A0 1 1 i i i EL= 2.9/8.3r I I 1 VC = 20' P1=-10+45A0 K = 3 11 tt. , ` EL - 2.908.49' IhOr,, P/_/4t0000 11Ir KC=3 a i Ii :_ .-,■.dIII I l' Ie n a '.2 GO'' r . i " 7 " m lir i1111111111111 11111111 KC =33a (! vA��, P.lillli!!ltllllii19�� iil11�1I - . 2750 k�� li it L Ili, .! Li., I . i. 910111111111i11- 'gi! A , F , ,1S,+ . I1�'jam 1:1/Immo n�n �l�� iimulimil -_ - ..,,..„.,,i.I V. 2740 1�1' = - LL � , ,ill 'IL, 7.800 2,780 2,770 I { i I 1 I 11 12 13 14 10 11 12 C N C 2,870 2.8G0 2,850 2,840 2 830 ■ a 0 s d CI Q ■I It9 it i) PI = 10+70.00 EL = 2066520' VC = 50' K = 4 r ■ ■-. Z Pl = 12+90.00 EL = 2832.05' VC = 50' K = 4 ki'. ri ■ ire 2,5A10 -30. 2,8113 2,eoo U C r �.r 10 11 12 3 7,790. 2,7� 2.770 i • III PROJECT REFERENCE NO. R-25/9B ROADWAY DESIGN ENGINEER SHEET NO. 70 HYDRAULICS ENGINEER PRELIMINARY PLANS DO NOT USE POI CONSTRUCTION -D PI = /0+65.00 EL = 2.837.40' vc = 50' K = 2 ran a ♦ • x to PI = 13+35.00 EL = 2,78245' VC - 50' f 442. 0 � E tR16 STA 13-60,OG 8fl 34 - 10 11 12 13 t L 2 840 2,830 2 820 2 810 Q 2,800 , In Nu 6. = A 2 CT Zav 97110 Qa� N LEA 2 790 ■■ ■ ■■ h.19 - �r , i ■ PI 12+20A0 — 11111 !llflV!!lllULl!!!_PIU111'DHIIII UIIII 0� PI = IO+IOAO � ' EL = 2.83654' VC = 20' Pl = 13+18A0 K = 1 _ ... . 4 1 1 1 11111111111111 EL = 2J38J6 u' mn■■■■■■■■■■■■■■ ..■■■■ ■■�11■ • P/ _ 10+4400 �� ���'�X�lII■II■III■I■ ■■■ ■ ■ ■ VC - .7 i."7".1111� Fi11/./��■■■�1 1..1...1:.1:1.1. ......■■■wow- EL = 2.485.94 : j, ■L��ww� Pi = 12+00A0 t=wr..w�wwww1 K 4 I wwit ' . ..... w I 11 .■ww—■■■■■mow■ EL = 2795.99 ���MEN• K = 111111 III •iiii__VC...40_I.,I,.ii ' I ■ ■■ ■VI�E'PI = 11+00.00111 �/[�EL = 2.70453lipVC K = ,6 .�iiiiIII�.�MI .UI- zts�4 = - = ` 1 ,iIIi1!iJL1i11 IIIIIIIi h.I� -Elm' PI. ; ► 1 EL = 2.6%.44' IIIIMIMLMMIIIIIIIIIIIIIIMIIIMMIIIIIIE VC = 5' IP IIII�i7111111..,,y ._ i tin�K=1®ifll � 11 i ` 11 =_ �li�--.1■1L./1 - �® �.�'4' 1J:1111II11 1111111111111r.."1".111f _ _ f i - �� ; mita!' �R0- STA: a}! MEW MUM In n I � 4 111 ti . �r.� 411 ■■ ■■ ■ ■■■ ■■ ■■■ • 1101111111111111 �I EMI _■■■■ 1111111111 111111 1111111111 111111 ill 111111 10 11 12 11111111111111111 I I P UU ■■w iZ ■ ■ _�■ i I I � hIIflhl lihIIU EL = 252338' EL = 2.487.04' K = 4 VC = 25' tl,. K=2 1 CZUUU IUl ww8= 11111111111: f 10 11 12 10 11 ■ 12 13 .■ ■ ■■■ ■■■ ■