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Home My WebLink About20190924 Ver 1_030121_HYD_PRM_WET_SET_20190626_20190712I I 4hwav North Carolina Department of Transportation p 4t(Ir1 l"% ijwr Highway Stormwater Program STORMWATER MANAGEMENT PLAN c `' (Version 2.08; Released April 2018) FOR NCDOT PROJECTS WBS Element: SF-030121 TIP No.: 17BP.10.C.9 County(ies): Anson Page 1 of 1 General Project Information WBS Element: SF-030121 ITIP Number: 17BP.10.C.9 Project Type: Bridge Replacement Date: 6/14/2019 NCDOT Contact: Garland Haywood, PE Contractor / Desi ner: Dean Lewis Address: NCDOT Highway Division 10 716 W Main Street Albemarle, NC 28001 Address: HDR Engineering, Inc. of the Carolinas 555 Fayetteville Street, Suite 900 Raleigh, NC 27601 Phone: 704 983-4400 Phone: 919 232-6632 Email: ha ood ncdot. ov Email: dean.lewis hdrinc.com City/Town: Marshville Count ies : Anson River Basins : Yadkin -Pee Dee CAMA County? No Wetlands within Project Limits? Yes Project Description Project Length (lin. miles or feet): 0.21 Surrounding Land Use: I Woodlands/Farmlands Proposed Project 11111111 Existing Site Project Built -Upon Area ac. 0.6 ac. 0.5 ac. Typical Cross Section Description: Meltonville Church Road (SR 1230): 2 paved lanes (10' each) shoulder width varies from 3' without guardrail to 7' with guardrail. Meltonville Church Road (SR 1230): 2 paved lanes (10' each) shoulder width varies. No guardrail within project area. Annual Avg Daily Traffic (veh/hr/day): Design/Future: 250 Year: 2039 Existing: 150 Year: 2019 General Project Narrative: (Description of Minimization of Water Quality Impacts) The North Carolina Department of Transportation (NCDOT) has proposed to replace Anson County Structural Pipe #121 on Meltonville Church Road (SR 1230) over Brown Creek. The existing structure is a triple barrel 96" CMP culvert with wooden headwalls. The proposed structure is a double barrel 12'X8' RCBC buried 1'. This structure has been designed to minimize environmental impacts using 2:1 slopes w/guardrail. There are scour holes upstream and downstream of the proposed 12'X8' RCBC which will be filled with rip -rap to minimize future scour. As part of the project an existing 72" RCP at 12+00 -L- will be replaced with a 66" RCP buried 1' to meet minimum cover requirements. Scour was observed at this site, therefore the upstream and downstream banks of the proposed structure will be reinforced with rip -rap to minimize sccour in the future. Waterbody Information -.1116 Surface Water Body (1): Brown Creek NCDWR Stream Index No.: 13-20 NCDWR Surface Water Classification for Water Body Primary Classification: Class C Supplemental Classification: None Other Stream Classification: None Impairments: None Aquatic T&E Species? Yes Comments: Carolina Heels litter and Schweinitz's sunflower habitat exists near Brown Creek. NCDOT biologists will conduct a surveyfor thesespecies NRTR Stream ID: iBrown Creek JIBuffer Rules in Effect: N/A Project Includes Bridge Spanning Water Body? INo I Deck Drains Discharge Over Buffer? N/A IDIssipator Pads Provided in Buffer? N/A Deck Drains Discharge Over Water Body? N/A I (If yes, provide justification in the General Project Narrative) I (If yes, describe in the General Project Narrative; if no, justify in the I General Project Narrative) (If yes, provide justification in the General Project Narrative) See Sheet 1 A For Index of Sheets PL®L®�iAA�®T A TUATLS ffAM PWWr & NM E� SHU � lzsz 1713P.10.C.9 p� � /' • • � DIVISION OF HIGHWAYS grs�s aaoa¢iw xe.eao7•rro. Deernsrcaa � �' Store Rd.l } 17BP.10.C.9 P.E., R/W, CONSTR. VWhite n �— — 03 Union; Church "� �I ANSON COUNTY 003 3 1231 -- Brown Creek ' PROJECT LOCATION: CULVERT NO. ON SR 1230 OVER BROWN CREEK PERMIT DRAWING SHEET 1 OF 7 `��o, BETWEEN SR 1231 AND SR 1228 �-LOCATION GL1,55 ti�feo- ��R"'' 1228 TYPE OF WORK: GRADING, DRAINAGE, PAVING, AND STRUCTURE 1230 "'Chur�ri1e WETLAND AND STREAM IMPACTS .� ; �1229; 1225 O Mount 0J �I9hF OfA Olive Church t DETOUR ROUTE VICINITY MAP (NOT TO SCALE) SITSEEE � SITE 2 ENLARGED � � 1 SEE ENLARGED AREA ON SHEET 4A W !� �I 8W � ,� 1_ �yl 14__ g� AREA ON SHEET 46 SITE 3 END CONSTRUCTION END STATE PROJECT 17BP.10.C.9 w\ \ N B SEE ENLARGED AREA ON —L— STA. 20+94.07 \ _ _ 1s 1s BEET 46 BEGIN CONSTRUCTION re TB— 1s 1s BEGIN STATE PROJECT17BP.10.C.T\ W \.BL� — — --- —--- is is ---- BL-103 —L— STA. 10 + 00.00 s —�— — -- ------------- MELTOWILLE CHURCH RD. SITE 4 - TO SR 1226 is SR 12JO SEE ENLARGED L6 RCP —IV AREA ON BURIED 1' SHEET 4B y 2 @ 12' x 8' RCBC BURIED 1' 116V �I LOCATION SKETCH HDR Engineering, Inc. of the Carolinas INOOMPLETE PLAN$ 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 DO NOT USE FOR R/W ACQUISITION CLEARING ON THIS PROJECT SHALL BE PERFORMED N.C.B.E.L.S. License Number: F-0116 DOCUMENT NOT CONSIDERED FINAL • • TO THE LIMITS ESTABLISHED BY METHOD II UNLESS ALL SIGNATURES COMPLETED V GRAPHIC SCALES DESIGN DATA PROJECT LENGTH .I Prepared for the Office of: HYDRAULICS ENGINEER DIVISION OF HIGHWAYS STATE OF NORTH CAROLINA 50 25 0 50 100 ADT 2019 = 150 ADT 2039 = 250 DIVISION OF HIGHWAYS Ridge r., 1000 Birch RidDRaleigh NC, 27610 F "Opp 2018 STANDARD SPECIFICATIONS DHV = % LENGTH ROADWAY STATE PROJECT 17BP.10.C.9 = 0.202 MILES PLANS a ?; D % LENGTH STRUCTURES STATE PROJECT 17BP.10.C.9 = 0.005 MILES SIGNATURE: PX. o 25 12.5 0 25 50 _ T % RIGHT OF WAY DATE: DOMINIC M. WAINWRIGHT, P.E. ROADWAY DESIGN PROJECT ENGINEER V = 55 MPH TOTAL LENGTH STATE PROJECT 17BP.10.C.9 = 0.207 MILES _ ENGINEER ENGINEER owe OR TR�MN PROFILE (HORIZONTAL) O5 2.5 0 5 10 FUNC CLASS = LETTING DATE: ALEXANDER D. SNIDER, P.E. PROJECT DESIGN ENGINEER LOCAL RURAL FEBRUARY 5, 2020 SCOTT COLE V SUBREGIONAL TIER P.E. SIGNATURE: PROFILE (VERTICAL) F.E. DIVISION ENGINEER 0 0 N C u 0 D, - WETLAND AND STREAM IMPAfiffEENEll ° LEGEND DENOTES IMPACTS IN SURFACE WATER ®DENOTES TEMPORARY IMPACTS IN SURFACE WATER DETAIL A DETAIL F DETAIL I LATERAL BASE DITCH DETAIL B CUT DITCH BANK STABILIZATION AT 1S I— srnle) RIP RAP AT EMBANKMENT IN— Saol.) (Non. s 10 Em.r.le.d b Npluml N. to Smle) F—kh 1'min. \ °� Slope —d Ground Ground 7�7 D �.'N 1°?1. Fill Ground ?� A\°` Slope Ditch 1.0' 1.5 7 D f F:1 ., Min. D= 1.0 Ff. Grad< 1 5 l (rYF) I.'^ B= 4 Ff. Min. D= Ft. G..mnll. 1,= 5 F1. M"nel a GEOTEXTILE C FROM STA. 11+00 RT -L- TO STA. 11+91 RT -L- Nprmniel FROM STA. 12+06 RT -L- TO STA. 15+43 RT A- Tpp..F—, n li a,r, e p - Icey — FROM STA. 11+60 RT -L- TO STA. 11 +95 RT -L- FROM STA. 12+00 RT -L- TO STA. 12+30 RT -L- FROM STA. 15+25 RT -L- TO STA. 15+56 RT -L- FROM STA. 15+83 RT -L- TO STA. 15+99 RT -L- ISITE 2 O AUDREY & DARLENE CHAMBER ET AL SITE 1 DB 65 PG 343 -L- SITE 2 P1 Sta 12+57A3 E SEE ENLARGED AREA ON BANK STABILIZATION = 19'41�425'(RT) p'�Qy' SHEET 4B CLASS II RIP RAP D = 9'32'575' �ati\�°'` EST. 35 TONS L = 20625' -L- P0` EST. 55 SY GEOTEXTILE 'I' T = 1Q4J5� SEE DETAIL R = 600, BANK STABILIZATION V = 45 MPH WOODS CLASS II RIP RAP e = 0A8 BANK STABILIZATION EST. 65 TONS Li = 184' CLASS II RIP RAP EST. 90 SY GEOTEXTI E5T. 94 TONS SEE DETAIL 'I' Yn EST. 1.32 SY GEOTEXTILE 15 66" PC BURIED 1'.,„ ' BM°I ELEV° = 317,23 N 414585 E 1609038 -BL- STA 5+00 N 70-55'19.4' w DIST 264.59 F RR SPIKE IN 48' OAK oFpRO To BD �•�1 SITE 1 SEE ENLARGED *030I21-2 AREA ON SHEET 4A O GRIFFIN LIVING TRUST DB 732 PG 39 A 7 FROM STA. 11+75 LT -L- TO STA. 15+LT -L- TO STA. 12+12 LT -L- / FROM STA. 15+18 48 LT -L- FROM STA. 15+47 RT -L- TO STA. 15+59 RT -L- FROM STA. 15+72 LT -L- TO STA. 16+30 LT -L- FROM STA. 15+86 RT -L- TO STA. 15+99 RT -L- FILL EXISTING SCOUR HOLE WITH CLASS II RIP RAP TO AN APPROXIMATE ELEV. OF 307.4 30 TO PREVENT DITCH HEADCUTTING O AND I FUTURE ROADWAY FAILURE I' I SEE DETAIL'G' WILLIAM & JAMES HARGETT DB 198 PG 838 BANK STABILIZATION CLASS II RIP RAP 4F I EST. 76 TONS -L- PRC Sty. EST. 107 SY GEOTEXTILE . I SEE DETAIL 'I' I MAINTAIN EXISTING DITCH; ROADWAY I IS BEING SHIFTED TO ALLOW DITCH I TO STABILIZE AT A 2:1 SIDE SLOPE BM-2 ODDS' •i I LEV. = 316.70 R ti A N 4 4346 E 1609666 -BL STA 8+99 88LT t SPIKE IN IT -RR F SITE 3 E 8 T H AD I AL TNG RIP RAP AT EMBANKMENT , DITCH OVERFLOW CLASS I RIP RAP i ANCE FROM 12'X8' EST. 37 TONS SEE DETAIL 'A' EST. 52 SY GEOTEXTILE -, SEE DETAIL 'B' AP AT EMBANKMENT S I RIP RAP 39 TONS BANK STABILIZATION 54 SY GEOTEXTILE CLASS II RIP RAP DETAIL'B' EST. 10 TONS r-T.S�l EST. 13 SY GEOTEXTILE AP AT EMBANKMENT SEE DETAIL 'I' I RIP RAP 6 TON$6 SY GEOTEXTILEETAIL B'-L- PT Sta.13+59J3ta.11+52.88 O WILLIAM & JAMES HARGETT DB 198 PG 838 7BASE TCH 2' LATERAL BASE DITCHP SEE DETAIL 'D' EMBANKMENT SITE 4 RAPEST. 44 TONS EST. 62 SY GEOTEXTILE SEE DETAIL 'B' `1i11I�� GRAPHIC SCALE `el F__ _ _ _ _'_ _ 2-8Ly0. _YURCH RO (SR 1230) 19BST ------------------------------ 2' CUT BASE DITCH ^,� SEE DETAIL 'E' S 56' 04' 532E -L- P1 Ste 16+8259 P1 Ste 19+57J4 A = Z Jr 00.8' (LT) 0 = Z 10' 18hI (RT) I BANK STABILIZATION CLASS II RIP RAP D = 0' 5Y 14.9 D = 0' 5N 14V EST. 9 TONS L = 2944.7,6, L = 25435' EST. 12 SY GEOTEXTILE 7ll T = 1 .`/ T = 127J9' m SEE DETAIL T I R = 6,7104W 45 R = 6,71 QW 45 FILL EXISTING SCOUR HOLE WITH CLASS II RIP RAP TO AN V = PH = A/C e ll V = YPH B = 1/L+ AI APPROXIMATE ELEV. OF 307.4' TO PREVENT UNDERCUTTING OF THE PROPOSED CULVERT SEE DETAIL 'H' DETAIL 'G' CULVERT SCOUR HOLE BACKFILL (.— -1.) PROPOSED ROADWAY FILL SLOPE FILL SCOUR HOLE WITH CLASS II RIP RAP FLOW EXISTING GROUND ALONG CULVERT fL PROJECT REFERENCE NO. SHEET NO. 17BP.10.C.9 4 RAN SHEET NO. ROADWAY DESIGN HYDRAULICS ENGINEER ENGINEER I�T�.lpkE E PL.�T� DO NOT USE FOR / W ACQUISITION DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED F♦ ` HDR Engineering, Inc. of the Carolinas J !` 555 Fayetleville St, Suite 900 Raleigh, N.C. 27601 N.C.B.E.L.S. License Number: F-0116 PERMIT DRAWING � ��,�, SHEET 2 OF 7 IledC !^I ICI�I TO SR 1228 —� -L- POT Sta.20+94.07 DETAIL 'H' CULVERT SCOUR HOLE BACKFILL PROPOSED I.— Scple) ROADWAY FILL SLOPE E FLOW EXISTING GROUND PROPOSED I ALONG CULVERT Ct 12'X8' RCBC BURIED 1' FILL SCOUR HOLE CLASS II RIP RAP D, - WETLAND AND STREAM IMP LEGEND DENOTES IMPACTS IN SURFACE WATER ®DENOTES TEMPORARY IMPACTS IN SURFACE WATER DETAIL A DETAIL F DETAIL I LATERAL BASE DITCH DETAIL B CUT DITCH RANK STABILIZATION AT 1S I- Smla) (Notto Sc.16) (N.tt° S 10 h RIP RAP AT EMBANKMENT E °.°IR d Npbrol INotto Smle) F°m l.ti. 1'min. \ �� Slope G,°und G,...d Dikh 1 Ground 7�7 D �.'� 1°?1. Fill Ground ?� A\� Slope Ditch 1.0' D f F:1 B Min. D_-1.0 Ft. Gmd< 1 5 I° r py% I.'B= 4 Ft. Min. D= Ft. G.°mnll. 6= 5 F1. CM-.l d GEOTEXTILE FROM STA. 11+00 RT -L- TO STA. 11+91 RT -L- L_"h- . R. (vp,wni,) FROM STA. 12+06 RT -L- TO STA. 15+43 IT A_ TY dun.,- CL li RI,,R°p - Kid FROM STA. 11+60 RT -L- TO STA. 11 +95 RT -L- FROM STA. 12+00 RT -L- TO STA. 12+30 RT -L- FROM STA. 15+25 RT -L- TO STA. 15+56 RT -L- FROM STA. 15+83 RT -L- TO STA. 15+99 RT -L- SITE 1 BANK STABILIZATION CLASS II RIP RAP EST. 35 TONS EST. 55 SY E D TEXTILE SEE SDETAIL 'I' BANK STABILIZATION CLASS II RIP RAP \ EST. 65 TONS EST. 90 SY GEOTEXTI SEE DETAIL MAINTAJN 1 EXISTING DITCH BM°I L ELEV. = 317,23 xti rJ/ N 414585 E 1609038- -BL- STA 5+00 j N 70-55'19.4' w DIST 264.59 F F RR SPIKE IN 48' OAK / IJ'N�FORD Rp /iWOODS` TD p__ - �ro SPdQGT01T 'F' DETAIL SITE 1 SEE ENLARGED AREA ON *030121-2 1 /_ SHEET 4A O /�1 GRIFFIN LIVING TRUST DB 732 PG 39 0 O AUDREY & DARLENE CHAMBER ET AL DB 65 PG 343 l -L- Z2 SEE ENLARGED PI Sta 12+57.03 E AREA ON A = 19'41'42.5 (RT) A1Qq SHEET 4B D = 9 32'57.5' �e�\�Q` L = 204J 5' 06J5' L- PO T = R = 600,W _ vyOODS V=45MPH — P. = 0A8 BANK STABILIZATION r v 18 CLASS II RIP RAP _ 315 .. EST. 94 To EST. 132 �,Y GEOT .. E. AIL INV —INV= .3 — — 9s�cMP- 4' BAS DITCH OVERFLOW ANCE FROM 12'X8' SEE DETAIL 'A' RIP RAP AT EMBANKMENT le` CLASS I RIP RAP —EST. 39 TONS EST. 54 SY GEOTEXTILE SEE DETAIL 'B' RIP RAP AT EMBANKMENT CLASS I RIP RAP - EST. 26 TONS EST. 36 SY GEOTEXTILE SEE DETAIL 'B' -L- RIP RAP AT EMBANKME�5�, CLASS I RIP RAP EST. 3� TONS ¢ST. 52 SY GEOTEXTILE SEE DETAIL 'B' � I BANK STABILIZATION CLASS II RIP RAP EST. 10 TONS EST.13 SY GEOTEXTILE SEE DETAIL 'I' 13+59J3 nO L WILLIAM & JAMES HARGETT DB 198 PG 838 FROM STA. 11+LT - TO STA. 12+12 LT - / FROM STA.15+18 78 LT A-L- TO STA. 1 5 + A LT -L- FROM STA. 15+47 RT -L- TO STA. 15+59 RT -L- FROM STA. 15+72 LT -L- TO STA. 16+30 LT _L_ FROM STA. 15+86 RT -L- TO STA. 15+99 RT -L- FILL EXISTING SCOUR HOLE WITH CLASS II RIP RAP 30 O APPROXIMATE ELEV. OF 307.4'4' TO PREVENT DITCH HEADCUTTING AND FUTURE ROADWAY FAILURE I I SEE DETAIL'G' WILLIAM & JAMES HARGETT • � � SY RANK STABILIZATION DB 198 PG 838 j I CLASS II RIP RAP ES 1, TONGEOTEXTILE -L- PRC Sty. SEE DETAIL 'I' MAINTAIN EXISTING DITCH; ROADWAY I I IS BEING SHIFTED TO ALLOW DITCH ./I TO STABILIZE AT A 2:1 SIDE SLOPE / Ai x `1i11I.- I� GRAPHIC SCALE BM-2 �E I LEV. 316.70 r / N 44346 E 1609666 / BL STA 8+99 88LT 20 RR SPIKE IN 12' OAK U SITE 3 a _ 7� �� 3� TERAL BASE�DIJ H vi LASS BP RIP-RAP 2' T1101L,BASE DITCH DETAIL 'C' SEE DETAIL 'D' RIP RAP AT EMBANKMENT SITE CLASS I RIP RAP EST. 44 TONS EST. 62 SY GEOTEXTILE SEE DETAIL 'B' \ BANK STABILIZATION CLASS II RIP RAP EST. 9 TONS EST. 12 SY GEOTEXTILE SEE DETAIL T FILL EXISTING SCOUR HOLE WITH CLASS II RIP RAP TO AN APPROXIMATE ELEV. OF 307.4' TO PREVENT UNDERCUTTING OF THE PROPOSED CULVERT SEE DETAIL 'H' PROJECT REFERENCE NO. SHEET NO. 17BP.10.C.9 4 RAN SHEET NO. ROADWAY DESIGN HYDRAULICS ENGINEER ENGINEER I_T( ompLE E PL"s W NOT USE FOR / W ACQUISITION DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED F♦ ` HDR Engineering, Inc. of the Carolinas J !` 555 Fayetleville St, Suite 900 Raleigh, N.C. 27601 N.C.B.E.L.S. License Number: F-0116 PERMIT DRAWING SHEET 3 OF 7 IledC !^I ICI�I ntaT TO SR 12W —315 F 2CUT BASE1TCIi_ SEE DETAIL 'E' S 5604' 53.2' E 1 -L- P/ Sta 16+8259 P1 Ste 19+57J4 A = 2' Jr 00e (LT) 0 = Z 10' 18e (RT) D=O'5/'14.9 D=IT5NMV L = 294.76, L = 25435' T = 147.40' T = 127J9' R = 6,7/ R = 6,7/ e _ NC PH V _ NC PH -L- P0T Sta.20+94.07 DETAIL 'G' DETAIL 'H' CULVERT SCOUR HOLE BACKFILL CULVERT SCOUR HOLE BACKFILL I—. sml,) PROPOSED INmro Rple) ROADWAY PROPOSED FILL SLOPE ROADWAY FILL SLOPE E FLOW FLOW EXISTING GROUND PROPOSED PROPOSED I ALONG CULVERT't 12'X8' RCBC EXISTING GROUND 12'X8' RCBC BURIED 1' ALONG CULVERT fL BURIED 1' FILL SCOUR HOLE WITH FILL SCOUR HOLE WITH CLASS II RIP RAP CLASS II RIP RAP �, t o< N L to " t\g " O 0 U ) i WETLAND AND STREAM IMPACTS LEGEND S DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY /6wy/xz/// IMPACTS IN SURFACE WATER DETAIL A LATERAL BASE DITCH ( Not to Scale) Natural Ground :1 D lift, Fill Slope a Min. D= 1.0 Ft. Ir.l B= 4 F. b= 5 Ft. FROM STA. 12+06 RT -L- TO STA. 15+43 RT -L- DETAIL B RIP RAP AT EMBANKMENT ( Not to Scale) 1'mi Ditch 7E.T.U min. 1.5' Grade FROM STA. 11+60 RT -L- TO STA. 11+95 RT -L- FROM STA. 12+00 RT -L- TO STA. 12+30 RT -L- FROM STA. 15+25 RT -L- TO STA. 15+56 RT -L- FROM STA. 15+83 RT -L- TO STA. 15+99 RT -L- DETAIL F CUT DITCH ( Not to Scale) Front a< Ditch Natural A'� �¢< Slope Groand ?,.� D Flo Min. D= Ft. FROM STA. 11+00 RT -L- TO STA. 11+91 RT -L DETAIL I BANK STABILIZATION AT JS ( Not to Scale) Natural Bed Elevation alural Nafunl Ground Ground �:1 or FlaBer )TYP) Geotextile Length= 70 Ft. Channel d )Variable) Type of Liner= CL II Rip -Rap - Keyed -In FROM STA. 11+75 LT -L- TO STA. 12+12 LT -L- FROM STA. 15+18 LT -L- TO STA. 15+48 LT -L- FROM STA. 15+47 RT -L- TO STA. 15+59 RT -L- FROM STA. 15+72 LT -L- TO STA. 16+30 LT -L- FROM STA. 15+86 RT -L- TO STA. 15+99 RT -L- BANK STABILIZATION 1-1 ACC II DID DAD BANK STABILIA CLASS II F SEE DE SPECIAL CUT DITCH SEE DETAIL 'F' DETAIL SHEET FOR SITE I I" RCP -IV JRIED 1' FERAL BASE DITCH )ETAIL 'A' RIP RAP AT EMBANKMENT CLASS I RIP RAP SEE DETAIL 'B' ' AT EMBANKMENT RIP RAP SEE DETAIL 'B' � f st N j 0 5 O 0 L v t T OF WETLAND AND STREAM IMPACTS LEGEND S S S DENOTES IMPACTS IN SURFACE WATER DENOTES TEMPORARY /f�(OTS1 IMPACTS IN SURFACE WATER DETAIL 'H' CULVERT SCOUR HOLE BACKFILL PROPOSED (Nano Scale) ROADWAY FILL SLOPE -WE FLOW EXISTING GROUND PROPOSED I ALONG CULVERT 12'X8' RCBC BURIED 1' FILL SCO4HOLEWITIH. CLASS II RIP RAP DETAIL C LATERAL BASE DITCH ( Not to Scale) Not aral � Fill Groaad Z•I D 1'� t"rFt• Slope d GEOTEXTILE �� B Min. D= 1 Ft. Mo.. d = 1 Ft. 'When B is < 6.0' B= 2 Ft. Type of Liner- Class 'B' Rip -Rap b= 5 Ft. ZOM STA. 15+87 RT -L- TO STA. 16+50 RT -1 DETAIL I BANK STABILIZATION AT JS ( Not to Scala) Nataral Bed Elevation Nataral Nataral Grown Ground 1.5' 2:1 or Flatter (TYP) Geotextila Length- 70 Ft. Channel (Variable) d Type of Liner= CL II Rip Rap - Keyed -In FROM STA. 11+75 LT -L- TO STA. 12+12 LT -L- FROM STA. 15+18 LT -L- TO STA. 15+48 LT -L- FROM STA. 15+47 RT -L- TO STA. 15+59 RT -L- FROM STA. 15+72 LT -L- TO STA. 16+30 LT -L- FROM STA. 15+86 RT -L- TO STA. 15+99 RT -L- BANK STABILIZATION CLASS II RIP RAP SEE DETAIL 'I' 4' LATERAL BASE DITCH DETAIL 'G' CULVERT SCOUR HOLE BACKFILL ( Not to Scale) PROPOSED ROADWAY FILL SLOPE FLU PROPOSED 12'X8' RCBC I EXISTING GROUND BURIED 1' ALONG CULVERT CL FILL SCOUR HOLE WITH CLASS II RIP RAP RIP RAP AT EMBANKMENT CLASS I RIP RAP SEE DETAIL 'B' BANK STABILIZATION CLASS II RIP RAP SEE DETAIL 'I' FILL EXISTING SCOUR HOLE WITH CLASS II RIP RAP SEE DETAIL 'H' DETAIL SHEET FOR FILL EXISTING SCOUR HOLE WITH CLASS II RIP RAP SEE DETAIL 'G' BANK STABILIZATION CLASS II RIP RAP SEE DETAIL 'I' SITE 3 DETAIL A LATERAL BASE DITCH (Not to Sjccale)�{ Natural Ground 2.y D �,� Fill Slope B Min. D= 1.0 Ft. Imo.! B= 4 It. b= 5 Ft. :OM STA. 12+06 RT -L- TO STA. 15+43 RT -L- DETAIL B RIP RAP AT EMBANKMENT ( Not to Scale) Ditch Grade GEOTEXTILE FROM STA. 11+60 RT -L- TO STA. 11+95 RT -L- FROM STA. 12+00 RT -L- TO STA. 12+30 RT -L- FROM STA. 15+25 RT -L- TO STA. 15+56 RT -L- STA. 15+83 RT -L- TO STA. 15+99 RT -L- ---SITE 4 2' LATERAL BASE DITCH W/CLASS B RIP —RAP RIP RAP AT EMBANKMENT —CLASS I RIP RAP SEE DETAIL 'B' BANK STABILIZATION CLASS II RIP RAP SEE DETAIL 'I' WETLAND AND SURACE WATER IMPACTS SUMMARY WETLAND IMPACTS SURFACE WATER IMPACTS 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) 1 11+97 -L- LT & RT 66" RCP, Buried 1' < 0.01 < 0.01 13 63 Bank Stabilization 0.01 75 2 15+65 -L- LT & RT 2@12'X8' RCBC/Scour Hole 0.05 0.02 68 48 Bank Stabilization < 0.01 33 3 16+13 -L- LT Bank Stabillization < 0.01 < 0.01 41 13 4 16+00 -L- RT Ditch Relocation < 0.01 28 TOTALS*: 0.08 0.03 258 124 0 *Rounded totals are sum of actual impacts NOTES: 2018 Feb