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Home My WebLink About20190141 Ver 1_400235_Permit Drawings_20181127_20190130(Version 2.08; Released April 2018)17BP.7.R.107TIP No.:SF-400235County(ies):Guilford Page 1 of 1TIP Number:Date:Phone:Phone:Email:Email:County(ies):CAMA County?NoDesign/Future:Year:2025Existing:Year:Aquatic T&E Species?NoComments:YesNoNoN/ADeck Drains Discharge Over Water Body?(If yes, provide justification in the General Project Narrative) (If yes, describe in the General Project Narrative; if no, justify in the General Project Narrative)(If yes, provide justification in the General Project Narrative)ac.Alamance Chruch Road (SR 1005): 2 paved lanes (total 22' wide), 2' shoulder on each side.3800kyle.stoffer@hdrinc.comProject Includes Bridge Spanning Water Body? Deck Drains Discharge Over Buffer? Dissipator Pads Provided in Buffer?NRTR Stream ID:Annual Avg Daily Traffic (veh/hr/day):Existing SiteProject Length (lin. miles or feet): ac.Surface Water Body (1): Water Supply IV (WS-IV)NCDWR Surface Water Classification for Water BodyJordan LakeBuffer Rules in Effect:None1900Alamance Chruch Road (SR 1005): 2 paved lanes (total 22' wide), 6' shoulder on each side (9' with guardrail).Waterbody Information2011NCDWR Stream Index No.:17BP.7.R.107Impairments:Other Stream Classification: Primary Classification: Project Built-Upon Area (ac.)The North Carolina Department of Transportation (NCDOT) has proposed to replace Guilford County Bridge #235 on Alamance Church Road (SR 1005) over Big Alamance Creek. The existing structure is a four span bridge (1@40.5’, 2@40’, 1@39.5’) steel plank deck on I-Beams. The end bent 1 is reinforced concrete spill thru and end bent 2 is vertical rock masonry. All Interior bents are reinforced concrete piles with steel caps. The proposed structure is a three span (1@60', 1@80’, 1@50’), 33" box beam with 4' deep caps. This structure has been designed to have as little environmental and surface water impacts as possible. 2:1 roadway fill slope will be used to minimize impacts. Deck drains are not required for the proposed bridge. There is no direct discharge of bridge storm water into the receiving water. Storm water impacts to the stream have been minimized by utilizing grated inlets and pipes to collect bridge storm water and use rip rap outlet protection at 14+75 LT to dissipate energy to provide a diffuse flow (non-erosive sheet flow) in a wooded area. This diffused flow will run for a distance of 25’+/- before entering buffer zone 2. In the northwest quadrant there is no existing roadside ditch. In the southwest quadrant PSRM toe protection is utilized on an existing roadside ditch that flows off the project area at 13+00 RT. Also in the southwest quadrant there is a stable ditch line that will outfall at 16+50 RT onto the proposed bank stabilization and become non-erosive sheet flow before entering the stream. In the northeast quadrant an existing roadside ditch will be lined with PSRM to provide toe protection. The ditch will outlet into a grated inlet at 17+85 LT and outlet at 17+55 LT onto Class B Rip Rap outlet protection and where flow becomes non-erosive sheet flow and will run 5’+/- before entering buffer zone 2. In the southeast quadrant a lateral V ditch will outlet at 18+55 RT onto Class B Rip Rap and become non-erosive sheet flow that will run 5’+/- before entering buffer zone 2. Bank stabilization will be installed along the west bank to re-establish the channel bank line and provided protection to the proposed bridge bent. Impervious dikes will be utilized to install the bank stabilization in the dry. Due to the nature of low impact bridge replacement, the increases in stormwater discharges (post vs pre condition) are insignificant and the existing ditches do not need to be modified. Therefore, additional stormwater measures are not required.HDR Engineering, Inc. of the CarolinasNorth Carolina Department of TransportationHighway Stormwater Program STORMWATER MANAGEMENT PLAN FOR NCDOT PROJECTSProject Type:NCDOT Hydraulics UnitAddress:General Project InformationSF-400235WBS Element:Bridge ReplacementWBS Element:Kyle StofferNCDOT Contact:(919) 707-6711555 Fayetteville Street, Suite 900Raleigh, NC 27601Contractor / Designer:(919) 900-1632gcail@ncdot.govRaleigh, NC 27560Address:11/27/2018GuilfordPleasant GardenGalen Cail, PE1590 Mail Services UnitRiver Basin(s): City/Town:0.4Typical Cross Section Description: Surrounding Land Use: General Project Narrative:(Description of Minimization of Water Quality Impacts)NoLow Residential, WoodedBig Alamance Creek16-19-(1)0.30.106 milesProject DescriptionProposed ProjectCape FearNoneSupplemental Classification: Nutrient Sensitive Waters (NSW)Wetlands within Project Limits? 3083 3084 3085 3086 3087 3381 3388 3389 3334 3491 3458 3086 1005 3616 3336 3665 3664 3337 1005 3126 3093 3094 3092 3088 3735 3111 3093 3616 3334 3336 ENGLISHSHEET 1 OF 6 PERMIT DRAWING WETLAND AND SURFACE WATER IMPACTS PERMIT 11/27/2018HDR ENGINEERING, INC.J:\Hydro\DDC\Guilford_235\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\400235_hyd_prm_wet_tsh.dgn STATE STATE PROJECT REFERENCE NO. F. A. PROJ. NO.DESCRIPTION NO. TOTAL SHEETS N.C. SHEET DIVISION OF HIGHWAYS STATE OF NORTH CAROLINA DESIGN DATA PROJECT LENGTH LETTING DATE: STATE PROJECT NO. NORTH CAROLINA DEPARTMENT OF TRANSPORTATION 1 VICINITY MAP (NOT TO SCALE) NCDOT CONTACT:$$$$USERNAME$$$$DIVISION 7 OFF-SITE DETOUR DEPART ME NT OF TRANSPORTATIONSTATE OF NORT H CAR O L I NATYPE OF WORK: GRADING, PAVING, DRAINAGE AND STRUCTURE SIGNATURE: P.E. SIGNATURE: P.E.CONTRACT: TIM JORDAN, PE PROJECT ENGINEER HYDRAULICS ENGINEER PROGRAM MANAGER DIVISION BRIDGE TIM POWERS, PE HYDRAULICS ENGINEER ROADWAY DESIGN ENGINEER PLANS PREPARED BY:TIP PROJECT: 17BP.7.R.10717BP.7.R.107 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED DAVID FUH, PE LICENSE NO. F-0669 www.mottmac.com/americas (919) 552-2254 (Fax) (919) 552-2253 Fuquay-Varina, NC 27526 PO Box 700 GUILFORD COUNTY LOCATION: BRIDGE NO. 235 OVER BIG ALAMANCE CREEK ON SR 1005 (ALAMANCE CHURCH ROAD) V = 55 MPH ADT 2025 = 3800 ADT 2011 = 1900 MAJOR COLLECTOR SUB REGIONAL TIER TOTAL LENGTH TIP PROJECT = 0.142 MILES LENGTH STRUCTURE TIP PROJECT = 0.037 MILES LENGTH ROADWAY TIP PROJECT = 0.105 MILES 2018 STANDARD SPECIFICATIONS N.C.B.E.L.S. License Number: F-0116 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 HDR Engineering, Inc. of the Carolinas Prepared in the Office of Mott MacDonald for -L- Sta. 15+84.56 BEGIN BRIDGE LIMITS PROJECT 17BP.7.R.107 -L- POT Sta. 13+00.00 BEGIN PROJECT 17BP.7.R.107 -L- POC Sta. 20+50.00 END PROJECT 17BP.7.R.107 -L- Sta. 15+73.86 BEGIN APPROACH SLAB -L- Sta. 17+77.44 END BRIDGE I-85 TO JULIANTO -L- SR 1005 CRE E KBI G AL AMANC E N A D 83/ N A 2011 VERTICAL SSD *DESIGN EXCEPTION: SAG VERTICAL CURVE K -L- Sta. 17+88.14 END APPROACH SLAB RUI NSBRI DGETT T RUINS BRIDGE 48" WW & 3SBW 48" WW & 3SBW 72" C HL & 3S B W72" CHL & 3SB WWOODS WOODS8'GR 10'G R11'GR10'GRMTL MTLMTL MTL 22' BST VAR. GR VAR . GR 48" WW36" WW18" RCPVAR. GR DILAPIDATED SBW ROCK OUTCROPPINGSAPPROX. LOCATION OF 30.00'30.00'17.50'7.50' 24" P V C60.00'60.00'EXISTING R/W CULVERT 48 "x48 " MTL 12 " D I (PER PLAN S )WOODS WOODS WOODS WOODS WOODS WD POST WOODS WOODS WOODS WOODS WELL GATE CHL WOODS WOODS WOODSGATE MTL WOODS PUMP BYPASS WELL WET WOODS REF. DB 4183 PG 36 UTILITY EASEMENT 25' PERMANENT RICKEY ARNOLD PIPE WD POST 5SBW 18" CPP BRENDA LEE SIMPSON JOSEPH SIMPSON, JR. JACQUELYN D. NOLES JAMES V. NOLES JACQUELYN D. NOLES JAMES V. NOLES RACHEL O. VAN ALST & WW MTL HW & WW MTL HW RAP RIP RAP RIP 72" CMP 6' OF ELLA MARGARET BLUNT 48" CMP 9.8' OF EXISTING R/W I-85 TO (PER PLANS) ENCASEMENT PIPE 31 L.F. OF 18" STEEL REF. DB 4183 PG 39 INGRESS-EGRESS AND FORCE MAIN 30' PERMANENT EASEMENT FOR WW CONC WW CONC POSTS SIGN POST SIGN (PER PLANS) 12" DI CITY OF GREENSBORO VAULT VALVE CHECK VAULT VALVE SURGE GATE CHL WW STONE WW STONE WOODS JULIANTO WOODS OUTCROPPINGS ROCK EXISTING R/W EXISTING R/W ALAMANCE CHURCH RD SR 1005 VAN ALST RACHEL O. C R E E KAL AMANC E BI G15+0020+00-L- PC Sta. 10+00.00 -L- PT Sta. 11+00.00 -L- PC Sta. 13+20.48 -L- PT Sta. 15+72.68 -L- PC Sta. 18+27.06 -L- PT Sta. 21+50.00 -L- POT Sta. 13+00.00 BEGIN PROJECT 17BP.7.R.107 -L- POC Sta. 20+50.00 END PROJECT 17BP.7.R.107 N A D 83/ N A 2011 1 1 2 2 SHEET NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER $$$$USERNAME$$$$PROJECT REFERENCE Office of: Prepared in the 0 10'025'25'50'5'5' VERTICAL SCALE HORIZONTAL SCALE DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com/americas 17BP.7.R.107 - GUILFORD 235 HDR Engineering, Inc. of the Carolinas 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 N.C.B.E.L.S. License Number: F-0116 LICENSE NO. F-0116 HDR ENGINEERING 4 DITCH EXISTING DITCH EXISTING EXISTING DITCH EXISTING DITCH OUTFALL STABLE EXISTING DITCH OUTFALL STABLE EXISTING DITCH OUTFALL STABLE E4XISTING DITCH OUTLET-50% SILTED EXISTING 18" RCP-GOOD EXISTING CHANNEL EXISTING CHANNEL 4 0 100 50 100 SCALE: 1"= 100' HORIZ. IMPACTS IN SURFACE WATER DENOTES PERMANENTSS LEGEND SITE 1 PLAN VIEW J:\Hydro\DDC\Guilford_235\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\400235_hyd_prm_wet_psh04.dgnHDR ENGINEERING, INC.11/27/2018NEXT SHEET AREA ON SEE ENLARGED ENGLISHSHEET 2 OF 6 PERMIT DRAWING WETLAND AND SURFACE WATER IMPACTS PERMIT TS TS IMPACTS IN SURFACE WATER DENOTES TEMPORARY (NON-EROSIVE) V10= 1.9 fps Q10= 1.1 cfs (NON-EROSIVE) V10= 2.0 fps Q10= 3.6 cfs (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs F F F F F F F F 2GI TB 2GI +12RETAINRETAIN2GI TB 15" RCP-IV +78+58+84LATERAL 'V' DITCH ( Not to Scale) D2: 1 2:1 b 1"/Ft. -L- STA. 18+55 TO 18+95 RT b= 2 Ft. Min. D= 1 Ft. DETAIL C Ground Natural Slope Fill ( Not to Scale) TOE PROTECTION d FLATTER2:1 OR -L- STA. 18+12 TO 18+50 RT DETAIL D Type of Liner= CLASS B Rip-Rap d= 1 Ft. GROUND NATURAL SLOPE FILL GEOTEXTILE EST. 78 SY PSRM SEE DETAIL A TOE PROTECTION EST. 112 SY PSRM SEE DETAIL A TOE PROTECTION +70 LT END SBG EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 19 SY GEOTEXTILE EST. 9 TONS RIP RAP SEE DETAIL D TOE PROTECTION EST. 11 CY DDE SEE DETAIL C LATERAL V DITCH DETAIL B Type of Liner= CLASS II RIP RAP GEOTEXTILE T EXCAVATION -L- STA. 16+50 (BANK RE-ESTABLISHMENT) BANK STABILIZATION ( Not to Scale) NWS CLASS II RIP RAP FILL T=Varies 2'-10' EST. 300 SY GEOTEXTILE EST. 285 TONS RIP RAP SEE DETAIL B BANK STABLIZATION (STRUCTURE PAY ITEM) UP TO ELEV. 611.0' (TYP.) CLASS II RIP RAP LIMITS EXCAVATION W/ELBOWS 15" CSP W/ELBOWS 15" CSP OF BANK PROPOSED TOP EXIST FOOTER (TYP.) BENT (CONC.) AT CUT OFF EXIST ( Not to Scale) TOE PROTECTION d -L- STA. 17+85 TO 20+10 LT -L- STA. 13+20 TO 14+77 RT Fill Slope2:1 or Flatter d= 1 Ft. Type of Liner= PSRM DETAIL A Ground Natural PSRM -L- (STRUCTURE PAY ITEM) EXCAVATION = 635 CY 10 11 12 13 14 15 16 17 18 19 20 21 580 590 600 610 620 630 640 650 PI = 18+80.00 EL = 621.67' (+)1.1983% (+)5.2500% VC = 200' K = 49 580 590 600 610 620 630 640 650 (+)1.1983% BEGIN GRADE BEGIN PROJECT STA. 13+00.00 EL = 614.72' END GRADE STA. 20+00.00 EL = 627.97' STA. 20+50.00 END PROJECT BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION BASE DISCHARGE BASE FREQUENCY BASE HW ELEVATION OVERTOPPING DISCHARGE OVERTOPPING FREQUENCY OVERTOPPING ELEVATION DATE OF SURVEY W.S. ELEVATION AT DATE OF SURVEY FT YRS CFS FT CFS YRS FT CFS YRS FT = 100 = 50 (TYP.) 3.5' KEY DEPTH = 4700 = 609.5 = 5300 = 610.2 = 14000 = 500+ = 618.0 = 11-10-2017 = 594.2 (+)4.5000% L GP ELEV. = 619.28' W/4' DEEP CAPS 3 SPAN: 1@60', 1@80', 1@50' SKEW 60 33" BOX BEAM BRIDGE C STA. 16+81.0 -L-ELEV. = 620.20'-L- STA. 18+55BEGIN SP DITCH RTELEV. = 622.00'-L- STA. 18+95END SP DITCH RT(SLOPE 1.5:1) W/CLASS II RIP RAP BANK STABILIZATION DATE: 10-11-2017 ELEV.=594.2' NORMAL WS (STRUCTURE PAY ITEM) (NORMAL TO CAP) (TYP.) SLOPE 1.5:1 (2 FT. THICK) CLASS II RIP RAP BRIDGE EXISTING REMOVE ELEV=601.2' EXCAVATE TO EXIST TO MILL TS TS 595 5 9 5 595595595595600600600 600600600600600600600600 6 0 0 600 600600600 600605605605605605605605605605605605 6056056056056056056106106106106106106106106106106106 1 0 610610610610 610 610610610610 610615615615 6156156156156156156156156 1 5 615615615 615615615615615615 615 615620620 620620620 620 6206206206206206206206206206206206206206256256256256256256 2 5 6 2 5 625 625625 625 625625625 625 630630630630630630630 630 630630 6306306306306306356356356 3 5 635 635 635 635 635635 635635 640640640 640 640640 640645645645 645 645 650650 650 650650 6556 5 5 655 655 655 655660 660 660 6606 6 5 6 6 5 RUI NSBRI DGETT T RUINS BRIDGE 48" WW & 3SBW 48" WW & 3SBW 72" C HL & 3S B W72" CHL & 3SB WWOODS WOODS8'GR 10'G R11'GR10'GRMTL MTLMTL MTL 22' BST VAR. GR VAR . GR 48" WW36" WW18" RCPVAR. GR DILAPIDATED SBW ROCK OUTCROPPINGSAPPROX. LOCATION OF 30.00'30.00'17.50'7.50' 24" P V C60.00'60.00'EXISTING R/W CULVERT 48 "x48 " MTL 12 " D I (PER PLAN S )WOODS WOODS WOODS WOODS WOODS WD POST WOODS WOODS WOODS WOODS WELL GATE CHL WOODS WOODS WOODSGATE MTL WOODS PUMP BYPASS WELL WET WOODS REF. DB 4183 PG 36 UTILITY EASEMENT 25' PERMANENT RICKEY ARNOLD PIPE WD POST 5SBW 18" CPP BRENDA LEE SIMPSON JOSEPH SIMPSON, JR. JACQUELYN D. NOLES JAMES V. NOLES JACQUELYN D. NOLES JAMES V. NOLES RACHEL O. VAN ALST & WW MTL HW & WW MTL HW RAP RIP RAP RIP 72" CMP 6' OF ELLA MARGARET BLUNT 48" CMP 9.8' OF EXISTING R/W I-85 TO (PER PLANS) ENCASEMENT PIPE 31 L.F. OF 18" STEEL REF. DB 4183 PG 39 INGRESS-EGRESS AND FORCE MAIN 30' PERMANENT EASEMENT FOR WW CONC WW CONC POSTS SIGN POST SIGN (PER PLANS) 12" DI CITY OF GREENSBORO VAULT VALVE CHECK VAULT VALVE SURGE GATE CHL WW STONE WW STONE WOODS JULIANTO WOODS OUTCROPPINGS ROCK EXISTING R/W EXISTING R/W ALAMANCE CHURCH RD SR 1005 VAN ALST RACHEL O. C R E E KAL AMANC E BI GSHEET 3 OF 6 PERMIT DRAWING 15+0020+00-L- PC Sta. 10+00.00 -L- PT Sta. 11+00.00 -L- PC Sta. 13+20.48 -L- PT Sta. 15+72.68 -L- PC Sta. 18+27.06 -L- PT Sta. 21+50.00 -L- POT Sta. 13+00.00 BEGIN PROJECT 17BP.7.R.107 -L- POC Sta. 20+50.00 END PROJECT 17BP.7.R.107 N A D 83/ N A 2011 1 1 2 2 SHEET NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER $$$$USERNAME$$$$PROJECT REFERENCE Office of: Prepared in the 0 10'025'25'50'5'5' VERTICAL SCALE HORIZONTAL SCALE DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com/americas 17BP.7.R.107 - GUILFORD 235 HDR Engineering, Inc. of the Carolinas 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 N.C.B.E.L.S. License Number: F-0116 LICENSE NO. F-0116 HDR ENGINEERING 4 VERTICAL SSD SAG VERTICAL CURVE K *DESIGN EXCEPTION: 4 DITCH EXISTING DITCH EXISTING EXISTING DITCH EXISTING DITCH OUTFALL STABLE EXISTING DITCH OUTFALL STABLE EXISTING DITCH OUTFALL STABLE E4XISTING DITCH OUTLET-50% SILTED EXISTING 18" RCP-GOOD EXISTING CHANNEL EXISTING CHANNEL 4 0 100 50 100 SCALE: 1"= 100' HORIZ. IMPACTS IN SURFACE WATER DENOTES PERMANENTSS LEGEND SITE 1 PLAN VIEW J:\Hydro\DDC\Guilford_235\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\400235_hyd_prm_wet_psh04_con.dgnHDR ENGINEERING, INC.11/27/2018NEXT SHEET AREA ON SEE ENLARGED ENGLISHSHEET 2 OF 6 PERMIT DRAWING WETLAND AND SURFACE WATER IMPACTS PERMIT TS TS IMPACTS IN SURFACE WATER DENOTES TEMPORARY (NON-EROSIVE) V10= 1.9 fps Q10= 1.1 cfs (NON-EROSIVE) V10= 2.0 fps Q10= 3.6 cfs (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs F F F F F F F F 2GI TB 2GI +12RETAINRETAIN2GI TB 15" RCP-IV +78+58+84LATERAL 'V' DITCH ( Not to Scale) D2: 1 2:1 b 1"/Ft. -L- STA. 18+55 TO 18+95 RT b= 2 Ft. Min. D= 1 Ft. DETAIL C Ground Natural Slope Fill ( Not to Scale) TOE PROTECTION d FLATTER2:1 OR -L- STA. 18+12 TO 18+50 RT DETAIL D Type of Liner= CLASS B Rip-Rap d= 1 Ft. GROUND NATURAL SLOPE FILL GEOTEXTILE EST. 78 SY PSRM SEE DETAIL A TOE PROTECTION EST. 112 SY PSRM SEE DETAIL A TOE PROTECTION +70 LT END SBG EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 19 SY GEOTEXTILE EST. 9 TONS RIP RAP SEE DETAIL D TOE PROTECTION EST. 11 CY DDE SEE DETAIL C LATERAL V DITCH DETAIL B Type of Liner= CLASS II RIP RAP GEOTEXTILE T EXCAVATION -L- STA. 16+50 (BANK RE-ESTABLISHMENT) BANK STABILIZATION ( Not to Scale) NWS CLASS II RIP RAP FILL T=Varies 2'-10' EST. 300 SY GEOTEXTILE EST. 285 TONS RIP RAP SEE DETAIL B BANK STABLIZATION (STRUCTURE PAY ITEM) UP TO ELEV. 611.0' (TYP.) CLASS II RIP RAP LIMITS EXCAVATION W/ELBOWS 15" CSP W/ELBOWS 15" CSP OF BANK PROPOSED TOP EXIST FOOTER (TYP.) BENT (CONC.) AT CUT OFF EXIST ( Not to Scale) TOE PROTECTION d -L- STA. 17+85 TO 20+10 LT -L- STA. 13+20 TO 14+77 RT Fill Slope2:1 or Flatter d= 1 Ft. Type of Liner= PSRM DETAIL A Ground Natural PSRM -L- (STRUCTURE PAY ITEM) EXCAVATION = 635 CY 10 11 12 13 14 15 16 17 18 19 20 21 580 590 600 610 620 630 640 650 PI = 18+80.00 EL = 621.67' (+)1.1983% (+)5.2500% VC = 200' K = 49 580 590 600 610 620 630 640 650 (+)1.1983% BEGIN GRADE BEGIN PROJECT STA. 13+00.00 EL = 614.72' END GRADE STA. 20+00.00 EL = 627.97' STA. 20+50.00 END PROJECT BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION BASE DISCHARGE BASE FREQUENCY BASE HW ELEVATION OVERTOPPING DISCHARGE OVERTOPPING FREQUENCY OVERTOPPING ELEVATION DATE OF SURVEY W.S. ELEVATION AT DATE OF SURVEY FT YRS CFS FT CFS YRS FT CFS YRS FT = 100 = 50 (TYP.) 3.5' KEY DEPTH = 4700 = 609.5 = 5300 = 610.2 = 14000 = 500+ = 618.0 = 11-10-2017 = 594.2 (+)4.5000% L GP ELEV. = 619.28' W/4' DEEP CAPS 3 SPAN: 1@60', 1@80', 1@50' SKEW 60 33" BOX BEAM BRIDGE C STA. 16+81.0 -L-ELEV. = 620.20'-L- STA. 18+55BEGIN SP DITCH RTELEV. = 622.00'-L- STA. 18+95END SP DITCH RT(SLOPE 1.5:1) W/CLASS II RIP RAP BANK STABILIZATION DATE: 10-11-2017 ELEV.=594.2' NORMAL WS (STRUCTURE PAY ITEM) (NORMAL TO CAP) (TYP.) SLOPE 1.5:1 (2 FT. THICK) CLASS II RIP RAP BRIDGE EXISTING REMOVE ELEV=601.2' EXCAVATE TO EXIST TO MILL TS TS TT WOODS 8'GR 10' G R MTL MTLMTL MTL VAR. GR 30.00'30.00'WOODS WOODS WOODS WOODS WOODS REF. DB 4183 PG 39 INGRESS-EGRESS AND FORCE MAIN 30' PERMANENT EASEMENT FOR WW CONC WW CONC WW STONE WW STONE WOODS C R E E KAL AMANC E BI GSHEET NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER PROJECT REFERENCE Office of: Prepared in the DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com 17BP.7.R.107 - GUILFORD 235 HDR Engineering, Inc. of the Carolinas 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 N.C.B.E.L.S. License Number: F-0116 LICENSE NO. F-0116 HDR ENGINEERING WETLAND AND SURFACE WATER IMPACTS PERMIT ENGLISH LEGEND IMPACTS IN SURFACE WATER DENOTES PERMANENTSS 0 4020 40 SCALE: 1"= 40' HORIZ. SITE 1 DETAIL SHEET FOR J:\Hydro\DDC\Guilford_235\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\400235_hyd_prm_wet_psh04a.dgnHDR ENGINEERING, INC.11/27/2018SHEET 4 OF 6 PERMIT DRAWING C R E E KAL AMANC E BI G17+0015+00OUTFALL STABLE EXISTING DITCH DITCH EXISTING DITCH EXISTING IMPACTS IN SURFACE WATER DENOTES TEMPORARY TS TS (NON-EROSIVE) V10= 1.9 fps Q10= 1.1 cfs (NON-EROSIVE) V10= 2.0 fps Q10= 3.6 cfs (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs OUTFALL STABLE EXISTING DITCH OUTFALL STABLE EXISTING DITCH F F F F 2GI TB 2GI 2GI TB 15" RCP-IV TS TS 595595 5955956006006006 0 0 600605 605605605 6056056106106106106 1 0 615615615615615620 6206206206206256 2 5 625 630630 630 630630635 640645650 TT WOODS 8'GR 10' G R MTL MTLMTL MTL VAR. GR 30.00'30.00'WOODS WOODS WOODS WOODS WOODS REF. DB 4183 PG 39 INGRESS-EGRESS AND FORCE MAIN 30' PERMANENT EASEMENT FOR WW CONC WW CONC WW STONE WW STONE WOODS C R E E KAL AMANC E BI GSHEET 5 OF 6 PERMIT DRAWING SHEET NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER PROJECT REFERENCE Office of: Prepared in the DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com 17BP.7.R.107 - GUILFORD 235 HDR Engineering, Inc. of the Carolinas 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 N.C.B.E.L.S. License Number: F-0116 LICENSE NO. F-0116 HDR ENGINEERING WETLAND AND SURFACE WATER IMPACTS PERMIT ENGLISH LEGEND IMPACTS IN SURFACE WATER DENOTES PERMANENTSS 0 4020 40 SCALE: 1"= 40' HORIZ. SITE 1 DETAIL SHEET FOR J:\Hydro\DDC\Guilford_235\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\400235_hyd_prm_wet_psh04a_con.dgnHDR ENGINEERING, INC.11/27/2018SHEET 4 OF 6 PERMIT DRAWING C R E E KAL AMANC E BI G17+0015+00OUTFALL STABLE EXISTING DITCH DITCH EXISTING DITCH EXISTING IMPACTS IN SURFACE WATER DENOTES TEMPORARY TS TS (NON-EROSIVE) V10= 1.9 fps Q10= 1.1 cfs (NON-EROSIVE) V10= 2.0 fps Q10= 3.6 cfs (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs OUTFALL STABLE EXISTING DITCH OUTFALL STABLE EXISTING DITCH F F F F 2GI TB 2GI 2GI TB 15" RCP-IV TS TS HandExisting Existing Permanent Temp. Excavation Mechanized Clearing Permanent Temp. Channel Channel Natural Site Station Structure Fill In Fill In in Clearing in SW SW Impacts Impacts StreamNo. (From/To) Size / Type Wetlands Wetlands Wetlands in Wetlands Wetlands impacts impacts Permanent Temp. Design (ac) (ac) (ac) (ac) (ac) (ac) (ac) (ft) (ft) (ft)1 -L- 16+55 to 16+70 BANK STABILIZATION 0.02 < 0.01 93 10 TOTALS*: 0.02 < 0.01 93 10*Rounded totals are sum of actual impactsNOTES: Temp. SW Impacts = 0.003 acRevised September 2014 SHEET 6OF 6 WETLAND PERMIT IMPACT SUMMARYWETLAND IMPACTS SURFACE WATER IMPACTSGUILFORD COUNTYBRIDGE #23517BP.7.R.107NC DEPARTMENT OF TRANSPORTATIONDIVISION OF HIGHWAYSAUG. 23, 2018 3083 3084 3085 3086 3087 3381 3388 3389 3334 3491 3458 3086 1005 3616 3336 3665 3664 3337 1005 3126 3093 3094 3092 3088 3735 3111 3093 3616 3334 3336 ENGLISHSHEET 1 OF 6 BUFFER DRAWING 11/27/2018HDR ENGINEERING, INC.J:\Hydro\DDC\Guilford_235\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\400235_hyd_prm_buf_tsh.dgnBUFFER IMPACTS PERMIT STATE STATE PROJECT REFERENCE NO. F. A. PROJ. NO.DESCRIPTION NO. TOTAL SHEETS N.C. SHEET DIVISION OF HIGHWAYS STATE OF NORTH CAROLINA DESIGN DATA PROJECT LENGTH LETTING DATE: STATE PROJECT NO. NORTH CAROLINA DEPARTMENT OF TRANSPORTATION 1 VICINITY MAP (NOT TO SCALE) NCDOT CONTACT:$$$$USERNAME$$$$DIVISION 7 OFF-SITE DETOUR DEPART ME NT OF TRANSPORTATIONSTATE OF NORT H CAR O L I NATYPE OF WORK: GRADING, PAVING, DRAINAGE AND STRUCTURE SIGNATURE: P.E. SIGNATURE: P.E.CONTRACT: TIM JORDAN, PE PROJECT ENGINEER HYDRAULICS ENGINEER PROGRAM MANAGER DIVISION BRIDGE TIM POWERS, PE HYDRAULICS ENGINEER ROADWAY DESIGN ENGINEER PLANS PREPARED BY:TIP PROJECT: 17BP.7.R.10717BP.7.R.107 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED DAVID FUH, PE LICENSE NO. F-0669 www.mottmac.com/americas (919) 552-2254 (Fax) (919) 552-2253 Fuquay-Varina, NC 27526 PO Box 700 GUILFORD COUNTY LOCATION: BRIDGE NO. 235 OVER BIG ALAMANCE CREEK ON SR 1005 (ALAMANCE CHURCH ROAD) V = 55 MPH ADT 2025 = 3800 ADT 2011 = 1900 MAJOR COLLECTOR SUB REGIONAL TIER TOTAL LENGTH TIP PROJECT = 0.142 MILES LENGTH STRUCTURE TIP PROJECT = 0.037 MILES LENGTH ROADWAY TIP PROJECT = 0.105 MILES 2018 STANDARD SPECIFICATIONS N.C.B.E.L.S. License Number: F-0116 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 HDR Engineering, Inc. of the Carolinas Prepared in the Office of Mott MacDonald for -L- Sta. 15+84.56 BEGIN BRIDGE LIMITS PROJECT 17BP.7.R.107 -L- POT Sta. 13+00.00 BEGIN PROJECT 17BP.7.R.107 -L- POC Sta. 20+50.00 END PROJECT 17BP.7.R.107 -L- Sta. 15+73.86 BEGIN APPROACH SLAB -L- Sta. 17+77.44 END BRIDGE I-85 TO JULIANTO -L- SR 1005 CRE E KBI G AL AMANC E N A D 83/ N A 2011 VERTICAL SSD *DESIGN EXCEPTION: SAG VERTICAL CURVE K -L- Sta. 17+88.14 END APPROACH SLAB RUI NSBRI DGETT T CONTROLS PUMP STATION BLK RUINS BRIDGE 48" WW & 3SBW 48" WW & 3SBW 72" C HL & 3S B W72" CHL & 3SB WWOODS WOODS8'GR 10'G R11'GR10'GRMTL MTLMTL MTL 22' BST VAR. GR VAR . GR 48" WW36" WW18" RCPVAR. GR INV=631.16' INV=633.22' BST OVERLAY MTL DECK W/ #235 BRIDGE DILAPIDATED SBW ROCK OUTCROPPINGSAPPROX. LOCATION OF 30.00'30.00'17.50'7.50' TOP=616.60' INV=602.35' TOP=614.63' INV=602.03' 24" P V C60.00'60.00'EXISTING R/W 12 " D I (PER PLAN S )WOODS WOODS WOODS WOODS WOODS EIP WD POST WOODS WOODS WOODS WOODS WELL GATE CHL WOODS WOODS WOODSGATE MTL EIP WOODS EIP PUMP BYPASS WELL WET WOODS REF. DB 4183 PG 36 UTILITY EASEMENT 25' PERMANENT RICKEY ARNOLD PIPE WD POST 5SBW 18" CPP BRENDA LEE SIMPSON JOSEPH SIMPSON, JR. JACQUELYN D. NOLES JAMES V. NOLES JACQUELYN D. NOLES JAMES V. NOLES RACHEL O. VAN ALST RAP RIP RAP RIP ELLA MARGARET BLUNT EXISTING R/W I-85 TO (PER PLANS) ENCASEMENT PIPE 31 L.F. OF 18" STEEL REF. DB 4183 PG 39 INGRESS-EGRESS AND FORCE MAIN 30' PERMANENT EASEMENT FOR WW CONC WW CONC POSTS SIGN POST SIGN (PER PLANS) 12" DI W/LT POLE SERVICE CITY OF GREENSBORO VAULT VALVE CHECK VAULT VALVE SURGE GATE CHL WW STONE WW STONE WOODS JULIANTO WOODS OUTCROPPINGS ROCK EXISTING R/W EXISTING R/W ALAMANCE CHURCH RD SR 1005 VAN ALST RACHEL O. C R E E KAL AMANC E BI G4 DITCH EXISTING DITCH EXISTING EXISTING DITCH EXISTING DITCH OUTFALL STABLE EXISTING DITCH OUTFALL STABLE EXISTING DITCH OUTFALL STABLE E4XISTING DITCH OUTLET-50% SILTED EXISTING 18" RCP-GOOD EXISTING CHANNEL EXISTING CHANNEL BUFFER IMPACTS PERMIT SHEET 2 OF 6 BUFFER DRAWING ENGLISH NEXT SHEET AREA ON SEE ENLARGED SITE 1 PLAN VIEW 0 100 100 SCALE: 1"= 100' HORIZ. LEGEND ZONE 1 (30') RIPARIAN BUFFER ZONE 2 (20') RIPARIAN BUFFER J:\Hydro\DDC\Guilford_235\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\400235_hyd_prm_buf_psh04.dgnHDR ENGINEERING, INC.11/27/2018N A D 83/ N A 2011 N A D 83/ N A 2011 (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs (NON-EROSIVE) V10= 1.9 fps Q10= 1.1 cfs (NON-EROSIVE) V10= 2.0 fps Q10= 3.6 cfs (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs ALLOWABLE IMPACTS ZONE 1 ALLOWABLE IMPACTS ZONE 2 2GI TB 2GI +12RETAINRETAIN2GI TB 15" RCP-IV +78+58+84LATERAL 'V' DITCH ( Not to Scale) D2: 1 2:1 b 1"/Ft. -L- STA. 18+55 TO 18+95 RT b= 2 Ft. Min. D= 1 Ft. DETAIL C Ground Natural Slope Fill ( Not to Scale) TOE PROTECTION d FLATTER2:1 OR -L- STA. 18+12 TO 18+50 RT DETAIL D Type of Liner= CLASS B Rip-Rap d= 1 Ft. GROUND NATURAL SLOPE FILL GEOTEXTILE EST. 78 SY PSRM SEE DETAIL A TOE PROTECTION EST. 112 SY PSRM SEE DETAIL A TOE PROTECTION +70 LT END SBG EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 19 SY GEOTEXTILE EST. 9 TONS RIP RAP SEE DETAIL D TOE PROTECTION EST. 11 CY DDE SEE DETAIL C LATERAL V DITCH DETAIL B Type of Liner= CLASS II RIP RAP GEOTEXTILE T EXCAVATION -L- STA. 16+50 (BANK RE-ESTABLISHMENT) BANK STABILIZATION ( Not to Scale) NWS CLASS II RIP RAP FILL T=Varies 2'-10' EST. 300 SY GEOTEXTILE EST. 285 TONS RIP RAP SEE DETAIL B BANK STABLIZATION (STRUCTURE PAY ITEM) UP TO ELEV. 611.0' (TYP.) CLASS II RIP RAP LIMITS EXCAVATION W/ELBOWS 15" CSP W/ELBOWS 15" CSP OF BANK PROPOSED TOP EXIST FOOTER (TYP.) BENT (CONC.) AT CUT OFF EXIST ( Not to Scale) TOE PROTECTION d -L- STA. 17+85 TO 20+10 LT -L- STA. 13+20 TO 14+77 RT Fill Slope2:1 or Flatter d= 1 Ft. Type of Liner= PSRM DETAIL A Ground Natural PSRM15+0020+00-L- PC Sta. 10+00.00 -L- PT Sta. 11+00.00 -L- PC Sta. 13+20.48 -L- PT Sta. 15+72.68 -L- PC Sta. 18+27.06 -L- PT Sta. 21+50.00 -L- POT Sta. 13+00.00 BEGIN PROJECT 17BP.7.R.107 -L- POC Sta. 20+50.00 END PROJECT 17BP.7.R.107 N A D 83/ N A 2011 4 VERTICAL SSD SAG VERTICAL CURVE K *DESIGN EXCEPTION: 1 1 2 2 SHEET NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER PROJECT REFERENCE Office of: Prepared in the 0 10'025'25'50'5'5' VERTICAL SCALE HORIZONTAL SCALE DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com/americas 17BP.7.R.107 - GUILFORD 235 HDR Engineering, Inc. of the Carolinas 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 N.C.B.E.L.S. License Number: F-0116 LICENSE NO. F-0116 HDR ENGINEERING -L- (STRUCTURE PAY ITEM) EXCAVATION = 635 CY 10 11 12 13 14 15 16 17 18 19 20 21 580 590 600 610 620 630 640 650 PI = 18+80.00 EL = 621.67' (+)1.1983% (+)5.2500% VC = 200' K = 49 580 590 600 610 620 630 640 650 (+)1.1983% BEGIN GRADE BEGIN PROJECT STA. 13+00.00 EL = 614.72' END GRADE STA. 20+00.00 EL = 627.97' STA. 20+50.00 END PROJECT BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION BASE DISCHARGE BASE FREQUENCY BASE HW ELEVATION OVERTOPPING DISCHARGE OVERTOPPING FREQUENCY OVERTOPPING ELEVATION DATE OF SURVEY W.S. ELEVATION AT DATE OF SURVEY FT YRS CFS FT CFS YRS FT CFS YRS FT = 100 = 50 (TYP.) 3.5' KEY DEPTH = 4700 = 609.5 = 5300 = 610.2 = 14000 = 500+ = 618.0 = 11-10-2017 = 594.2 (+)4.5000% L GP ELEV. = 619.28' W/4' DEEP CAPS 3 SPAN: 1@60', 1@80', 1@50' SKEW 60 33" BOX BEAM BRIDGE C STA. 16+81.0 -L-ELEV. = 620.20'-L- STA. 18+55BEGIN SP DITCH RTELEV. = 622.00'-L- STA. 18+95END SP DITCH RT(SLOPE 1.5:1) W/CLASS II RIP RAP BANK STABILIZATION DATE: 10-11-2017 ELEV.=594.2' NORMAL WS (STRUCTURE PAY ITEM) (NORMAL TO CAP) (TYP.) SLOPE 1.5:1 (2 FT. THICK) CLASS II RIP RAP BRIDGE EXISTING REMOVE ELEV=601.2' EXCAVATE TO EXIST TO MILL F F F F F F F F 595 5 9 5 595595595595600600600 600600600600600600600600 6 0 0 600 600600600 600605605605605605605605605605605605 6056056056056056056106106106106106106106106106106106 1 0 610610610610 610 610610610610 610615615615 6156156156156156156156156 1 5 615615615 615615615615615615 615 615620620 620620620 620 6206206206206206206206206206206206206206256256256256256256 2 5 6 2 5 625 625625 625 625625625 625 630630630630630630630 630 630630 6306306306306306356356 3 5 635 635 635 635 635635 635635 640640640 640 640640 640645645645 645 645 650650 650 650650 6556 5 5 655 655 655 655660 660 660 6606 6 5 6 6 5 RUI NSBRI DGETT T CONTROLS PUMP STATION BLK RUINS BRIDGE 48" WW & 3SBW 48" WW & 3SBW 72" C HL & 3S B W72" CHL & 3SB WWOODS WOODS8'GR 10'G R11'GR10'GRMTL MTLMTL MTL 22' BST VAR. GR VAR . GR 48" WW36" WW18" RCPVAR. GR INV=631.16' INV=633.22' DILAPIDATED SBW ROCK OUTCROPPINGSAPPROX. LOCATION OF 30.00'30.00'17.50'7.50' TOP=616.60' INV=602.35' TOP=614.63' INV=602.03' 24" P V C60.00'60.00'EXISTING R/W 12 " D I (PER PLAN S )WOODS WOODS WOODS WOODS WOODS EIP WD POST WOODS WOODS WOODS WOODS WELL GATE CHL WOODS WOODS WOODSGATE MTL EIP WOODS EIP PUMP BYPASS WELL WET WOODS REF. DB 4183 PG 36 UTILITY EASEMENT 25' PERMANENT RICKEY ARNOLD PIPE WD POST 5SBW 18" CPP BRENDA LEE SIMPSON JOSEPH SIMPSON, JR. JACQUELYN D. NOLES JAMES V. NOLES JACQUELYN D. NOLES JAMES V. NOLES RACHEL O. VAN ALST RAP RIP RAP RIP ELLA MARGARET BLUNT EXISTING R/W I-85 TO (PER PLANS) ENCASEMENT PIPE 31 L.F. OF 18" STEEL REF. DB 4183 PG 39 INGRESS-EGRESS AND FORCE MAIN 30' PERMANENT EASEMENT FOR POSTS SIGN POST SIGN (PER PLANS) 12" DI W/LT POLE SERVICE CITY OF GREENSBORO VAULT VALVE CHECK VAULT VALVE SURGE GATE CHL WOODS JULIANTO WOODS OUTCROPPINGS ROCK EXISTING R/W EXISTING R/W ALAMANCE CHURCH RD SR 1005 VAN ALST RACHEL O. C R E E KAL AMANC E BI G4 DITCH EXISTING DITCH EXISTING EXISTING DITCH EXISTING DITCH OUTFALL STABLE EXISTING DITCH OUTFALL STABLE EXISTING DITCH OUTFALL STABLE E4XISTING DITCH OUTLET-50% SILTED EXISTING 18" RCP-GOOD EXISTING CHANNEL EXISTING CHANNEL SHEET 3 OF 6 BUFFER DRAWING BUFFER IMPACTS PERMIT SHEET 2 OF 6 BUFFER DRAWING ENGLISH NEXT SHEET AREA ON SEE ENLARGED SITE 1 PLAN VIEW 0 100 100 SCALE: 1"= 100' HORIZ. LEGEND ZONE 1 (30') RIPARIAN BUFFER ZONE 2 (20') RIPARIAN BUFFER J:\Hydro\DDC\Guilford_235\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\400235_hyd_prm_buf_psh04_con.dgnHDR ENGINEERING, INC.11/27/2018N A D 83/ N A 2011 N A D 83/ N A 2011 (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs (NON-EROSIVE) V10= 1.9 fps Q10= 1.1 cfs (NON-EROSIVE) V10= 2.0 fps Q10= 3.6 cfs (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs ALLOWABLE IMPACTS ZONE 1 ALLOWABLE IMPACTS ZONE 2 2GI TB 2GI +12RETAINRETAIN2GI TB 15" RCP-IV +78+58+84LATERAL 'V' DITCH ( Not to Scale) D2: 1 2:1 b 1"/Ft. -L- STA. 18+55 TO 18+95 RT b= 2 Ft. Min. D= 1 Ft. DETAIL C Ground Natural Slope Fill ( Not to Scale) TOE PROTECTION d FLATTER2:1 OR -L- STA. 18+12 TO 18+50 RT DETAIL D Type of Liner= CLASS B Rip-Rap d= 1 Ft. GROUND NATURAL SLOPE FILL GEOTEXTILE EST. 78 SY PSRM SEE DETAIL A TOE PROTECTION EST. 112 SY PSRM SEE DETAIL A TOE PROTECTION +70 LT END SBG EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 19 SY GEOTEXTILE EST. 9 TONS RIP RAP SEE DETAIL D TOE PROTECTION EST. 11 CY DDE SEE DETAIL C LATERAL V DITCH DETAIL B Type of Liner= CLASS II RIP RAP GEOTEXTILE T EXCAVATION -L- STA. 16+50 (BANK RE-ESTABLISHMENT) BANK STABILIZATION ( Not to Scale) NWS CLASS II RIP RAP FILL T=Varies 2'-10' EST. 300 SY GEOTEXTILE EST. 285 TONS RIP RAP SEE DETAIL B BANK STABLIZATION (STRUCTURE PAY ITEM) UP TO ELEV. 611.0' (TYP.) CLASS II RIP RAP LIMITS EXCAVATION W/ELBOWS 15" CSP W/ELBOWS 15" CSP OF BANK PROPOSED TOP EXIST FOOTER (TYP.) BENT (CONC.) AT CUT OFF EXIST ( Not to Scale) TOE PROTECTION d -L- STA. 17+85 TO 20+10 LT -L- STA. 13+20 TO 14+77 RT Fill Slope2:1 or Flatter d= 1 Ft. Type of Liner= PSRM DETAIL A Ground Natural PSRM15+0020+00-L- PC Sta. 10+00.00 -L- PT Sta. 11+00.00 -L- PC Sta. 13+20.48 -L- PT Sta. 15+72.68 -L- PC Sta. 18+27.06 -L- PT Sta. 21+50.00 -L- POT Sta. 13+00.00 BEGIN PROJECT 17BP.7.R.107 -L- POC Sta. 20+50.00 END PROJECT 17BP.7.R.107 N A D 83/ N A 2011 4 VERTICAL SSD SAG VERTICAL CURVE K *DESIGN EXCEPTION: 1 1 2 2 SHEET NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER PROJECT REFERENCE Office of: Prepared in the 0 10'025'25'50'5'5' VERTICAL SCALE HORIZONTAL SCALE DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com/americas 17BP.7.R.107 - GUILFORD 235 HDR Engineering, Inc. of the Carolinas 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 N.C.B.E.L.S. License Number: F-0116 LICENSE NO. F-0116 HDR ENGINEERING -L- (STRUCTURE PAY ITEM) EXCAVATION = 635 CY 10 11 12 13 14 15 16 17 18 19 20 21 580 590 600 610 620 630 640 650 PI = 18+80.00 EL = 621.67' (+)1.1983% (+)5.2500% VC = 200' K = 49 580 590 600 610 620 630 640 650 (+)1.1983% BEGIN GRADE BEGIN PROJECT STA. 13+00.00 EL = 614.72' END GRADE STA. 20+00.00 EL = 627.97' STA. 20+50.00 END PROJECT BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION BASE DISCHARGE BASE FREQUENCY BASE HW ELEVATION OVERTOPPING DISCHARGE OVERTOPPING FREQUENCY OVERTOPPING ELEVATION DATE OF SURVEY W.S. ELEVATION AT DATE OF SURVEY FT YRS CFS FT CFS YRS FT CFS YRS FT = 100 = 50 (TYP.) 3.5' KEY DEPTH = 4700 = 609.5 = 5300 = 610.2 = 14000 = 500+ = 618.0 = 11-10-2017 = 594.2 (+)4.5000% L GP ELEV. = 619.28' W/4' DEEP CAPS 3 SPAN: 1@60', 1@80', 1@50' SKEW 60 33" BOX BEAM BRIDGE C STA. 16+81.0 -L-ELEV. = 620.20'-L- STA. 18+55BEGIN SP DITCH RTELEV. = 622.00'-L- STA. 18+95END SP DITCH RT(SLOPE 1.5:1) W/CLASS II RIP RAP BANK STABILIZATION DATE: 10-11-2017 ELEV.=594.2' NORMAL WS (STRUCTURE PAY ITEM) (NORMAL TO CAP) (TYP.) SLOPE 1.5:1 (2 FT. THICK) CLASS II RIP RAP BRIDGE EXISTING REMOVE ELEV=601.2' EXCAVATE TO EXIST TO MILL F F F F F F F F TT WOODS 8'GR 10' G R MTL MTLMTL MTL VAR. GR 30.00'30.00'WOODS WOODS WOODS WOODS WOODS REF. DB 4183 PG 39 INGRESS-EGRESS AND FORCE MAIN 30' PERMANENT EASEMENT FOR WW CONC WW CONC WW STONE WW STONE WOODS C R E E KAL AMANC E BI GSHEET NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER PROJECT REFERENCE Office of: Prepared in the DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com 17BP.7.R.107 - GUILFORD 235 HDR Engineering, Inc. of the Carolinas 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 N.C.B.E.L.S. License Number: F-0116 LICENSE NO. F-0116 HDR ENGINEERING ENGLISH 0 4020 40 SCALE: 1"= 40' HORIZ. SITE 1 DETAIL SHEET FOR J:\Hydro\DDC\Guilford_235\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\400235_hyd_prm_buf_psh04a.dgnHDR ENGINEERING, INC.11/27/2018C R E E KAL AMANC E BI G17+0015+00 LEGEND ZONE 1 (30') RIPARIAN BUFFER ZONE 2 (20') RIPARIAN BUFFER SHEET 4 OF 6 BUFFER DRAWING BUFFER IMPACTS PERMIT BRIDGING IMPACTS -L- ALLOWABLE IMPACTS ZONE 1 ALLOWABLE IMPACTS ZONE 2 (NON-EROSIVE) V10= 1.9 fps Q10= 1.1 cfs OUTFALL STABLE EXISTING DITCH (NON-EROSIVE) V10= 2.0 fps Q10= 3.6 cfs DITCH EXISTING DITCH EXISTING (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs OUTFALL STABLE EXISTING DITCH (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs OUTFALL STABLE EXISTING DITCH F F F F 2GI TB 2GI 2GI TB 15" RCP-IV 595595 5955956006006006 0 0 60 0605 6056056 0 5 6056056106106106106 10 61561561561561562 0 62062062062062562 5 625 630630 63 0 63063063 5 64 06456 5 0 TT WOODS 8'GR 10' G R MTL MTLMTL MTL VAR. GR 30.00'30.00'WOODS WOODS WOODS WOODS WOODS REF. DB 4183 PG 39 INGRESS-EGRESS AND FORCE MAIN 30' PERMANENT EASEMENT FOR WOODS C R E E KAL AMANC E BI GSHEET 5 OF 6 BUFFER DRAWING SHEET NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER PROJECT REFERENCE Office of: Prepared in the DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com 17BP.7.R.107 - GUILFORD 235 HDR Engineering, Inc. of the Carolinas 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 N.C.B.E.L.S. License Number: F-0116 LICENSE NO. F-0116 HDR ENGINEERING ENGLISH 0 4020 40 SCALE: 1"= 40' HORIZ. SITE 1 DETAIL SHEET FOR $FILEL$$(USERNAME)$$DATE$C R E E KAL AMANC E BI G17+0015+00 LEGEND ZONE 1 (30') RIPARIAN BUFFER ZONE 2 (20') RIPARIAN BUFFER SHEET 4 OF 6 BUFFER DRAWING BUFFER IMPACTS PERMIT BRIDGING IMPACTS -L- ALLOWABLE IMPACTS ZONE 1 ALLOWABLE IMPACTS ZONE 2 (NON-EROSIVE) V10= 1.9 fps Q10= 1.1 cfs OUTFALL STABLE EXISTING DITCH (NON-EROSIVE) V10= 2.0 fps Q10= 3.6 cfs DITCH EXISTING DITCH EXISTING (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs OUTFALL STABLE EXISTING DITCH (NON-EROSIVE) V10= 1.4 fps Q10= 0.5 cfs OUTFALL STABLE EXISTING DITCH F F F F 2GI TB 2GI 2GI TB 15" RCP-IV ROAD CROSSING BRIDGE UTILITIESZONE 1 (ft2)ZONE 2 (ft2)TOTAL (ft2)ZONE 1 (ft2)ZONE 2 (ft2)TOTAL (ft2)ZONE 1 (ft2)ZONE 2 (ft2)13 SPAN 1@60',1@80,1@50'; 33" BOX BEAM-L- FROM STA. 14+90 TO 18+70 X 7595 1906 9501X 1104 1788 2892TOTAL:8699 3694 12393IMPACTBUFFER IMPACTS SUMMARYTYPESITE NO.STRUCTURE SIZE / TYPE STATION (FROM/TO)ALLOWABLE MITIGABLEBUFFER REPLACEMENTSHEET 6 OF 6PROJECT: 17BP.7.R107BRIDGE NO. 235 11/26/2018N.C. DEPT. OF TRANSPORTATIONDIVISION OF HIGHWAYS GUILFORD COUNTYRev. May 2006