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Home My WebLink About20201784 Ver 1_Bridge #99 Permit Drawings_20201221(Version 2.08; Released April 2018)17BP.7.R.111TIP No.:SF-670099County(ies):Orange Page 1 of 1TIP Number:Date:Phone:Phone:Email:Email:County(ies):CAMA County?NoDesign/Future:Year:2025Existing:Year:Aquatic T&E Species?NoComments:YesNoNoWetlands within Project Limits?Nutrient Sensitive Waters (NSW)NoneSupplemental Classification: Low Residential, WoodedNew Hope Creek16-41-1-(0.5)0.30.114 milesProject DescriptionProposed ProjectCape FearRiver Basin(s): City/Town:0.4Typical Cross Section Description: Surrounding Land Use: General Project Narrative:(Description of Minimization of Water Quality Impacts)Nogcail@ncdot.govRaleigh, NC 27560Address:12/4/2018OrangeGalen Cail, PE1590 Mail Services UnitWBS Element:Bridge ReplacementWBS Element:Kyle StofferNCDOT Contact:(919) 707-6711555 Fayetteville Street, Suite 900Raleigh, NC 27601Contractor / Designer:(919) 900-1632HDR Engineering, Inc. of the CarolinasNorth Carolina Department of TransportationHighway Stormwater Program STORMWATER MANAGEMENT PLAN FOR NCDOT PROJECTSProject Type:NCDOT Hydraulics UnitAddress:General Project InformationSF-67009917BP.7.R.111Impairments:Other Stream Classification: Primary Classification: Project Built-Upon Area (ac.)The North Carolina Department of Transportation (NCDOT) has proposed to replace Orange County Bridge #99 on New Hope Church Road (SR 1732) over New Hope Creek. The existing structure is a three span bridge (3@35’) and is a reinforced concrete deck on I-Beams. The end bents are reinforced concrete caps on timber piles and the interior bents are reinforced concrete posts and beams. The proposed structure is a single span (1@105'), 39" precast concrete 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. To avoid direct discharge of bridge storm water into the receiving water, deck drains are not required for the proposed bridge. 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 15+09 RT 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 20’+/- before entering the buffer. In the southwest quadrant an existing roadside ditch outlets at 13+10 RT. The ditch outlets and becomes non-erosive sheet flow 200’+/- before entering the buffer. In the northwest quadrant an existing roadside ditch will transition into a Special Lateral ‘V’ Ditch with Class B Rip Rap and outlets at 13+75 LT and becomes non-erosive sheet flow 160’+/- before entering the buffer. In the northeast quadrant an existing roadside ditch will transition into a Special Lateral ‘V’ Ditch with Class B Rip Rap and outlets at 17+00 LT and becomes non-erosive sheet flow 13’+/- before entering the buffer. In the southeast quadrant an existing roadside ditch will transition into a Special Lateral ‘V’ Ditch with Class B Rip Rap and outlets at 16+94 RT and becomes non-erosive sheet flow 45’+/- before entering the buffer. 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. A temporary causeway will be utilized over New Hope Creek to remove one interior bent.Jordan LakeBuffer Rules in Effect:None2800New Hope Church Road (SR 1723): 2 paved lanes (total 22' wide), 6' shoulder on each side (9' with guardrail).Waterbody Information2007NCDWR Stream Index No.:NRTR Stream ID:Annual Avg Daily Traffic (veh/hr/day):Existing SiteProject Length (lin. miles or feet): ac.Surface Water Body (1): Water Supply V (WS-V) NCDWR Surface Water Classification for Water Bodyac.New Hope Church Road (SR 1723): 2 paved lanes (total 22' wide), 6' shoulder on each side (9' with guardrail).5600kyle.stoffer@hdrinc.comProject Includes Bridge Spanning Water Body? Deck Drains Discharge Over Buffer? Dissipator Pads Provided in Buffer?NoDeck 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) SITE 1 1898 2217 1203 1129 1130 1129 1009 1113 1723 1130 1009 1223 1878 1789 1790 2216 2270 2271 1262 Southern86 A L Stanback Middle Sch. New Hope Elementary Sch. 40 40 40 86 DUKE FOREST 1723 -L- POC Sta. 13+00.00 BEGIN PROJECT 17BP.7.R.111 -L- POC Sta. 19+00.00 END PROJECT 17BP.7.R.111 I-40 TOOLD NC 86 TO-L-NEW HOPE CREEK NAD 83/ NA 2011 LIMITS PROJECT 17BP.7.R.111 -L- Sta. 15+30.50 BEGIN APPROACH SLAB -L- Sta. 15+41.34 BEGIN BRIDGE -L- Sta. 16+48.67 END BRIDGE -L- Sta. 16+59.50 END APPROACH SLAB (NEW HOPE CHURCH ROAD) SR 1723 VERTICAL SSD *DESIGN EXCEPTION: SAG VERTICAL CURVE K 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:$$$$USERNAME$$$$DIVISION 7 OFF-SITE DETOUR DEPART ME NT OF TRANSPORTATIONSTATE OF NORT H CAR O L I NATYPE OF WORK: GRADING, PAVING, DRAINAGE AND STRUCTURE SIGNATURE: P.E. SIGNATURE: P.E.CONTRACT: TIM JORDAN, PE PROJECT ENGINEER HYDRAULICS ENGINEER PROGRAM MANAGER DIVISION BRIDGE TIM POWERS, PE HYDRAULICS ENGINEER ROADWAY DESIGN ENGINEER PLANS PREPARED BY:TIP PROJECT: 17BP.7.R.11117BP.7.R.111 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED DAVID FUH, PE LICENSE NO. F-0669 www.mottmac.com/americas (919) 552-2254 (Fax) (919) 552-2253 Fuquay-Varina, NC 27526 PO Box 700 LOCAL SUB REGIONAL TIER ORANGE COUNTY LOCATION: BRIDGE NO. 99 OVER NEW HOPE CREEK ON SR 1723 (NEW HOPE CHURCH ROAD) V = 55 MPH ADT 2025 = 5600 ADT 2007 = 2800 TOTAL LENGTH TIP PROJECT = 0.114 MILES LENGTH STRUCTURE TIP PROJECT = 0.020 MILES LENGTH ROADWAY TIP PROJECT = 0.094 MILES 2018 STANDARD SPECIFICATIONS N.C.B.E.L.S. License Number: F-0116 555 Fayetteville St, Suite 900 Raleigh, N.C. 27601 HDR Engineering, Inc. of the Carolinas Prepared in the Office of Mott MacDonald for WETLAND AND SURFACE WATER IMPACTS PERMIT ENGLISH J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_wet_tsh.dgnHDR ENGINEERING, INC.12/5/2018SHEET 1 OF 7 PERMIT DRAWING T WOODS WOODS WOODS WOODS BST GUY GUY GUY GUY GUY GR15" RCP BST SOILWOODSSOIL19' BSTTO OLD NC 86 TO I-40 JACQULYN A. PODGER GENE LONSWAY CAROLYN M. SOUTHERLAND STEPHEN & AMANDA MANESS RICHARD C. PHILLIPS SARA JO PHILLIPS NOAH C. BARGER IVY R. BARGER JOHN MICHAEL WALKER MARY DELVIN BL-3 6700992 50' PRIVATE R/WROSA LANEEXISTING R/W EXISTING R/W RAP RIP RAP RIP EX I STIN G R/ WEX I STIN G R/ W SR 1723 NEW HOPE CHURCH RD.NEW HOPE CREEKRCP 15"$$$$USERNAME$$$$LT & RT BEGIN SBG +00 15"RCP-IV 15" TB 2GI TB 2GI 15" ( Not to Scale) SPECIAL LATERAL 'V' DITCH D d 2:1FROM STA. 18+07 TO STA. 18+80 RT FROM STA. 16+94 TO STA. 17+87 RT FROM STA. 17+00 TO STA. 18+80 LT FROM STA. 13+00 TO STA. 13+75 LT DETAIL A Max. d= 1 Ft. Min. D= 1 Ft. Type of Liner= CLASS B Rip-Rap Slope Fill Flatter2:1 or Ground Natural Geotextile EST. 5 SY GEOTEXTILE EST. 1 TON CLASS B RIP RAP SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH CONCRETE BENTS REMOVE EXISTING EXCAVATION LIMIT EXCAVATION LIMIT RETA IN REMOVE REMOVE +25+55+64+35SEE DETAIL B SLOPE 1.5:1 (TYP.) W/ CLASS II RIP RAP BANK STABILIZATION PROPOSED TOP OF BANK NWS Type of Liner= CLASS II RIP RAP GEOTEXTILE T EXCAVATION (BANK RE-ESTABLISHMENT) BANK STABILIZATION DETAIL B ( Not to Scale) T=Varies 2'-6' RIP RAP FILL CLASS II EST. 125 SY GEOTEXTILE EST. 100 TONS CL II RIP RAP -L- STA. 16+19 EST. 95 SY GEOTEXTILE EST. 80 TONS CL II RIP RAP -L- STA. 15+75 CONCRETE APRONS REMOVE EXISTING -L- POT Sta. 21+90.00 -L- PT Sta. 13+50.00 -L- PC Sta. 10+00.00 -L- POC Sta. 13+00.00 BEGIN PROJECT 17BP.7.R.111 -L- POT Sta. 19+00.00 END PROJECT 17BP.7.R.11115+0020+002 1 4 3 5 EXISTING DITCH EXISTING DITCH EXISTING DITCH EXISTING DITCH GOOD COND. 15" RCP POOR COND. 18" CMP 100% SILTED POOR COND. 15" RCP BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE STABLE COND. DITCH OUTFALL RIP RAP AT S S S S S S S S S S S S TS TS TS TS TS TEMPORARY CAUSEWAY VERTICAL SSD SAG VERTICAL CURVE K *DESIGN EXCEPTION: -L- (STRUCTURE PAY ITEM) EXCAVATION = 160 CY PI = 14+40.00 EL = 493.26' VC = 180' K = 35 PI = 17+60.00 EL = 495.15' VC = 180' K = 29 BEGIN GRADE STA. 13+00.00 BEGIN PROJECT STA. 13+50.00 EL = 497.40' END GRADE STA. 18+50.00 EL = 501.23' STA. 19+00.00 END PROJECT (-)4 .6 0 0 0% (+)0.5906% (+)6.7556% 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 = 3300 = 100 = 500+ = 2300 FT FT CFS YRS FT CFS FT YRS CFS YRS = 25 = 11800 = 493.7 = 11/9/2017 = 474.5 = 485.0 = 486.4 (+)8.9032% (+)8.9041% (+)9.5944% (- )6.8600% (-)2.2400%ELEV. = 493.47'-L- STA. 17+87END SP DITCH RTELEV. = 485.19'-L- STA. 16+94BEGIN SP DITCH RTELEV. = 501.00'-L- STA. 18+80END SP DITCH RTELEV. = 494.50'-L- STA. 18+07BEGIN SP DITCH RTELEV. = 497.99'-L- STA. 13+00BEGIN SP DITCH LTELEV. = 494.56'-L- STA. 13+50PI SP DITCH LTELEV. = 494.00'-L- STA. 13+75END SP DITCH LTELEV. = 484.73'-L- STA. 17+00BEGIN SP DITCH LTELEV. = 502.00'-L- STA. 18+80END SP DITCH LTL GP ELEV. = 494.18' W/4' DEEP CAPS 1 SPAN: 1@105', SKEW 105 39" BOX BEAM BRIDGE C STA. 15+95.0 -L- BRIDGE EXISTING REMOVE (SLOPE 1.5:1) W/CLASS II RIP RAP BANK STABILIZATION DATE:11-09-2017 ELEV.=474.5' NORMAL WS (STRUCTURE PAY ITEM) (NORMAL TO CAP) (TYP.) SLOPE 1.5:1 (2 FT. THICK) CLASS II RIP RAP (TYP.) 3.5' KEY DEPTH ELEV=479.5' EXCAVATE TO EXIST TO MILL EXIST TO MILL SHEET NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER PROJECT REFERENCE Office of: Prepared in the 0 10'025'25'50'5'5' VERTICAL SCALE HORIZONTAL SCALE LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com/americas 17BP.7.R.111 - ORANGE 99 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 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED TS TEMPORARY CAUSEWAY TS TS LEGEND IMPACTS IN SURFACE WATER DENOTES TEMPORARY SITE 1 ENGLISHSHEET 2 OF 7 PERMIT DRAWING NEXT SHEET AREA ON SEE ENLARGED SITE 1 PLAN VIEW 0 10050 100 SCALE: 1"= 100' HORIZ. IMPACTS IN SURFACE WATER DENOTES PERMANENTSS LEGEND IMPACTS IN SURFACE WATER DENOTES TEMPORARY TS TS J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_wet_psh04.dgnHDR ENGINEERING, INC.12/5/2018(NON-EROSIVE) V10= 0.74 fps Q10= 0.6 cfs V10=1.7 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE V10=1.8 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE F F F F F C C C C F C F C F C 475475475475475475480480480480480480 480 480480480480480480485 485485485485485485485485485485 485 485 490490490 490490490490 490490 490490490 490495495495495 4954954954954 9 5 495495 495495495 500500500 500500500 5 0 0 500 500 500 500500 500505505505505505 505505 5055055055055 0 5 510510 510510510510510510 510 510 510 510515515515 515520520 520520525525525525530530535T WOODS WOODS WOODS WOODS BST GUY GUY GUY GUY GUY GR15" RCP BST SOILWOODSSOIL19' BSTTO OLD NC 86 TO I-40 JACQULYN A. PODGER GENE LONSWAY CAROLYN M. SOUTHERLAND STEPHEN & AMANDA MANESS RICHARD C. PHILLIPS SARA JO PHILLIPS NOAH C. BARGER IVY R. BARGER JOHN MICHAEL WALKER MARY DELVIN BL-3 6700992 50' PRIVATE R/WROSA LANEEXISTING R/W EXISTING R/W RAP RIP RAP RIP EX I STIN G R/ WEX I STIN G R/ W SR 1723 NEW HOPE CHURCH RD.NEW HOPE CREEKRCP 15"$$$$USERNAME$$$$LT & RT BEGIN SBG +00 15"RCP-IV 15" TB 2GI TB 2GI 15" ( Not to Scale) SPECIAL LATERAL 'V' DITCH D d 2:1FROM STA. 18+07 TO STA. 18+80 RT FROM STA. 16+94 TO STA. 17+87 RT FROM STA. 17+00 TO STA. 18+80 LT FROM STA. 13+00 TO STA. 13+75 LT DETAIL A Max. d= 1 Ft. Min. D= 1 Ft. Type of Liner= CLASS B Rip-Rap Slope Fill Flatter2:1 or Ground Natural Geotextile EST. 5 SY GEOTEXTILE EST. 1 TON CLASS B RIP RAP SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH CONCRETE BENTS REMOVE EXISTING EXCAVATION LIMIT EXCAVATION LIMIT RETA IN REMOVE REMOVE +25+55+64+35SEE DETAIL B SLOPE 1.5:1 (TYP.) W/ CLASS II RIP RAP BANK STABILIZATION PROPOSED TOP OF BANK NWS Type of Liner= CLASS II RIP RAP GEOTEXTILE T EXCAVATION (BANK RE-ESTABLISHMENT) BANK STABILIZATION DETAIL B ( Not to Scale) T=Varies 2'-6' RIP RAP FILL CLASS II EST. 125 SY GEOTEXTILE EST. 100 TONS CL II RIP RAP -L- STA. 16+19 EST. 95 SY GEOTEXTILE EST. 80 TONS CL II RIP RAP -L- STA. 15+75 CONCRETE APRONS REMOVE EXISTING -L- POT Sta. 21+90.00 -L- PT Sta. 13+50.00 -L- PC Sta. 10+00.00 -L- POC Sta. 13+00.00 BEGIN PROJECT 17BP.7.R.111 -L- POT Sta. 19+00.00 END PROJECT 17BP.7.R.11115+0020+002 1 4 3 5 EXISTING DITCH EXISTING DITCH EXISTING DITCH EXISTING DITCH GOOD COND. 15" RCP POOR COND. 18" CMP 100% SILTED POOR COND. 15" RCP BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE STABLE COND. DITCH OUTFALL RIP RAP AT S S S S S S S S S S S S TS TS TS TS TS TEMPORARY CAUSEWAY VERTICAL SSD SAG VERTICAL CURVE K *DESIGN EXCEPTION: -L- (STRUCTURE PAY ITEM) EXCAVATION = 160 CY PI = 14+40.00 EL = 493.26' VC = 180' K = 35 PI = 17+60.00 EL = 495.15' VC = 180' K = 29 BEGIN GRADE STA. 13+00.00 BEGIN PROJECT STA. 13+50.00 EL = 497.40' END GRADE STA. 18+50.00 EL = 501.23' STA. 19+00.00 END PROJECT (-)4 .6 0 0 0% (+)0.5906% (+)6.7556% 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 = 3300 = 100 = 500+ = 2300 FT FT CFS YRS FT CFS FT YRS CFS YRS = 25 = 11800 = 493.7 = 11/9/2017 = 474.5 = 485.0 = 486.4 (+)8.9032% (+)8.9041% (+)9.5944% (- )6.8600% (-)2.2400%ELEV. = 493.47'-L- STA. 17+87END SP DITCH RTELEV. = 485.19'-L- STA. 16+94BEGIN SP DITCH RTELEV. = 501.00'-L- STA. 18+80END SP DITCH RTELEV. = 494.50'-L- STA. 18+07BEGIN SP DITCH RTELEV. = 497.99'-L- STA. 13+00BEGIN SP DITCH LTELEV. = 494.56'-L- STA. 13+50PI SP DITCH LTELEV. = 494.00'-L- STA. 13+75END SP DITCH LTELEV. = 484.73'-L- STA. 17+00BEGIN SP DITCH LTELEV. = 502.00'-L- STA. 18+80END SP DITCH LTL GP ELEV. = 494.18' W/4' DEEP CAPS 1 SPAN: 1@105', SKEW 105 39" BOX BEAM BRIDGE C STA. 15+95.0 -L- BRIDGE EXISTING REMOVE (SLOPE 1.5:1) W/CLASS II RIP RAP BANK STABILIZATION DATE:11-09-2017 ELEV.=474.5' NORMAL WS (STRUCTURE PAY ITEM) (NORMAL TO CAP) (TYP.) SLOPE 1.5:1 (2 FT. THICK) CLASS II RIP RAP (TYP.) 3.5' KEY DEPTH ELEV=479.5' EXCAVATE TO EXIST TO MILL EXIST TO MILL SHEET NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER PROJECT REFERENCE Office of: Prepared in the 0 10'025'25'50'5'5' VERTICAL SCALE HORIZONTAL SCALE LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com/americas 17BP.7.R.111 - ORANGE 99 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 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED TS TEMPORARY CAUSEWAY TS TS LEGEND IMPACTS IN SURFACE WATER DENOTES TEMPORARY SITE 1 ENGLISHSHEET 2 OF 7 PERMIT DRAWING NEXT SHEET AREA ON SEE ENLARGED SITE 1 PLAN VIEW 0 10050 100 SCALE: 1"= 100' HORIZ. IMPACTS IN SURFACE WATER DENOTES PERMANENTSS LEGEND IMPACTS IN SURFACE WATER DENOTES TEMPORARY TS TS J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_wet_psh04_con.dgnHDR ENGINEERING, INC.12/5/2018(NON-EROSIVE) V10= 0.74 fps Q10= 0.6 cfs V10=1.7 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE V10=1.8 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE SHEET 3 OF 7 PERMIT DRAWING F F F F F C C C C F C F C F C WOODS WOODS WOODS RAP RIP RAP RIP 15"RCP-IV 15" TB 2GI TB 2GI 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.111 - ORANGE 99 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 S S S S S S S S S S S S TS TS TS TS TS TEMPORARY CAUSEWAY J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_wet_psh04a.dgnHDR ENGINEERING, INC.12/5/2018ENGLISH 15+00-L- N A D 83/ N A 2011 DIFFUSE FLOW STABLE BEGIN DITCH OUTFALL DIFFUSE FLOW STABLE BEGIN DITCH OUTFALL SITE 1 DETAIL SHEET FOR 0 4020 40 SCALE: 1"= 40' HORIZ. SHEET 4 OF 7 PERMIT DRAWING V10=1.7 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE V10=1.8 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE LEGEND IMPACTS IN SURFACE WATER DENOTES TEMPORARY TS TS IMPACTS IN SURFACE WATER DENOTES PERMANENTSS (NON-EROSIVE) V10= 0.7 fps Q10= 0.6 cfs F F F F C F C F 475475475480480480 480480480480485 485485485 485 490490 490490 495WOODS WOODS WOODS RAP RIP RAP RIP SHEET 5 OF 7 PERMIT DRAWING 15"RCP-IV 15" TB 2GI TB 2GI 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.111 - ORANGE 99 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 S S S S S S S S S S S S TS TS TS TS TS TEMPORARY CAUSEWAY J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_wet_psh04a_con.dgnHDR ENGINEERING, INC.12/5/2018ENGLISH 15+00-L- N A D 83/ N A 2011 DIFFUSE FLOW STABLE BEGIN DITCH OUTFALL DIFFUSE FLOW STABLE BEGIN DITCH OUTFALL SITE 1 DETAIL SHEET FOR 0 4020 40 SCALE: 1"= 40' HORIZ. SHEET 4 OF 7 PERMIT DRAWING V10=1.7 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE V10=1.8 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE LEGEND IMPACTS IN SURFACE WATER DENOTES TEMPORARY TS TS IMPACTS IN SURFACE WATER DENOTES PERMANENTSS (NON-EROSIVE) V10= 0.7 fps Q10= 0.6 cfs F F F F C F C F CLASS "II" RIP RAP 1' CLASS "I" RIP RAP 2'J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_causeway_detail.dgnHDR ENGINEERING, INC.12/4/20181 (TYP) 1.5 STREAMBED ENGLISH WETLAND AND SURFACE WATER IMPACTS PERMIT DETAIL OF CAUSEWAY TOP EL = 476.5 OHW = 475.5 ~22' -L- STA. 15+78 TO STA. 15+86 N. C. DEPT. OF TRANSPORTATION DIVISION OF HIGHWAYS ORANGE COUNTY PROJECT: 17BP.7.R.111 SHEET 6 OF 7 (NEW HOPE CHRUCH ROAD) HOPE CREEK ON SR 1723 BRIDGE NO. 99 OVER NEW BELOW OHW: 16 CY VOLUME OF CLASS "II" RIP RAP GEOTEXTILE 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- 15+75 to 16+30SINGLE SPAN 39" BOX BEAM 0.04 < 0.01 87 10 1 -L- 15+76 to 15+84 TEMP. CAUSEWAY < 0.01 TOTALS*: 0.04 < 0.01 87 10*Rounded totals are sum of actual impactsNOTES:Revised September 2014 SHEET 7OF 7 WETLAND PERMIT IMPACT SUMMARYWETLAND IMPACTSSURFACE WATER IMPACTSORANGE COUNTYBRIDGE #9917BP.7.R.111NC DEPARTMENT OF TRANSPORTATIONDIVISION OF HIGHWAYSDEC 4, 2018 SITE 1 1898 2217 1203 1129 1130 1129 1009 1113 1723 1130 1009 1223 1878 1789 1790 2216 2270 2271 1262 Southern86 A L Stanback Middle Sch. New Hope Elementary Sch. 40 40 40 86 DUKE FOREST 1723 -L- POC Sta. 13+00.00 BEGIN PROJECT 17BP.7.R.111 -L- POC Sta. 19+00.00 END PROJECT 17BP.7.R.111 I-40 TOOLD NC 86 TO-L-NEW HOPE CREEK NAD 83/ NA 2011 LIMITS PROJECT 17BP.7.R.111 -L- Sta. 15+30.50 BEGIN APPROACH SLAB -L- Sta. 15+41.34 BEGIN BRIDGE -L- Sta. 16+48.67 END BRIDGE -L- Sta. 16+59.50 END APPROACH SLAB (NEW HOPE CHURCH ROAD) SR 1723 VERTICAL SSD *DESIGN EXCEPTION: SAG VERTICAL CURVE K 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.11117BP.7.R.111 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 LOCAL SUB REGIONAL TIER ORANGE COUNTY LOCATION: BRIDGE NO. 99 OVER NEW HOPE CREEK ON SR 1723 (NEW HOPE CHURCH ROAD) V = 55 MPH ADT 2025 = 5600 ADT 2007 = 2800 TOTAL LENGTH TIP PROJECT = 0.114 MILES LENGTH STRUCTURE TIP PROJECT = 0.020 MILES LENGTH ROADWAY TIP PROJECT = 0.094 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 ENGLISH J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_buf_tsh.dgnHDR ENGINEERING, INC.12/5/2018SHEET 1 OF 6 BUFFER DRAWING BUFFER IMPACTS PERMIT T WOODS WOODS WOODS WOODS BST GUY GUY GUY GUY GUY GR15" RCP BST SOILWOODSSOIL19' BSTTO OLD NC 86 TO I-40 JACQULYN A. PODGER GENE LONSWAY CAROLYN M. SOUTHERLAND STEPHEN & AMANDA MANESS RICHARD C. PHILLIPS SARA JO PHILLIPS NOAH C. BARGER IVY R. BARGER JOHN MICHAEL WALKER MARY DELVIN 50' PRIVATE R/WROSA LANEEXISTING R/W EXISTING R/W RAP RIP RAP RIP EX I STIN G R/ WEX I STIN G R/ W SR 1723 NEW HOPE CHURCH RD.NEW HOPE CREEKRCP 15" LT & RT BEGIN SBG +00 15"RCP-IV 15" TB 2GI TB 2GI 15" ( Not to Scale) SPECIAL LATERAL 'V' DITCH D d 2:1FROM STA. 18+07 TO STA. 18+80 RT FROM STA. 16+94 TO STA. 17+87 RT FROM STA. 17+00 TO STA. 18+80 LT FROM STA. 13+00 TO STA. 13+75 LT DETAIL A Max. d= 1 Ft. Min. D= 1 Ft. Type of Liner= CLASS B Rip-Rap Slope Fill Flatter2:1 or Ground Natural Geotextile EST. 5 SY GEOTEXTILE EST. 1 TON CLASS B RIP RAP SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH CONCRETE BENTS REMOVE EXISTING EXCAVATION LIMIT EXCAVATION LIMIT RETA IN REMOVE REMOVE +25+55+64+35SEE DETAIL B SLOPE 1.5:1 (TYP.) W/ CLASS II RIP RAP BANK STABILIZATION PROPOSED TOP OF BANK NWS Type of Liner= CLASS II RIP RAP GEOTEXTILE T EXCAVATION (BANK RE-ESTABLISHMENT) BANK STABILIZATION DETAIL B ( Not to Scale) T=Varies 2'-6' RIP RAP FILL CLASS II EST. 125 SY GEOTEXTILE EST. 100 TONS CL II RIP RAP -L- STA. 16+19 EST. 95 SY GEOTEXTILE EST. 80 TONS CL II RIP RAP -L- STA. 15+75 CONCRETE APRONS REMOVE EXISTING15+0020+002 1 4 3 5 EXISTING DITCH EXISTING DITCH EXISTING DITCH EXISTING DITCH GOOD COND. 15" RCP POOR COND. 18" CMP 100% SILTED POOR COND. 15" RCP BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE STABLE COND. DITCH OUTFALL RIP RAP AT 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 LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com/americas 17BP.7.R.111 - ORANGE 99 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 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 4 VERTICAL SSD SAG VERTICAL CURVE K *DESIGN EXCEPTION: -L- (STRUCTURE PAY ITEM) EXCAVATION = 160 CY 460 470 480 490 500 510 520 530 PI = 14+40.00 EL = 493.26' VC = 180' K = 35 PI = 17+60.00 EL = 495.15' VC = 180' K = 29 460 470 480 490 500 510 520 530 BEGIN GRADE STA. 13+00.00 BEGIN PROJECT STA. 13+50.00 EL = 497.40' END GRADE STA. 18+50.00 EL = 501.23' STA. 19+00.00 END PROJECT (-)4 .6 0 0 0% (+)0.5906% (+)6.7556% 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 = 3300 = 100 = 500+ = 2300 FT FT CFS YRS FT CFS FT YRS CFS YRS = 25 = 11800 = 493.7 = 11/9/2017 = 474.5 = 485.0 = 486.4 (+)8.9032% (+)8.9041% (+)9.5944% (- )6.8600% (-)2.2400%ELEV. = 493.47'-L- STA. 17+87END SP DITCH RTELEV. = 485.19'-L- STA. 16+94BEGIN SP DITCH RTELEV. = 501.00'-L- STA. 18+80END SP DITCH RTELEV. = 494.50'-L- STA. 18+07BEGIN SP DITCH RTELEV. = 497.99'-L- STA. 13+00BEGIN SP DITCH LTELEV. = 494.56'-L- STA. 13+50PI SP DITCH LTELEV. = 494.00'-L- STA. 13+75END SP DITCH LTELEV. = 484.73'-L- STA. 17+00BEGIN SP DITCH LTELEV. = 502.00'-L- STA. 18+80END SP DITCH LTL GP ELEV. = 494.18' W/4' DEEP CAPS 1 SPAN: 1@105', SKEW 105 39" BOX BEAM BRIDGE C STA. 15+95.0 -L- BRIDGE EXISTING REMOVE (SLOPE 1.5:1) W/CLASS II RIP RAP BANK STABILIZATION DATE:11-09-2017 ELEV.=474.5' NORMAL WS (STRUCTURE PAY ITEM) (NORMAL TO CAP) (TYP.) SLOPE 1.5:1 (2 FT. THICK) CLASS II RIP RAP (TYP.) 3.5' KEY DEPTH ELEV=479.5' EXCAVATE TO EXIST TO MILL EXIST TO MILL ENGLISHSHEET 2 OF 6 BUFFER DRAWING NEXT SHEET AREA ON SEE ENLARGED SITE 1 PLAN VIEW 0 10050 100 SCALE: 1"= 100' HORIZ.J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_buf_psh04.dgnHDR ENGINEERING, INC.12/5/2018 LEGEND ZONE 1 (30') RIPARIAN BUFFER ZONE 2 (20') RIPARIAN BUFFER (NON-EROSIVE) V10= 0.74 fps Q10= 0.6 cfs V10=1.7 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE V10=1.8 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE SITE 1 ALLOWABLE IMPACTS ZONE 1 ALLOWABLE IMPACTS ZONE 2 F F F F F C C C C F C F C F C 475475475475475475480480480480480480 480 480480480480480480485 485485485485485485485485485485 485 485 490490490 490490490490 490490 490490490 490495495495495 4954954954954 9 5 495495 495495495 500500500 500500500 5 0 0 500 500 500 500500 500505505505505505 505505 5055055055055 0 5 510510 510510510510510510 510 510 510 510515515515 515520 520520525525525525530530T WOODS WOODS WOODS WOODS BST GUY GUY GUY GUY GUY GR15" RCP BST SOILWOODSSOIL19' BSTTO OLD NC 86 TO I-40 JACQULYN A. PODGER GENE LONSWAY CAROLYN M. SOUTHERLAND STEPHEN & AMANDA MANESS RICHARD C. PHILLIPS SARA JO PHILLIPS NOAH C. BARGER IVY R. BARGER JOHN MICHAEL WALKER MARY DELVIN BL-3 6700992 50' PRIVATE R/WROSA LANEEXISTING R/W EXISTING R/W RAP RIP RAP RIP EX I STIN G R/ WEX I STIN G R/ W SR 1723 NEW HOPE CHURCH RD.NEW HOPE CREEKRCP 15" SHEET 3 OF 6 BUFFER DRAWING LT & RT BEGIN SBG +00 15"RCP-IV 15" TB 2GI TB 2GI 15" ( Not to Scale) SPECIAL LATERAL 'V' DITCH D d 2:1FROM STA. 18+07 TO STA. 18+80 RT FROM STA. 16+94 TO STA. 17+87 RT FROM STA. 17+00 TO STA. 18+80 LT FROM STA. 13+00 TO STA. 13+75 LT DETAIL A Max. d= 1 Ft. Min. D= 1 Ft. Type of Liner= CLASS B Rip-Rap Slope Fill Flatter2:1 or Ground Natural Geotextile EST. 5 SY GEOTEXTILE EST. 1 TON CLASS B RIP RAP SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH SEE DETAIL A W/ CLASS B RIP RAP SPECIAL LATERAL V DITCH CONCRETE BENTS REMOVE EXISTING EXCAVATION LIMIT EXCAVATION LIMIT RETA IN REMOVE REMOVE +25+55+64+35SEE DETAIL B SLOPE 1.5:1 (TYP.) W/ CLASS II RIP RAP BANK STABILIZATION PROPOSED TOP OF BANK NWS Type of Liner= CLASS II RIP RAP GEOTEXTILE T EXCAVATION (BANK RE-ESTABLISHMENT) BANK STABILIZATION DETAIL B ( Not to Scale) T=Varies 2'-6' RIP RAP FILL CLASS II EST. 125 SY GEOTEXTILE EST. 100 TONS CL II RIP RAP -L- STA. 16+19 EST. 95 SY GEOTEXTILE EST. 80 TONS CL II RIP RAP -L- STA. 15+75 CONCRETE APRONS REMOVE EXISTING15+0020+002 1 4 3 5 EXISTING DITCH EXISTING DITCH EXISTING DITCH EXISTING DITCH GOOD COND. 15" RCP POOR COND. 18" CMP 100% SILTED POOR COND. 15" RCP BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE BEGIN DIFFUSE FLOW DITCH OUTFALL STABLE STABLE COND. DITCH OUTFALL RIP RAP AT 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 LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC PO Box 700 Fuquay-Varina, NC 27526 www.mottmac.com/americas 17BP.7.R.111 - ORANGE 99 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 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 4 VERTICAL SSD SAG VERTICAL CURVE K *DESIGN EXCEPTION: -L- (STRUCTURE PAY ITEM) EXCAVATION = 160 CY 460 470 480 490 500 510 520 530 PI = 14+40.00 EL = 493.26' VC = 180' K = 35 PI = 17+60.00 EL = 495.15' VC = 180' K = 29 460 470 480 490 500 510 520 530 BEGIN GRADE STA. 13+00.00 BEGIN PROJECT STA. 13+50.00 EL = 497.40' END GRADE STA. 18+50.00 EL = 501.23' STA. 19+00.00 END PROJECT (-)4 .6 0 0 0% (+)0.5906% (+)6.7556% 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 = 3300 = 100 = 500+ = 2300 FT FT CFS YRS FT CFS FT YRS CFS YRS = 25 = 11800 = 493.7 = 11/9/2017 = 474.5 = 485.0 = 486.4 (+)8.9032% (+)8.9041% (+)9.5944% (- )6.8600% (-)2.2400%ELEV. = 493.47'-L- STA. 17+87END SP DITCH RTELEV. = 485.19'-L- STA. 16+94BEGIN SP DITCH RTELEV. = 501.00'-L- STA. 18+80END SP DITCH RTELEV. = 494.50'-L- STA. 18+07BEGIN SP DITCH RTELEV. = 497.99'-L- STA. 13+00BEGIN SP DITCH LTELEV. = 494.56'-L- STA. 13+50PI SP DITCH LTELEV. = 494.00'-L- STA. 13+75END SP DITCH LTELEV. = 484.73'-L- STA. 17+00BEGIN SP DITCH LTELEV. = 502.00'-L- STA. 18+80END SP DITCH LTL GP ELEV. = 494.18' W/4' DEEP CAPS 1 SPAN: 1@105', SKEW 105 39" BOX BEAM BRIDGE C STA. 15+95.0 -L- BRIDGE EXISTING REMOVE (SLOPE 1.5:1) W/CLASS II RIP RAP BANK STABILIZATION DATE:11-09-2017 ELEV.=474.5' NORMAL WS (STRUCTURE PAY ITEM) (NORMAL TO CAP) (TYP.) SLOPE 1.5:1 (2 FT. THICK) CLASS II RIP RAP (TYP.) 3.5' KEY DEPTH ELEV=479.5' EXCAVATE TO EXIST TO MILL EXIST TO MILL ENGLISHSHEET 2 OF 6 BUFFER DRAWING NEXT SHEET AREA ON SEE ENLARGED SITE 1 PLAN VIEW 0 10050 100 SCALE: 1"= 100' HORIZ.J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_buf_psh04_con.dgnHDR ENGINEERING, INC.12/5/2018 LEGEND ZONE 1 (30') RIPARIAN BUFFER ZONE 2 (20') RIPARIAN BUFFER (NON-EROSIVE) V10= 0.74 fps Q10= 0.6 cfs V10=1.7 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE V10=1.8 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE SITE 1 ALLOWABLE IMPACTS ZONE 1 ALLOWABLE IMPACTS ZONE 2 F F F F F C C C C F C F C F C WOODS WOODS WOODS RAP RIP RAP RIP 15"RCP-IV 15" TB 2GI TB 2GI 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.111 - ORANGE 99 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 J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_buf_psh04a.dgnHDR ENGINEERING, INC.12/5/2018ENGLISH 15+00-L- N A D 83/ N A 2011 DIFFUSE FLOW STABLE BEGIN DITCH OUTFALL DIFFUSE FLOW STABLE BEGIN DITCH OUTFALL SITE 1 DETAIL SHEET FOR 0 4020 40 SCALE: 1"= 40' HORIZ. SHEET 4 OF 6 BUFFER DRAWING LEGEND ZONE 1 (30') RIPARIAN BUFFER ZONE 2 (20') RIPARIAN BUFFER (NON-EROSIVE) V10= 0.74 fps Q10= 0.6 cfs V10=1.8 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE V10=1.7 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE ALLOWABLE IMPACTS ZONE 1 ALLOWABLE IMPACTS ZONE 2 F F F F C F C F 475475475480480480 480480480480485 485485485 485 490490 490490 495WOODS WOODS WOODS RAP RIP RAP RIP SHEET 5 OF 6 BUFFER DRAWING 15"RCP-IV 15" TB 2GI TB 2GI 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.111 - ORANGE 99 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 J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_buf_psh04a_con.dgnHDR ENGINEERING, INC.12/5/2018ENGLISH 15+00-L- N A D 83/ N A 2011 DIFFUSE FLOW STABLE BEGIN DITCH OUTFALL DIFFUSE FLOW STABLE BEGIN DITCH OUTFALL SITE 1 DETAIL SHEET FOR 0 4020 40 SCALE: 1"= 40' HORIZ. SHEET 4 OF 6 BUFFER DRAWING LEGEND ZONE 1 (30') RIPARIAN BUFFER ZONE 2 (20') RIPARIAN BUFFER (NON-EROSIVE) V10= 0.74 fps Q10= 0.6 cfs V10=1.8 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE V10=1.7 fps (NON-EROSIVE) AND BECOMES DIFFUSE FLOW EXISTING DITCH OUTLETS HERE ALLOWABLE IMPACTS ZONE 1 ALLOWABLE IMPACTS ZONE 2 F F F F C F C F ROAD CROSSING BRIDGEPARALLEL IMPACTZONE 1 (ft2)ZONE 2 (ft2)TOTAL (ft2)ZONE 1 (ft2)ZONE 2 (ft2)TOTAL (ft2)ZONE 1 (ft2)ZONE 2 (ft2)1105 @ 39" BOX BEAMFrom -L- 15+42.5 to -L- 16+47.5 X4260 53347931105 @ 39" BOX BEAMFrom -L- 15+25 to -L- 16+82 X266 1636 1902TOTAL:4526 2169 6695IMPACTBUFFER IMPACTS SUMMARYTYPESITE NO. STRUCTURE SIZE / TYPE STATION (FROM/TO)ALLOWABLE MITIGABLEBUFFER REPLACEMENTSHEET 6 OF 6PROJECT: SF-670099 12/4/2018N.C. DEPT. OF TRANSPORTATIONDIVISION OF HIGHWAYS ORANGE COUNTYRev. May 2006