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HomeMy WebLinkAbout20170186 Ver 1_400210_hyd_prm_package_20170214�� ��, , North Carolina Department of Transportation `;\ 1 li�;h��ra� 1 S l [�1`117'�'►�d tPi` I ..,, Highway Stormwater Program STORMWATER MANAGEMENT PLAN (Version 2.06; Released June 2016) FOR NCDOT PROJECTS WBS Element: 17BP.7.R.90 TIP No.: SF-400210 County(ies): Guilford Page 1 of 1 General Project Information WBS Element: 17BP.7.R.90 TIP Number: SF-400210 Project Type: Bridge Replacement Date: 10/31/2016 NCDOT Contact: Matthew Lauffer, PE Contractor / Designer: Fuh, David, PE Address: NCDOT Hydraulics Unit Address: ICA Engineering, Inc. 1590 Mail Services Unit 5121 Kingdom Way, Suite 100 Raleigh, NC 27560 Raleigh, NC 27607 Phone: (919) 707-6703 Phone: (919) 900-1612 Email: mslauffer@ncdot.gov Email: david.fuh@hdrinc.com City/Town: McLeansville County(ies): Guilford River Basin(s): Cape Fear CAMA County? No Wetlands within Project Limits? Yes Project Description Project Length (lin. miles or feet): 1120 feet (0.212 miles) Surrounding Land Use: wooded, agricultural, scattered residential Proposed Project Existing Site Project Built-Upon Area (ac.) 0.7 ac. 0.4 ac. Typical Cross Section Description: Stewart Mill Road (SR 3124): 2 paved lanes (total 20' wide), 6' shoulder on each side (9' Stewart Mill Road (SR 3124): open shoulder section, gravel road (total 14' wide) with guardrail). The first 4' of shoulder is paved. Annual Avg Daily Traffic (veh/hr/day): Design/Future: 200 Year: 2025 Existing: 100 Year: 2000 General Project Narrative: The North Carolina Department of Transportation (NCDOT) has proposed to replace Guilford County Bridge #400210 on Stewart Mill Road (SR 3124) over Little Alamance (Description of Minimization of Water Creek. The existing structure is a three span bridge (1@18', 1@29', 1@17') and is timber deck on timberjoists for approach spans and on I-beams and double channel for main Quality Impacts) channel span supported by timber caps, posts and sills on concrete footings. The proposed structure is a single span 33" box beam with 4' deep caps, 1@90'. This structure has been designed to have as little environmental and surface water impacts as possible. Geotextile and rip-rap was utilized for bank stabilization in an attempt to reduce stream bank erosion along the north bank of the channel underneath the existing bridge. Existing concrete sill on the south side of the stream will be retained to avoid stream 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 inlet and pipe to collect bridge storm water at 15+96 LT to a grassed swale for storm water treatment. Rip rap at embankment will be installed at the outlet of the grassed swale to dissipate energy to provide a non-erosive outlet velocity to the stream. At the NE quadrant, an existing roadside ditch outlets to the stream. Rip rap at embankment will be installed to dissipate energy to provide a non-erosive outlet velocity to the stream. This ditch will be retained. At the SE quadrant, an existing roadside ditch outlets to the stream. This ditch will be replaced by a new ditch. Rip rap at embankment will be installed to dissipate energy to provide a non-erosive outlet velocity to the stream. At the SW quadrant, a proposed ditch will have outlet at the edge of buffer zone 2. Rip rap will be installed at the ditch outlet to dissipate energy to provide a diffuse flow to 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. Waterbody Information Surface Water Body (1): Little Alamance Creek NCDWR Stream Index No.: 16-19-3-(0.5) NCDWR Surface Water Classification for Water Body Primary Classification: Water Supply IV (WS-IV) None Supplemental Classification: Nutrient Sensitive Waters (NSW) None Other Stream Classification: None Impairments: None Aquatic T&E Species? No Comments: NRTR Stream ID: Buffer Rules in Effect: Jordan Lake Project Includes Bridge Spanning Water Body? Yes Deck Drains Discharge Over Buffer? No Dissipator Pads Provided in Buffer? No Deck Drains Discharge Over Water Body? No (If yes, provide justification in the General Project Narrative) (If yes, describe in the General Project Narrative; if no, justify in the (If yes, provide justification in the General Project Narrative) General Project Narrative) • � � V W � O � � � � � � � � V � � O V �"1�.-� "l�I�: (�)I�� \(�)I'�"I�I-I � �.�� I'�(�>I. I \ .�� II�I��I�I(�>\ (�)I 1-ll��l-1"".���"� G UILF�RD C4 U1�TY LOCATION: BRIDGE N0.210 OVER LITTLE ALAMANCE CREEK ON SR 3124 (STEWART MILL ROAD) TYPE OF WORK: GRADING, PAVING, DRAINAGE AND STRUCTURE �� � ����� . �.,� ��� �� �� �. � �w � � �Te�a ��l�l�ai,lE� �� 1 grr�xm rawabr rrw ne.pAa.xv D�mnox *DESIGN EXCEPTION: MIN. HORIZONTAL CURVE RADIUS SAG VERTICAL CURVE K HORIZONTAL SSD VERTICAL SSD r : �� � / �a DESIGN DATA ADT 2000 = 100 ADT 2025 = 200 V = 35 MPH SUB REGIONAL TIER LOCAL WETLAND AND SURFACE WATER IMPACTS PERMIT PROJECT LENGTH LENGTH ROADWAY TIP PROJECT = 0.195 MILES LENGTH STRUCTURE TIP PROJECT = 0.017 MILES TOTAL LENGTH TIP PROJECT = 0.212 MILES P�epared in the Offlce of Hatch Mori MocDonald for DIVISION 7 NORTH CAROL7NA DEPARTMENT OF TRANSPORTATION 2012 STANDARD SPECIFICATIONS TIMR�JORDANAPE LETTIIVG DATE: DAVID FUH PE HI'DRAIILICS ENGINEER NCDOT CONTACT.• TIM POWERS, PE D!V/SlON BRIDGE PROGRAM MAhAGER ROADWAY DESIGIV ENGINEER P.E. 'IGNAT(IRE: HYDRAULICS ENGINEER P.E. S7GhATLRE: PERMIT DRAWING SHEET 1 OF 7 I�1�O�IFII,E�'E �LA�T� DO �SidC IIQB ROA R/ W A�07II�1770N PLANS PREPARED BY: M PO Box 700 Fuquay-Varina, NC 27526 (919) 552-2253 MOTT (919) 552-2254 (Fax) MACDONALD www.mottmaacom LICENSE NO. F-0669 �� 512tKiogdomWay� Suite 700 Raleigh, NC 27607 V(;I.ice�iscNn: L��02.�N Engineering 'DESIGN EXCEPTION: DETAIL A oeErao��ecBr xoaow�nv cur ortcn MIN. HORIZONTAL CURVE RADIUS ���o =a=i ��``, SAG VERTICAL CURVE K , ���^\\JT1-y�na„ • HORIZONTAL SSD �,a„� 'F�s�e` s�� , VERTICAL SSD _ � F� t�neL- STAA10+00 TO ��-50 RT -�15TA.10+00 TO 11���35 Li -Y- SiH.19-50 TO 20-00 �lT -L- STA.11+5J TO 1]+]� LT -- SiA.10-80 TO +]0 T -�- SiA.18+00 i0 19-50 RT Y- STA. 10 � 80 TO I� �� 30 lT i : ��T� iERR�� RIO�E RD n � 610 � a a� E 600 � m � 590 Q � 580 � � N E � 570 � U z~ -�� 560 �w za �� w� C° z � ��� NZT Nw � �.¢i ",�:a�. O CITY OF GREENSBORO -l- STA.15�� 5] TO 16 �-50 LT BEGIN PROJECT� PI = 10+50.( BEGW GRADE EL = 610.37' STA. 10+00.00 VC = 100' EL = 612J5' K = 66 PIPE HYDRAULIC DATA 30' RCP 57A //+59 -L- DRAIN�E AREA = l2 AC DESIGN FREQUEN�1" = 25 YRS DESIGN D/SCHARGE = 26 CFS DESIGN fhi' ELEVATION = �`%� � I00 YEAR D/SCHARGE = 4/ CFS l00 YEAR Iryy ELEVATIOIy = 605.4 FT OVERTOPPING FREWEN�1' = 50+ YRS OVERTOPPING DISCHARGE = 38 CFS OVERTOPPING ELEVATIOIy = 6052 FT W iN = soi5o iNV our = soo.ti 10 11 RCP DETAIL C DETAIL D sPeani cu n srean� cur oircn ��.. iHa�o smia sa �.��.a � 0�F�o� sea a L Le STn.la, So To 11 ��5) RT -L- STA.15+56 TO 16+08 Ri -L- STA. 16+48 TO 18+00 RT -Y- STA.IO+dO i0 10+80 Li 1 � PROPOSED GR455 SWF I (STA. 15+52) OUTFALLS ln PROPOSED RIP RAP AT O ALBERT D. SUTTON MARY M. Sl1TTON PI = 12+50.( EL = 603.86' VC = 130' K = 56 ��� ���o� �Q� �"w Z�w PIPE HYDRAULJC DATA 24' RCP STA I0+40 -Y- DRNNAGE AREA = 5 AC DESIGN fREQUENCY = 25 YRS DESIGN DISCHARGE = l4 CFS DESIGN !i}N ELEVATION = 59/6 F1' l00 YEAR DISCHARGE = l8 CfS l00 YEAR h� ELEVATION = 5920 FT OVERTOPP/NG FREWENCY = 200+ YRS OVERTOPPING DISCHARGE = 25 CFS OVERTOPPING ELEVATIOIy = 593.4 fT NV lN = 58960 /NV OUT = 58930 12 13 RIP RAP AT EMBANKMENT (BANK STABILIZATION) L=10' BANK STABILIZATION� L=26' (BANK SIAtlILILAIIVN� L=8' PI = 13+80.1 EL = 596.61' VC = 130' K = 3R 0 LARRY TO'�NSEND MCCOMB \ \ � PROJECT REFERENCE SHEET NO. �,I 176P.7.R.90 - GUILFORD 210 4 �PEM' p� � ROADWAY DESIGN HYDRAULICS �� � ENGINEER ENGINEER TQ � � �l__!� ��� PROJECT I7BP.7.R.90 / I� ROBERT L. BROCK JR ANITA L. BROCK I ry I :. � �hvoos z �_� �' �Q ,� � � — � EIP �..— ,��z� RCP � � � CREEK R� !S 9I � �,,. � � R 3/5 � — — .. _�.I*�-` EIP; � s�`�R� �— �/SGR � NOpUi v� � Y � J.3, �:J ORNE ��' I \ � �, i � � � �-�"_1 � H�CE i TO PROPOSED � - _ f0 DISSIPATE ENERGY � iIVE OUTLET VELOCITY - S � — � fPs '1' 'L ���� V �� 9V LRIP R4P AT EMBANKMEM TYRU$ '1. ,11LLIAMSON � (BANK STABILIZATION� O " � �o' �UNE T. �ILLIAMSON ���� � ��J, Y� � I,� REMOVE EXISTING 4 a� - CONCRETE SILL �.��' �=2a� BETTY �'�ANM WETLAND AND SURFACE WATER IMPACTS PERMIT -L- �---BRID E C� SiA.14-- -L- P� — �6+5�.Q 33" B% BEAM E� = rj9Q.$]' � � @ 90�; sKew �os VC = 240' iGP E EV. - 594.31 K= 38 r I x x u I o�,.�' ��°� o�rm � p o� ,o�n i �d,: �di. �Fn ��w ��' �"„', �_ m w w�w m w ..__.._(TYP.�._ 1 �/ � uN� J =o°' = s+� �° � II RIP RAP �� �°� �°'^ 4L TO CAP� �T P.� �a II pN [ ,�F I (URE PAY ITE � �j i w o`�w �Jw a.w w�w NOR AL WS ELEV.� 578.2 ELEV.-585.5 YP. DATE:5-2-2016 EXCAV TION = 170 �STRUC URE PAY ITEN 14 15 16 END PROJECT END GRADE STA. 20 + 00 Ai EL = 605.57' I �-' ^ o�� BRIDGE HYDRAUUC DATA a� w o�> DES/GN D/SCHARGE = 52� CFS 6 w w J w DESIGN FRE�UEN�1' _ l0 YRS DESIGN M'V ELEVATION = 592.8 FT — BASE D/SCHARGE = 9900 CFS BASE FREQUEN�' _ l00 YRS BASE HW ELEVATION = 597.98 FT OVERTOPP/NG D/SCHARGE = 5600 CFS _ OVERTOPP/NG FREQUENCY = lOt YRS OVERTOPPING ELEVAT/ON = 59�4 FT DATE OF SURVEY = 5-2-20/6 - Ws. Et�vArioN = �8� � AT DATE OF SURVEY 17 18 19 20 10 mon w,cooNnm i a e, uc I LICENSE N -0669 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED repare n 1 e orr�<e ot: � M M Po ao, �oo MOiT Fuquoy-Vorina, NC ]]526 MaCoo�+nw www.mo mo �om ' �� `4,. Engineering VERTICAL SCALE HORIZONTAL SCALE 1 2� P 2� fflTl�� i PERMIT DRAWING SHEET 2 OF 7 Gci�Tic- LEGEND �DENOTES PERMANENT IMPAQS IN SURPACE WATER ��ENOTES TEMPORARY IMPACTS IN SURFACE WATER ,x, ,x, DENOTES MECHANIZED CLEARING � DENOTES FILL IN WETLAND loo O 50 100 SCALEo I"= 100' HORIZ, -Y- PI = 11+00.00 BEGIN GRADE EL = 594.84' STA. 10 + 10.00 VC = 40' EL = 593.19' K = � _., 600 END GRADE STA. 11+20.00 590 EL = 596.30' -DR- BEGIN GRADE STA. 10 + 14. 75 EL = 604.35' 620 PI = 10+25.00 PI = 10+50.00 EL = 604.50' EL = 608.35' VC = 20' VC = 30' a . sl��• 610 END GRADE _ STA. 10 + 65.00 EL = 610.15' 11 12 'DESIGN EXCEPTION: DETAIL A DETAIL B DETAIL C DETAIL D � / � � \ I I - � �' � � � � q i / / � // - / / xoaow�nv cur oircn T � � I / / i / / i i i MIN. HORIZONTAL CURVE RADIUS �"�"°'��'°, sPFc�^� SPECInL C sT oITCH � � � � / I I I � ' I I /�� � i � _ _ / / �/r � m / � � � m � � / � / � iNm�o oi / / � r� � / � I I /$ � I /// � / 09� / _ � � � y � / � / � / `��/ � � 176P.7.R.90 - GUILFORD 210 SAG VERTICAL CURVE K o ,o [v0I Np1�0 SLO1e' � / / / �/ / / J I /(��// / / � � � � � � /(S/ J � �' � � / / p Iv / EplY� ���'�( � i � ROADWAV DESIGN "s�pe / i LAR�2 Tp NB rytOEDINB i i i P i��/y �/ � � HORIZONTAL SSD c,a„� 'F�s�e` sio . ��.. s� � ..� se / / / / � / / � � � �`/ / I ( . �� VERTICALSSD °au�a\\;°L=� �.o�•a 'e�°"`` / $ / / � / � ��/ �// /NI / � / � / � 'I�I' � �s i �1�1 i � � / ENGINEER a, - - �F, M,�o-,h i�i ��v�'� i�iil�j l�/i �/ �� � � ,��i� �� �, ,�_� oTa � � �.� � � � i z, o o M o �y �/�/��1�� ��li�/ � �� � �� �eei� / i `neL sTAAlo+oo To �0 5o RT F � SiA. t0+00 i0 11.�.35 Li a L STA.Ia, So To 11 �5) RTtt d -L- STA.15+56 TO 16+08 Ri / / / / / / � // / � � /� / / / / / / � / � / � � � j � I ( / -�-srwn+s�roiz+zoxl / / � � / /� / �/// I / ������ �� �JI1l -Y- SiH.19-50 TO 20-00 lT rVeL- SiA.18+00 i0 19-50 LT -L- $TA.16+48 TO 18+00 RT � � � / � � � � � / � / � � � � T � � � � - - srn. io.ao ro +so ar r srn. �o+so o io+aa ar -r- srn. io+aa ro io+eo �r � / / / � / / / / / / / �/ / / / � / � � i �I � � / r-sra,o,aalo �,zo�r �� ����� � i i I i i� i l i/� � i � i��r ii ii��i ii � �� �_� i i � � �� i i �. i �i /// � �� 1 i � i i \ V �. � A � A �� � i � � i i � i�`��"��� �,i i ��� ys- > / � i i DETAIL E DETAII F DETAIL G $` � PROPOSED GRP,55 SWALE BMP /� �/ -O ( \I I � / / / / xir a.,a Ar eMeaHrcMeNr enHK srneiznTON \ \ � 9 � � / '' / � � / I � I � �o. � s.00 SrECIAi CUr Ganss SwAIE „o„o s=o, � 9� � \ \ \ \ ' (STA. 15+52) OUTFALLS TO /. � � � � � � , � � �, � � � ` I � I � / �� � / / � � � � PROPOSED RIP RAP AT EMBANKMENT � � � � � � v-� � � �� � s��� °N �Y°� \ � � \ � � \ � \ \ T � � TO DISSIPATE ENERGY TO PROVIDE % � � aC�� / // // �/ /� � � � � �,. � \ \ I � m � � / � / �� SHEET NO. 4 ENGINEER 6iotlV -J Eo� c,a.�e a. � ..° � soo nr� �- � � � � \� � � � I mm I � A NON-EROSIVE OUTLET VELOCIN � 5 /// /� ���/� ' T� � .. / ; l�/' � � 1 f � N / � / / / monucen�e o��F �oae9' uc , om z V ' o F���e 0 t.s�.i s�ove IrvPl g \ \ � � � � �p � / (V10<2fps) TO STREAM � l � J , / / / �R \ � � � � � M;,,.o_ � F�. �Qo.E���E n.P I 1 � I � I� q�p= �,� �{s, V10= 1.8 fps ���j �l � i �)� i / �` � \ � � / � � � � DOCUMENT NOT CONSIDERED FINAL .,,. o,��.e. �, „�,.Ro, ap � � � � � �� / / / I � � � � I I / � - � : - � � � �/ � �l� � � i: j. � /`C � \ \ � 1� I � / / / � i � UNLESS ALL SIGNATURES COMPLETED i sin-.�is+io xi -�-s�n.i5�-sz ro i6.so �r oL^O1 ra is�«oi / i' ,R1P RAP �T EM dN ��IT� � // �/ � � �/�/ �:f�7 / � � / //� /;. /C \ � \ � \\ 1 11 � \ I / / / � / � in t e / ��Y � � � / �` ,� � / �/l � � � � , , � I / � � ,ePa,e Po ao, ,00 i �i �i � ��`� � / i � ��" � � � � 1� � � / � / i -�- srn_is+ao ir - s � � � (691VK ,fiTq8lLl I / l/i � � / / � i . � \ � �- --- -- , , � � � , - ,o,-_- _ � , �=j i ii �� � ii� ��� � i �� � � _ � � i � orr�<eot: M /�' '--_------ - ; ����-';-,-';,-�';�------------= - � �i//I � i� i , �i ��� � .� r � � � � \; ., �_ � � � � i i ti � / M / �' - -- J � - � ; - ' � , %- ' -_ - - _ - =605 - - enN�s�u� uo / / �� / / / // � . , r/ /» f i I , / A � \ \ � \ = _ � , � - 1 \ \ i I � / mo„ F�4�o� vTaa,om ��sza -615 �� � � � � ' ! � - . _ - _ - "` � / / / 61� � � / �xisn IfH : � \ � � ::,` _ _ � � \ I � I � / � � / macoor�nw � i i � ------ - - -' -' ,-'-%-, - -- -- - _-�_w� �ii i�i� � �//�/ �' �� ,i i i / � � � � � � i i i i i i � � , -__ -- __--%-' -'--,�,- �� - -- --�''� "j/ii � � � �i �� � � i � ' se i i i i / � -._ __ .� � ,,� � 'V'_--� =-�-6= i /� � i�. i ,_✓� Y � �^ -- � � � � m� � � � � � / � / � i ,�. /i/ i� �% 5 / '���., Pj � � � - -- - - - - - _ - - �. -610� � � � � � � � PROPOSED DITCH OUTFALLS TO / / � / / / / / / /' \ � � ' ' � � I I 1 \ I / � / � � E q � ���P �IEi'$$I - PROPOSED RIP RAP TO DISSIPATE � /� �/ / / /J � / � j ���/ �� /'. %�y/�� �BETT �C. 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CONCRE�E SILL � � �af+ � � � I � � � � � I � i ��i� ���i�i�i�� �� V A� �y ���tD�II�III�I�II�IIIN�II�//�III� � � ,' � �=24' \ � � � � 1 TT11 � �� `�i � �T�' 0 R�ENPBPRO � I E� ���i�����������i�/� �� V A���1� �1���11�I11��1�1�11111���111111 � � � :'a. � � V � \WI L�M , i , � � J � � � � -, �, , , - - - ��� ���TQH,�,��,���,�����,�,�M����,���,',�;;� --� - '!-, �,��� �, �� � � , � , �a��< WETLAND AND SURFACE WATER IMPACTS PERMIT � \� I I � I Jll I�� I I � � �' ���j/� ������i i�,� MARY �aSlJl\T�N 1�������1����11 I�I�I��Fq� �II�I�UI�;y=== �_�;�� � �� �\ � u _- - � A � BEGIN PROJECT PI = 10+50.00 BEGW GRADE EL = 610.37' ��� STA. 10+00.00 VC = 100' EL = 612J5' K = 66 PI = 12+50.00I I � PI = 13+80.1 EL = 603.86' I I EL = 596.61' VC = 130' �� VC = 130' K= 56 � � K= 38 �- , TJ�` ___ , e / � 6�p 30' RCP-IV ` I d3, E IST IB° RCP PIPE HYDRAULIC DATA 5 70 30' RCP 57A //+59 -L- DRAIN�E AREA = l2 AC DESIGN FREQUEN�1" = 25 YRS DESIGN D/SCHARGE = 26 CFS DESIGN fhi' ELEVATION = �`%� � 560 /pp yEAR Iryy ELEVATIOIy - 605.4 FT OVERTOPPING FREWEN�1' = 50+ YRS OVERTOPPING DISCHARGE = 38 CFS OVERTOPPING ELEVATIOIy = 6052 FT --- iNv iN = soi5o iNV our = soo.2� 10 11 w PIPE HYDRAULJC DATA 24' RCP STA I0+40 -Y- DRNNAGE AREA = 5 AC DESIGN fREQUENCY = 25 YRS DESIGN DISCHARGE = l4 CFS DESIGN !i}N ELEVATION = 59/6 F1' l00 YEAR DISCHARGE = l8 CfS l00 YEAR h� ELEVATION = 5920 FT OVERTOPP/NG FREWENCY = 200+ YRS OVERTOPPING DISCHARGE = 25 CFS OVERTOPPING ELEVATIOIy = 593.4 fT NV lN = 58960 /NV OUT = 58930 r� sra ia -�- P� = 16+50.0 BEAM EL = 590.87' sKew ios VC = 240' - s9a.si K = 38 / � - � (+1'L. v � o r� 333'/. ���• 800. l+)3. � �I� ° 3.5 KEY DEPT oQ i�. RvPi � � � "W �ry� =o� a.w = o�� J� � II RIP RAP �� 'r^ �°� �°'^ 4L TO CAP� �T P.� �a II pF [ ,�F I (URE PAY ITE � �j i w o`�w �Jw a.w w�w NOR AL WS ELEV.� 578.2 ELEV.-585.5 YP. DATE:5-2-2016 EXCAV TION = 170 CY �STRUC URE PAY ITEMI 12 13 14 15 16 17 IL�: END PROJECT END GRADE STA. 20 + 00 Ai EL = 605.57' � BRIDGE HYDRAUUC DATA > DES/GN D/SCHARGE = 52� w DESIGN FRE�UEN�1' _ l0 DESIGN M'V ELEVATION = 592.8 BASE D/SCHARGE = 9900 BASE FREQUEN�' _ �� BASE HW ELEVATION = 597.98 OVERTOPP/NG D/SCHARGE = 5600 OVERTOPP/NG FREQUENCY = lOt OVERTOPPING ELEVAT/ON = 59�4 DATE OF SURVEY Ws. E�vArioN AT DATE OF SURVEY ItI CFS YRS /=T CFS YRS FT CFS YRS � = 5-2-20/6 = 5782 FT T� 20 50 100 SCALEo I"= 100' HORIZ, -Y- PI = 11+00.00 BEGIN GRADE EL = 594.84' STA. 10 + 10.00 VC = 40' EL = 593.19' K = � � 600 �+f� 24 RCP-IV END GRADE / -' Oi `+j65p STA. 11+20.00 590 EL = 596.30' BEGIN SP DITCH LT END SP DITCH LT -L- STA.7 +40 L- STA.10+80 -DR- BEGIN GRADE STA. 10 + 14. 75 EL = 604.35' 620 PI = 10+25.00 PI = 10+50.00 EL = 604.50' EL = 608.35' VC = 20' VC = 30' y��• 610 ��. kY END GRADE � STA. 10 + 65.00 EL = 610.15' tnn 10 11 12 LEGEND �DENOTES PERMANENT IMPACTS IN SURFACE WATER �DENOTES TEMPORARY IMPACTS IN SURFACE WATER � � DENOTES MECHANIZED CLEARING � DENOTES FILL IN W ETLAN D WETLAND AND SURFACE WATER IMPACTS PERMIT O�� ti �� P �PO PROPOSED DITCH OUTFALLS — TO PROPOSED RIP RAP TO DISSIPATE ENERGY TO PROVIDE A DIFFUSE FLOW (V10<2fps) Q10 = 0.5 cfs, V10 = 0.6 fps �������� ���i� ���� ��11�s � 30 0 15 30 SCALEa I"= 30' HORIZo � N m - -- � _� - , , , ,- -- ,- , � � PROPOSED DITCH OUTFALLS TO� PROPOSED RIP RAP AT EMBANKMENT TO DISSIPATE ENERGY TO PROVIDE NON–EROSIVE OUTLET VELOCITY (V10 < 2fps) TO STREAM Q10 = 0.6 cfs, V10 = 0.7 fps ��������j ���� ���� ���� � PROPOSED GRASS SWALE BMP— (STA. 15 + 52 TO 16 + 50 LT.) OUTFALLS TO PROPOSED RIP RAP AT EMBANKMENT TO DISSIPATE ENERGY TO PROVIDE A NON–EROSIVE OUTLET VELOCITY (V10 < 2fps) TO STREAM Q10 = 1.1 cfs, V10 = 1.8 fps RIP RAP AT EMBANKMENT (BANK STABILIZATION) L=10' BANK STABILIZATION� L=26' j�'� ,/'Q PROJECT REFERENCE SHEET NO. �� � I 1 ��� 1 V ' ROADNG N D SUGN RD 2�� ENGINEERS ���� .JS J� �Y �J � � � '�� _ �,_+_c� m j � � , � -l� R�N � � ; �� � GRASS SWALE DATA DA= 0.28 AC SLOPE = 3.83% L REQ. = 28 ft. L PRO. = 98 ft. Q2 = 0.9 cfs V2 = 1.4 fps D2 = 0.34 ft. Q10 = 1.1 cfs V10 = 1.8 fps D10 = 0.37 ft. STA. 15 + 52 TO 16 + 50 LT. � R , ;� W C �� . ' ' ��' MOTf MACDONALO 18 E, LlC I LICENSE NO. F0669 DOCUMENT NOT CONSIDERED FINAL UNLESS ALl SIGNATURES COMPLETED repare n 1 e Office of: M M Pa aa, ,00 MOTT Fuquay-Varina,NC ]J526 MAWONP{C www.mo moc.com 1�� "_„ Engineering PERMIT DRAWING SHEET 4 OF 7 , �, � . , , , ,� � � � ' � �' __ --"� i i i �/ / � � ��. . , ,- cQ i � `. Qf � � --� ,. �, ��,, , � \i�i \' `��_ ____ ____—_�� ___---_� � <, ---_ -- ---- --__- . __- -� -�______ ,__- ��- F ` � F��� pUE PUE P� � EXISTING DITCH OUTFALLS TO PROPOSED RIP RAP AT EMBANKMENT TO DISSIPATE ENERGY TO PROVIDE A NON–EROSIVE OUTLET VELOCITY (V10 < 2fps) TO STREAM Q10 = 9.6 cfs, V10 = 1.8 fps RIP RAP AT EMBANKMENT (BANK STABILIZATION) L=10' REMOVE EXISTING CONCRETE SILL L=24' LEGEND �DENOTES PERMANENT IMPACTS IN SURFACE WATER �DENOTES TEMPORARY IMPACTS IN SURFACE WATER � � DENOTES MECHANIZED CLEARING � DENOTES FILL IN W ETLAN D WETLAND AND SURFACE WATER IMPACTS PERMIT PROPOSED GRASS SWALE BMP— �1'� (STA. 15 + 52 TO 16 + 50 LT.) `L OUTFALLS TO PROPOSED RIP RAP P' AT EMBANKMENT TO DISSIPATE q�"� ENERGY TO PROVIDE A L PRO. - 98 ft. �'�"�'A����A�� 18 E��� LICENSE NO. F0669 PO NON-EROSIVE OUTLET VELOCITY DOCUMENTNOTCONSIDEREDFINAL � (V10 < 2fps) TO STREAM �� O• � C�S UNLESS ALl SIGNATURES COMPLETED Q10 = 1.1 cfs, V10 = 1.8 fps D2 = 0 34pft. °"`e`°` e M n� PROPOSED DITCH OUTFALLS P� eo���� Q�O �.� ��C MOTT Fuquay-Varina,NC ])526 TO PROPOSED RIP RAP TO RIP RAP AT EMBANKMENT - MQ���� W�m���m����m � DISSIPATE ENERGY TO PROVIDE (BANK STABILIZATION) V10= 1.8 fps '�� „ A DIFFUSE FLOW (V10<2fps) L=10' D10= 0.37 ft. Engineering Q10 = 0.5 cfs, V10 = 0.6 fps BANK STABILIZATION STA. 15 + 52 TO 16 + 50 LT. 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C NI H � K 1 .j O � _ K WETLAND PERMIT IMPACT SUMMARY WETLAND IMPACTS SURFACE WATER IMPACTS Hand Existing Existing Permanent Temp. Excavation Mechanized Clearing Permanent Temp. Channel Channel Natural Site Station Structure Fill In Fill tn in Clearing in SW SW Impacts Impacts Stream No. (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- 14+95 To 15+00 REMOVE EXISTING CONCRETE SILLS < 0.01 1 -L- 14+56 To 15+29 BANK STABILIZATION < 0.01 46 1 -L- 11+71 To 11+76 ROADWAY FILL < 0.01 < 0.01 TOTALS*: < 0.01 < 0.01 < 0.01 < 0.01 46 *Rounded totals are sum of actual impacts NOTES: 2013 10 24 • � � V W � O � � � � � � � � V � � O V �"1�.-� "l�I�: (�)I�� \(�)I'�"I�I-I � �.�� I'�(�>I. I \ .�� II�I��I�I(�>\ (�)I 1-ll��l-1"".���"� G UILF�RD C4 U1�TY LOCATION: BRIDGE N0.210 OVER LITTLE ALAMANCE CREEK ON SR 3124 (STEWART MILL ROAD) TYPE OF WORK: GRADING, PAVING, DRAINAGE AND STRUCTURE �� � ����� . �.,� ��� �� �� �. � �w � � �Te�a ��l�l�ai,lE� �� 1 grr�xm rawabr rrw ne.pAa.xv D�mnox *DESIGN EXCEPTION: MIN. HORIZONTAL CURVE RADIUS SAG VERTICAL CURVE K HORIZONTAL SSD VERTICAL SSD r : �� � / �a DESIGN DATA ADT 2000 = 100 ADT 2025 = 200 V = 35 MPH SUB REGIONAL TIER LOCAL BUFFER IMPACTS PERMIT PROJECT LENGTH LENGTH ROADWAY TIP PROJECT = 0.195 MILES LENGTH STRUCTURE TIP PROJECT = 0.017 MILES TOTAL LENGTH TIP PROJECT = 0.212 MILES P�epared in the Offlce of Hatch Mori MocDonald for DIVISION 7 NORTH CAROL7NA DEPARTMENT OF TRANSPORTATION 2012 STANDARD SPECIFICATIONS TIMR�JORDANAPE LETTIIVG DATE: DAVID FUH PE HI'DRAIILICS ENGINEER NCDOT CONTACT.• TIM POWERS, PE D!V/SlON BRIDGE PROGRAM MAhAGER ROADWAY DESIGIV ENGINEER P.E. 'IGNAT(IRE: HYDRAULICS ENGINEER P.E. S7GhATLRE: PERMIT DRAWING SHEET 1 OF 6 I�1�O�IFII,E�'E �LA�T� DO �SidC IIQB ROA R/ W A�07II�1770N PLANS PREPARED BY: M PO Box 700 Fuquay-Varina, NC 27526 (919) 552-2253 MOTT (919) 552-2254 (Fax) MACDONALD www.mottmaacom LICENSE NO. F-0669 �� 512tKiogdomWay� Suite 700 Raleigh, NC 27607 V(;I.ice�iscNn: L��02.�N Engineering 'DESIGN EXCEPTION: DETAIL A DETAIL B DETAIL C DETAIL D MIN. NORIZONTAL CURVE ItADIUS aonow ev cur oirrn roE vxo,EcrioN g sPeciN� vur oircH ��� SPECiAo NT OITCH $AG VERTICAL CURVE K tl�`A o s.oai HORIZONTAL SSD �� �,� zo � .�°` soo � VERTICAL SSD G��,� � G.��� ao�., z.� p 3pw�e� _ Psw,, D Mo;.e- ;. o,���e,- P:aM �a aPsaM D Ma = m��.o- ,Fi. �p.0 � i- s1 . io.00 ro u+as ir ^ L S.10�� 00 TO 10+50 RT - -L- SiA.10-50 TO 11+5I RT -L- STA.15-56 TO 16+08 RT l S.19-50 TO 20-00 LT � 5.11+5) i0 13+20 RT � Y Si .10+80 TO 11-R0 RT L-STA.IBi00 TO 19-r50 LT STA.16-d8 TO IB1�00 RT Y- ST .10-i�60 TO l0i 80 RT -Y- STA.10+40 TO 10+80 Li Y SiA.10+80 i0 I1+20 Li Rp DETAIL E EN DETAIL F DETAIL G � PROPOSED GRASS SWALE BMP SPECIAL C�UT GftA55 SWAIE enNx Nq ae5 zniON (STA. 15+52� OUTFALLS TO c, ae_ J.� c.aVn< . soP i lil PROPOSED RIP RAP AT EMBANKMENT � o� TO D1551PATE ENERGY TO PROVIDE A NON-EROSNE OUTIET VELOCITY F°"e EoiE `EE�n'� aV� (V10<2{ps)TO STREAM m��.o- i h. Q10= 1.1 cfs, V10= 1.8 fps �- si �.�'sl�o ei -�- sTa.is+s� To ie-so �T eO"^°•- cwss xo 0 i s*n.is�i-aa tr i s*n.is+o� PROPOSED DITCH OUTFALLS TO PROPOSED RIP RAP TO DISSIPATE 2 ENERGY TO PROVIDE A DIFFUSE FLOW VELOCITV (V10<2fps� JOHN P• BIELSKI Q�o= os cfs, V10= 0.6 fps BEG/N P�JECT l7BPJ.R.90 -C- POT SYa.1o+00A0 SEE ENLARGED AREA ON Oi NEXT SHEET GREENSBORO , SITE � Q10= 19 cfs_ V10= 1 d fps (NON-EROSrvf) �� � � roNo � � :L / �-��_ �� i.�, �/-'_i �PDE�I / / '� '��� .��� ''_ 'R -' �� T0IERRM� R��%E RD ... EIP ,..... � �Ei Li �' � f,�, ' ,....: �e// PUE/v �-,. �J' � eue O / �/vUE Z °"E JOHN P• BIELSKI O / CITY OF GREENSBORO �P BEGIN PROJECT PI = 10+50.00 BEGIN GRADE EL = 610.3T � STA. 10+00.00 VC = 100' EL = 612.75' K = 66 rr �' I 610 � �j/ � / \ � C PUE�, _ Uf� PUE �� / PROPOSED DITCH OUTFAlLS TO PROPOSED RIP RAP AT EMBANKMENT TO DISSIPATE ENERGY TO PROVIDE A NON-EROSIVE OUTLET VELOCITY (V10 <2fps) TO STREAM Q10= 0.6 cfs, V10= 0.7 fps O ALBERT D.SUTTON MARY M.SUTTON PI = 12+50.00 PI = 13+80.00 EL = 603.86' EL = 596.61' VC = 130' VC = 130' K = 56 K = 38 - �_-�� - p. ( ���0°•.r � � � � 30' RCP-IV 600 , ' EXIST IB' RCP o.- I , .;/�, 6 o e � II �S� /y 6du N 590 � Q �, 0 580 E � 570 � w � �t., z� 560 -; w z� �� w� tD z � e�� Nz� �w� N � �ai N,� PIPE HYDRAUUC DATA 30' RCP STA //+5ff -L- DRAIN�E AREA = l2 AC DESIGN FREQUENCY = 25 YRS DESIGN DISCHARGE = 26 CFS DESIGN fhY ELEVATION = �`%✓ � I00 YEAR DISCHARGE = 4/ CFS l00 YEAR hlK' ELEVATION =�5.4 FT OVERTOPPING FREQUEN�Y = 50+ YRS OVERTOPPING DISCHARGE = 38 CFS OVERTOPPING ELEVATION = 6052 FT lNV lN = 60/50 /NV 6Ui = 6002J 10 11 PIPE HYDRAULIC DATA 24 RCP STA I0+40 -Y- DRA/NAGE AREA = 5 AC DES/GN FRE(](IENC✓ = 25 YRS DESIGN DISCHARGE = l4 CFS DESIGN Fhi' ELEVATION = 5916 FT l00 YEAR DISCHARGE _ l8 CFS l00 YEAR hlw ELEVATION = 5920 fT OVERTOPPING FREWENCY = 200+ YRS OVERTOPPING DISCHARGE = 25 CFS OVERTOPPING ELEVATION = 593.4 fT lNV lN = 58980 /NV O(? = 58930 12 13 BRIDGE CLA55 II RIP RAP SLOPE� 7�.5:1 (2�-FT: FHICK) (NORMAL TO CAP� (TYP.) (STRUCTURE PP.Y ITEM� NORMAL WS . ELEV.=578.2 - DATE:5-2-2016 14 ���1 O P LARRY TO'�NSEND MCCOMB \ • .j��� ,,,,�.. ��//'�. I :.GR i�/// � \'� / � C /// /� � I� �� I EXISTING DITCH OUTFALLS TO PROPOSED � RIP RAP AT EMBANKMENT TO DISSIPATE ENERGY � TO PROVIDE A NON-EROSNE OUTLET VELOCITY � (V10<2fps�TO STREAM � Q10= 9.6 cfs, V10- 1.8 fps '''; THE56 AREAS ARfi FOR NEW WSTALLATION ' OF AERIAL UTILITIES W?ROPOSED OVER HEA�O POWEk AND TELEPHONE LINES. 4 �� � �._. BETTY c � WILLIAM I z� i, �ANIc � � � �----aeio�e r� srn. ia-: as -�- P� = 16+50.1 33" BOX BEAM EL = 590.87 ' I W/4.0' DEEP CAPS VC = 240� 1 @ '�90';SK�W 105° GP EbEV. _ ;594.31 K = 38 I �� � o = � �� =oa ��° ��+m �-�m s�N � I o�� i ZN�� , d u ZN�: � w ��w � w , i .�._ m � w �.Z, J�., m i�., 15 I I / � PROIECT REFERENCE SHEET NO. I I �,I Rp �� 176P.7.R.90 - GUILFORD 210 4 � � �EW^ ROA�WAY DESIGN HYDRAULICS 11 11 �� S� / o Q��� O ENGINEER ENGINEER ��R/// o �/e �Jl__!� ��� � �/ /�/�i� /E^� �� � BETTY C. LANNING M \EIyD PROJECT /7BP.7R.90 ' / wl JAN CEELLL NNNG I a I-L- POT Sl�a. ZO'EOO.00 r/ �� �� ROBERT L. BROCK JR ANITA L. BROCK I N I .- - _ =:::;;, f � �� _ � ? "--�.._ ' � - � EIP '� ,-_.� ��%IZ:RCP�-��REEK��RDlSR3/59I�� -- __ - i�� EIP� ' 3^`�F%_- ��/5'Gq � ,i'p� / '\\ '���E ���, � I . , j � `�� ��J � HEpCE ��n_.� � ITYRUS '�. wILLIAM50N ���� ���� JUNE T.'�ILLIAMSON ���� � BUFFER IMPACTS PERMIT �BL3�.��C� �1�9423/�aM ^Q �+13.B333Y��) I.dS00'/. � � � ��� �� � o?u > �o� m r1 vmi � �� �� �a�� �EXCAVATION = 170 GY �STRUCTURE PAY ITEM) 16 17 � END PROJECT END GRADE STA. 20 + 00 A� EL = 605.57' BR/DGE HYDRAULIC DATA DESIGIy D/SCHARGE = 5200 CFS DES/Gly FREQUEN�1' _ l0 YRS DES/Gly NW ELEVAT/ON = 592.8 hT BASE D/SCHARGE = 9900 CFS BASE FREQUENCY = l00 YRS BASE hlW ELEVATION = 597.98 fT OVERTOPP/NG D/SCHARGE = 56� CFS OVERTOPPING FREQUEN�' _ lOt YRS OVERTOPPIAJG ELEVATIOA/ = 593.4 FT DATE 6F SURVEY = 5-2-20/6 WS.EI�VATION _ �8� � AT DATE 6F SURVEY 19 20 10 MOiT MACDONAL� 18 E, LLC I LICENSE NO. i-0669 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED Prepare n t e otr��e or:' M �„ Mro so. �oo F�4�av-�o„�a, �� z�szb mnmoHnm .�o 1 �� .. Engineering PERMIT DRAWING SHEET 2 OF 6 LEGEND _gZ �_ RIPARIAN BUFFER ZONE i (30') -gZ y- RIPARIAN BUFFER ZONE 2 (20') ALLOWABLE IMPACTS ZONE 1 (BRIDGE) � ALLOWABLE IMPACTS ZONE 1 (ROAD CROSSING) � ALLOWABLE IMPACTS ZONE 2 �ROAD CROSSING) � ALLOWABLE IMPACTS ZONE 1 (AERIAL UTILITIES) � ALLOWABLE IMPACTS ZONE 2 (AERIAL UTILITIES) loo � 50 100 SCALEe I"= 100' HORIZe � PI = 11+00.00 BEGIN GRADE EL = 594.84' STA. 10+10.00 VC = 40' EL = 593.19' K = � _., 600 24' RCP-IV � END GRADE � �/-��o sra. n+zo.00 590 �+j6'S�� EL = 596.30' -DR- :- BEGIN GRADE � STA_ 10+14.75 EL - 604.35' 620 PI = 10+25.00 PI = 10+50.00 EL = 604.50' EL = 608.35' VC = 20' VC = 30' s .osP�• 610 END GRADE STA. 10 + 65.00 EL - 610.15' 11 12 o� DETAIL A DETAIL B DETAIL C � � � � \ � � I � ' // - � � � � " � / / ' � / � / / / PROIECT REFERENCE SHEET NO. 'DESIGN EXCEPTION: DETAIL D � / � � � I � � �� / �` � �� � � o� / � _ / o� / � aonowav cur oirrn T sPean� cur oirce sreant cur ortcn � � �� � / I I � 1 � / � � � � _ _ � � r t m / � / v � � � � / � MIN. NORIZONTAL CURVE RADIUS i�����: .� �"�'^ "^^� os� No„o s.oioi / �/ /� � I �/ �� 9� l /� y / � m� / � / � 176P.7.R.90 - GUILFORD 210 4 $AG VERTICAL CURVE K cn ' Irvo�ms.oial / / // � � I 1I ����11��, 1,/// 'l � � /�0O % � _ � // J%1�1J � / i i � I� �R /��, �{ / � HORIZONTAL SSD �,,,,� F �'� �,�%e��� �.o�� �'° soo // / // � � LARt2� lp f�}ly/�14CUM� � / � �� / / � �P i \\ ,�y �/ � � �� ROA�WAY DESIGN HYDRAULICS � � �� � .a� / / � f ^� J� 't� �" � � v=✓ `� � � ENGWEER ENGINEER / VERTICAL SSD � , F� o�aM a o ao�, z.� p pw � a � / �i � / � � � � cn � � � / � / � -• � � � / �' .�p � ( / � � / M,� o= , M�� _ M,� o- , F�. i �� / � i � i i Gj /�� I i�� '�� , � � , 1 1� �� . � � i i n a � � � i / � - rsw,� mo,.a- i . _i,sTn.ioPooro ti+as ir �a= rsxM "^° - / // � //� � ��/ / l� I l l /I � ll/ / // r �l RC�P � �'�� e�- sra. io. oo ro io+so a. F' Pe_�_ sra. n+s� ro iz+zo xr o L�� srn. m-so ro n+s� ar' o -�- srn. is.sa ro in+os xr � � / � � � / l/ � / � //� i% �l �� 1_� � p N�s �� J���� � -i- srn. �v-so 10 zo-w ir -�- sra. ie..ea ro ie���oo xT / l � / / l l� �� / l// � / � �i i� / I II I 1 � -r-srn.io+earo n-soxl -�-sTn.ie.00ro is.mu -v-srn.io+noto io+eoit / / �'",. //// � �� �� �i�/ -r- srn. io-�� eo 10 ia � ao ar l / I // l/ / l/ / � J1 ��I� / _r-srA,a.aaro �,.zo�r ���� ���� � i i � � i� i i i �i � i ,� .i���r �ii i� j�i�� i�� � � �����__%�� i � � i � aP oern�aE E�, oernaF oeraa� � se � 1 , � � i�//��l ����� � _ _�> � � \ i i � i � \ \ � � � � \ ' PROPOSED GRASS SWALE BMP � � � �/ � � -T I � I / / _�. SPECIAL C�UT GftA55 SWAIE e 5 ON \ \ \ \ � \ \ \ \ ' (STA. 15+52� OUTFALLS TO \ / /, � i � I � I I / / / / ` ' � � � � � � � PROPOSED RIP RAP AT EMBANKMENT //^� � .i � / , � � � � � i � � � e, ae _ J�� c.aVn< '. "` soP " � � � � \ � \ � � i) � TO DISSIPATE ENERGY TO PROVIDE � 1 �8y� . / / 9 / / �/ /�/ � � .. � � � / /� `:� / � \ \ � I � � / � / / / � � � \ � � I 1 �� � � A NON-EROSNE OUTIET VELOCITY �� �� i/l�� � � �� /�� � _ � �, � � � � N i � / � � MOiT MACDONAL� � a e, ��c F°`�e` a � � eo I � �vio <2rPs) To sraeav, ` �/ , / � / / / � R � '�. -� \ / � / / ucense Ho. r-oeav �,o�� � 1-- `°�`"�"E°"�P' NWS�pioN \ ) 1 � I 11 � I I � I � l Q10= l.l ds, vlo= l.a fps _ � l�j �l// � i i� � ��G i ''.� ��- �� [� \\ \\ �1 1 � � � � � l � i DOCUMENT NOT CONSIDERED FINAL a, ,s, si 0 M �. o i r,. � i *�>. �' -^ � �' � - ^_ .,pe o„�e.- �,„s, a, �„ - � i i � � � I � � I � � . � � � � � l � i� i ' �/ � � � / / � � � UNLESS ALL SIGNATURES COMPLETED 3 sr . ia+ae x1 -�- sTa. is+s� To ia.so �T / � � / � � l � � I / / �/ / � / � � � ��� � / � � ��// / /i y �., \ � � � I l / � / � i sr . is+io x1 � i / i / � I 1 / / � � / / � \ :'\ , � \ i s�n. is+o� / i / � .� � � \ � � , � I ( / / � Prepare in t e , _ _ __ � � ,� , , ,, ,.e,..__ __ �_i ,i� i ��� �i�ii i�� i /� ������� i � l�l � � � � �� � �, � � � i � i � � i i orr��eor: M L 5iA_Isi-4a tT � I f _ / / / \�� � � / i � , - _ � � � � I / / ,� // � � O � � _ � \ � / ro ao. �oo % � � - - _ __ - - - - — � � � � �, � � � �i j� i � ; / _ _ � PROPOSED DITCH OUTFALLS TO � � ��/ I � l � / / � � / � l i > i� � � / �o � s �%..'�s � � \ ��` _ \ \ \ \_ _ � � \ I � I � / ti � � mor. 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I ! / / � � � � \ � - - _ - \h� _=oeD�9 -� \ � l�l,l / � .., '. \ //���e � % ��'� / " `G _ _ II� I � I �I� �('' i' \ / � � � � \ ( i NEOCE � . - � ^ � � i � / � - -- - - � \ � � � \ � � � � I I �I I y /�� j/� i� PROPOSED DITCH OUTFAlLS TO PROPOSED �III'� I,"7 EXISTING DITCH OUTFALLS TO PROPOSED � I � \ i// � ��� �� �\� � ��\�\ - - - � �� ��� \ � � � I `\ � �-/�6D5 i j / �/ � RIP RAP AT EMBANKMENT TO DISSIPATE ENERGY � �' �� � f � RIP RAP AT EMBANKMENT TO DISSIPATE ENERGY � 1 � � � � �c �D,;- ;' "'.^; � 05' - -- � � � \ � � � � � - _ _ - � � � � � � � � � .�� � j � // �/ � �i TO PROVIDE A NON-EROSIVE OUTLET VELOCITY �I I�� I TO PROVIDE A NON-EROSNE OUTLET VELOCIN I \ \ � y�Hk�� �; ':� � f J j`i � � � /6 - - \ � � \ � � � � _ _ _ �_ SZ9� � � \ \� � \ ��\� \ � � // / � / � � � � /� / N10 <2fps) TO STREAM II IIII � I \ (V10 <2fps) TO STREAM I I \ \ � \ \ \ _ � ��.' _- . / � � � � � � � . � � � / / � i � Q10= 0.6 ds, V10= 0.7 fps I � � Q10= 9.6 cfs, V10- 1.8 fps � � �- - �(� �j ___= _- �j�\\�� "pel � I ��\ �2` �/�ij//�/ /// _ \ IIIIIII 11 II � I I II �\� \ \ \�\ - ����� V' �JI.J� RIPARIAN BUFFER ZONE i (30') RIPARIAN BUFFER ZONE 2 (20') ALLOWABLE IMPACTS ZONE 1 (BRIDGE) ALLOWABLE IMPACTS ZONE 1 (ROAD CROSSING) ALLOWABLE IMPACTS ZONE 2 �ROAD CROSSING) ALLOWABLE IMPACTS ZONE 1 (AERIAL UTILITIES) ALLOWABLE IMPACTS ZONE 2 (AERIAL UTILITIES) ��° \ I I I� � � I � �� i ��i �� �� ���_ \\\� 1 � � �� I I I III�III I� I I I� �//�I' I� � � I � I� I���. THE�E AREAS ARE FOR NEW I ST/nL TI N � I � I� � \ � Tl RUS�.�I�LIA�P�1V- _-_ _ I O O O `� -- ��\ I I � I SOF� . BiEt3Kl � / m,L //� �\ 1 � I I II I I l IJ� I \ � I.��--` OF AERML UTILITIES WiPROR05 D hv e Nen� \ y�E 7�1LLIAfvIsoFL -�- p���ry �� \ � \ � �c�01 I `����/ � / //' i i �-' \\ � �II�IIIIIII�III� �/�� �/I � PmWERAI�QTELEPHO�lEL14JES � I l � \�\ '-� ____ .._ - _ . ��' II IF4 � _ ��\ \� I I � � I I � I\ �/ i/� i i �i i i' ���� ��1 �� I�����1����1�� I I � �(� � � �� �� n i �� \� \ \ � � I�I I � � � �� �5�gi ��i //i�� i i �5 � � �\� 1 �II�I�I����I II�/ � �III -� �' � I � \ \ \ � � � � 1 I I � � i � i i' � II I I I II� /lll I I �:':� �T� \� � I I � � i i/ i i i i \� '� �� i0I � I I � I I ��' \ � 1 1 � � T�io �eN�epRo � i � ��,/��� � � �'��' � ` � ���1� �iiiii�ii iihiiii���uiin i � � � � � � � �W���M � � , i , i i � , , , , � �, , , i i ,, , � � � i nu -_ i ,� � , � �� \ � � I l I � 1 I� � --� � � ii i i�/ � AEB€Ri,P.SlI1�TON1 � �11���I�IJI�IIh� IIIIII�III� __ _�;� l,\% ^ �� \\ �\ \ � 1 J�AN�( 1 I � I I�I���I I � � �ii�� ���i � / � �MARYM.1SU11T�@M� ��11�11�1�1�111�I�� II��IIIL _- _��� � � V � _ , BEGIN PROJECT PI = 70+50.00 BEGIN GRADE EL = 610.37' I STA. 10+00.00 VC = 100' -L- - tEL = 612J5' K= 66 PI = 12+50.00 PI = 13+80.00 �----eeio�e r� srn ia-as -�- P� = 16+50.1 EL = 603.86' EL = 596.61' s3° eox seana EL = 590.87 VC = 130' VC = 130' I Wi4 0� oeeP caas VC = 240' K= 56 K= 38 �@ 90; sK�w ios° 6�0 �Tl,`M__ I � GP EbEV. -;594.31 K= 38 600 590 580 570 �� �� 560 � -, w z� �� w� tD z � e�� Nz� �w� N � �ai N,� �, (` ��� 0. ���ooi _ �� � 6�n 30' RCP-IV \ I �d�_ EXIST IB' RCP PIPE HYDRAUUC DATA 30' RCP STA //+5ff -L- DRAIN�E AREA = l2 AC DESIGN FREQUENCY = 25 YRS DESIGN DISCHARGE = 26 CFS DESIGN fhY ELEVATION = �`%✓ � I00 YEAR DISCHARGE = 4/ CFS l00 YEAR hlK' ELEVATION =�5.4 FT OVERTOPPING FREQUEN�Y = 50+ YRS OVERTOPPING DISCHARGE = 38 CFS OVERTOPPING ELEVATION = �52 FT 10 11 iy x� u u+ 'o �` o�� �ai ��w u w�w PIPE HYDRAULIC DATA 24 RCP STA I0+40 -Y- DRA/NAGE AREA = 5 AC DES/GN FRE(](IENC✓ = 25 YRS DESIGN DISCHARGE = l4 CFS DESIGN Fhi' ELEVATION = 5916 FT l00 YEAR DISCHARGE _ l8 CFS l00 YEAR hlw ELEVATION = 5920 fT OVERTOPPING FREWENCY = 200+ YRS OVERTOPPING DISCHARGE = 25 CFS OVERTOPPING ELEVATION = 593.4 fT 12 13 BRIDGE � � \ - ' K -� DEPT... ` 1 P) 1 _ � CLA55 II RIP RAP " SLOPE� 7�.5:1 (2�-FT: FHICK) (NORMAL TO CAP� (TYP.) (STRUCTURE PP.Y ITEM� NORMAL WS . ELEV.=578.2 . ,. DATE:5-2-2016 14 15 �oP ��� V-Fm 0Fm � ��h �� . u ",F �: 6 Z �, ��w u�w � ZJw w /_ R 'C� r) 3��0 13.B333Y• �) I.`�00'/. � � � x� o� �, � "w _ Jo� �o _�� �+m u_� o�'" -I s?ii ' � d ii " BUFFER IMPACTS PERMIT �EXCAVATION = 170 GY �STRUCTURE PAY ITEM) 16 17 I Fo om� I ��i � �Nw WJ END PROJECT END GRADE STA. 20 + 00 A� EL = 605.57' BR/DGE HYDRAULIC DATA DESIGIy D/SCHARGE = 5200 DES/Gly FREQUEIyCY = l0 DES/Gly NW ELEVAT/ON = 592.8 BASE D/SCHARGE = 9900 BASE FREQUENCY = l00 BASE hlW ELEVATION = 597.98 OVERTOPP/NG D/SCHARGE = 56� OVERTOPPING FREQUEN�' _ lOt OVERTOPPIAJG ELEVATIOA/ = 593.4 DATE 6F SURVEY WS.EI�VATION AT DATE 6F SURVEY ItI CFS YRS hT CFS YRS fT CFS YRS F% = 5-2-20/6 = 5782 fT 20 50 100 SCALEe I"= 100' HORIZe � PI = 11+00.00 BEGIN GRADE EL = 594.84' STA. 10+10.00 VC = 40' EL = 593.19' K = � •11 24' RCP-IV � END GRADE ./—��o sra. n+zo.00 590 �+j6'S�� EL = 596.30' BEGIN SP DITCH LT END SP DITCH LT -L- STA.10+40 -�L- STA. 10+$0 ELEV. = SA9.h(1 ELEV. = 59J.Jf7 —DR— :— BEGIN GRADE � STA_ 10+14.75 EL - 604.35' 620 PI - 10+25.00 PI - 10+50.00 EL = 604.50' EL = 608.35' VC = 20' VC = 30' '� 610 ��. k�� . END GRADE (+11 x ELA= 1 610 15'� 10 11 12 Q � � O�� � �� P �PO PROPOSED DITCH OUTFALLS — TO PROPOSED RIP RAP TO DISSIPATE ENERGY TO PROVIDE A DIFFUSE FLOW (V10<2fps) Q10 = 0.5 cfs, V10 = 0.6 fps PROPOSED GRASS SWALE BMP (STA. 15 + 52 TO 16 + 50 LT.) OUTFALLS TO PROPOSED RIP RAP AT EMBANKMENT TO DISSIPATE ENERGY TO PROVIDE A NON-EROSIVE OUTLET VELOCITY (V10 < 2fps) TO STREAM Q10 = 1.1 cfs, V10 = 1.8 fps N m N m POS nn�I �I� \ %/- \��� j�/ \\�� �// �� � __ � � � � ' � � 5►► � F — /� , ET ----- J ------ -----� � — _ -- --------- _______-- � / / , � �� , �- ___--� � pUE \�\\\ �/ ���� ��. \\\\ //, PUE N � m �� PROPOSED DITCH OUTFALLS TO � PROPOSED RIP RAP AT EMBANKMENT TO DISSIPATE ENERGY TO PROVIDE A NON-EROSIVE OUTLET VELOCITY (V10 < 2fps) TO STREAM Q10 = 0.6 cfs, V10 = 0.7 fps �' ,' �� �x � R E h�� W � PUE � W : THESE AREAS ARE FOR NEW INSTALLATION OF AERIAL UTILITIES W/PROPOSED OVER HEAD POWER AND TELEPHONE LINES. �������� ���� ���� ���� � ��� / / 1� :;� ,�q`\ry/--�� PROJECT REFERENCE SHEET NO. � � � � � � 16 � � v ,ROADNGONDRUGN RD 210 ENGINEERS `t� ��l/ J� 1� 1L � �l BUFFER IMPACTS PERMIT . � �� �' i � i � . � �� � � � > �'/ i/� /f � � E1F'� � � � \ Q, �/ �Q/�/ \� / . � ,, �� . � \�// \\�� `Ll� ''--- -------� -- C _ ETF � � -l' � - -- - -_--- . _ �-�=____ - ,_�...__- C � ��� _C F� \\ � � �� �\\\� � / �\\\ PUE — PUE EXISTING DITCH OUTFALLS TO PROPOSED RIP RAP AT EMBANKMENT TO DISSIPATE ENERGY TO PROVIDE A NON-EROSIVE OUTLET VELOCITY (V10 < 2fps) TO STREAM Q10 = 9.6 cfs, V10 = 1.8 fps mon macooNn�o ia e,ac I IICENSE NO. F� 0669 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED Prapare n f e ors e or, � M FO Box ]00 MnCDONA{D �w,.,y Y Varino.NC 2]5]6 1��"'R�t���'T Engineering PERMIT DRAWING SHEET 4 OF b ���i �� GRASS SWALE DATA DA= 0.28 AC SLOPE = 3.83% L REQ. = 28 ft. L PRO. = 98 ft. Q2 = 0.9 cfs V2 = 1.4 fps D2 = 0.34 ft. Q10 = 1.1 cfs V10 = 1.8 fps D10= 0.37 ft. 30 0 15 30 SCALEe I"= 30' HORIZe BZ 1 —BZ 2— LEGEND RIPARIAN BUFFER ZONE 1 (30') RIPARIAN BUFFER ZONE 2 (20') ALLOWABLE IMPACTS ZONE 1 (BRIDGE) ALLOWABLE IMPACTS ZONE 1 (ROAD CROSSING) ��\\\ ALLOWABLE IMPACTS ZONE 2 \\ (ROAD CROSSING) � ALLOWABLE IMPACTS ZONE 1 (AERIAL UTILITIES) � ALLOWABLE IMPACTS ZONE 2 (AERIAL UTILITIES) ETF - EXISTING TRANSPORTATION FACILITY Q � � PROPOSED GRASS SWALE BMP �0�� (STA. 15 + 52 TO 16 + 50 LT.) P OUTFALLS TO PROPOSED RIP RAP �n� AT EMBANKMENT TO DISSIPATE ENERGY TO PROVIDE A �p-� NON-EROSIVE OUTLET VELOCITY PROPOSED DITCH OUTFALLS (V10 < 2fps) TO STREAM TO PROPOSED RIP RAP TO Q10 = 1.1 cfs, V10 = 1.8 fps DISSIPATE ENERGY TO PROVIDE A DIFFUSE FLOW (V10<2fps) Q10 = 0.5 cfs, V10 = 0.6 fps ,�q`\ry/--�� PROJECT REFERENCE SHEET NO. � � � � � � 16 � � v ,ROADNGONDRUGN RD 210 ENGINEERS `t� ��l/ J� 1� 1L � �l BUFFER IMPACTS PERMIT i / i l � i / i ��,i���� i ��i,-�1 � � 4�I��iiii�' ��/� � i� � i����� i� i ��/ I- � � � � � � / � � � �% i � i)�.tJ 1 :� i�i i � i � ' � � � ��y,� � � ( l I � / / / / �/�, �t / / l / � / / � �,�� ��/ /� i i� I I�� ��/� ' / � �, / / / / � � / � �,y� �'�� � �� / / / l l / / / ��� i /i —4— 1 ii � � �' � � � / i / � / � / ,r/ \ i / i � l l / ���� i i i��ii� �� I I ���� � ��� /' i �� i/ i � � i ll � i� < i i / ��� i i�� �� ' lii i � L��I li /ii i i i / � i i � �'� �� �V � � �� � � � / � � ���� �1 � i��� �TI i �i� � �i r i � � / i � � � �� i � / �� �/ � �� � �� \�---�; 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� , , � � -- � i i T/ �� i �'1�� � � i�r��� �i�ri,�-���i i ii�ii �,, � i � p��- , �' � ,� � m,� � � � � � � � � � ,,, �, ,,,,,�� �,,� W � �,,��� > > > � � � ; � � � � �� � � i� ,i l � � i � PROPOSED DITCH OUTFALLS TO THESE AREAS ARE FOR NEW EXISTING DITCH OUTFALLS TO PROPOSED PROPOSED RIP RAP AT EMBANKMENT �NSTALLATION OF AERIAL UTILITIES RIP RAP AT EMBANKMENT TO DISSIPATE ENERGY TO DISSIPATE ENERGY TO PROVIDE A W�ROPOSED OVER HEAD POWER TO PROVIDE A NON-EROSIVE OUTLET VELOCITY NON-EROSIVE OUTLET VELOCITY AND TELEPHONE LINES. (V10<2fps) TO STREAM (V10 < 2fps) TO STREAM Q10 = 9.6 cfs, V10 = 1.8 fps Q10 = 0.6 efs, V10 = 0.7 fps �e����,�u�� ���wd11iV �JLi�/� ���� � mon macooNn�o i a e, ac I IICENSE NO. F� 0669 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED Prapare n f e ors e or, � M FO Box ]00 MnCDONA{D �w,.,y Y Varino. NC 2]5]6 � �� � Engineering PERMIT DRAWING SHEET 5 OF b ���i �� GRASS SWALE DATA DA= 0.28 AC SLOPE = 3.83% L REQ. = 28 ft. L PRO. = 98 ft. Q2 = 0.9 cfs V2 = 1.4 fps D2 = 0.34 ft. Q� o = � .i �fs V10 = 1.8 fps D10= 0.37 ft. 30 0 15 30 SCALEe I"= 30' HORIZe LEGEND —BZ 1— RIPARIAN BUFFER ZONE 1 (30') —gZ 2— RIPARIAN BUFFER ZONE 2 (20') � ALLOWABLE IMPACTS ZONE 1 (BRIDGE) i ����� ALLOWABLE IMPACTS ZONE 1 (ROAD CROSSING) ��\\\ ALLOWABLE IMPACTS ZONE 2 \\ (ROAD CROSSING) � ALLOWABLE IMPACTS ZONE 1 (AERIAL UTILITIES) � ALLOWABLE IMPACTS ZONE 2 (AERIAL UTILITIES) ETF - EXISTING TRANSPORTATION FACILITY BUFFER IMPACTS SUMMARY IMPACT BUFFER TYPE ALLOWABLE MITIGABLE REPLACEMENT ROAD AERIAL ZONE 1 ZONE 2 TOTAL ZONE 1 ZONE 2 TOTAL ZONE 1 ZONE 2 SITE NO. STRUCTURE SIZE / TYPE STATION (FROM/TO) CROSSING BRIDGE UTILITY (ft2) (ft2) (ft2) (ft2) (ft2) (ft2) (ft2) (ft2) SINGLE SPAN 33" BOX 1 BEAM W/ 4.0' DEEP CAPS, -L- 13+99 to 16+34 X 2914 2914 1 @90' X 2207 2899 5106 � AERIAL UTILITIES -L- 13+87 to 15+42 X 1386 927 2313 TOTAL: 6507 3826 10333 v v �" H � � i--i � Z �~��CA Hz�=D =�zym x�o� Z��r� O �nnn �� �w � o _ z . rn Z 3� m� � � _ _ �Otn m � n � z = O o o �1 D � , n v � a n � �"� � Z G7 � � 0 � HEET 1 OF 1 Zoa.o2 �EE+PLANS 1 � E CLEARilVG LIMITS R/W ^�'\ �` �r ~' �1�.% CLEARIPIG LIMITS E` �g � �E E � � � f � RIW ~ � C — — — — C r.. �. < < � ' SLOPE STAKE �INE � �E.O.P. RIW � � ' ~ ~ � C� ' _ --------- F — Rlw � � L E.O. P. ��- [} SLOPE STAKE LINE F I� B F — ---����—�-0—�—��� r�� �—__._---- � �F C �r E E j ���'^ E� ~���� !�� � RW 1 � E � j/' R�w �'� � 1—�' CLEARING LiMITS �Q � �f � I � � �� � CLEARING M S� ' :� � I � A �j ' .. CLEARING LIAIITS � �• .�• � . • . � I •S ,N GE�fERAL NOTES: � � 1. REMOVE TREES OUTSIQE THE CLEARING LIMIT WHEN, IN YHE OPINION OF THE ENGINEER, THE U�fILITY OF A TREE WLLL 8E DESTROYED BY THE COiVSTRUCTION OR THE CLEARING OPERATION. 2. CLEAR IN ACCOR�ANCE WITH THIS STAN�ARD EXCEPT WHERE ADDITI6NAL CLEARING IS REQUIRED FOR SAFETY AS SHOWN ON TH� PLANS. 3. F4R SECTIONS WITH WIDE MEDIANS WHERE TREES ARE TO REMAIN, CLEAR THE MEDIAN SIDE IN THE SAME MANNER AS aN THE OUTSIOE. CLEAR TO SLOPE STAKE LINE OR CONSTRUCTION LTMITS SLOPE STAKE POINT � SLOPE STAKE POINT � � PARi SECTION D-D CONST. LIMIT LATERAL DITCH, CHECK 17AM, SILT BASIN, 5ILT DITCH, — , TEMPpRARY �TVERSIpN — CONST. LIMIT � �.• ` •.• ./G• � SLOFE STAKE P4INT� PART SECTION G-G :.:.�,. y,� : � ��� ITEMPOpARY SELT ' ' FENCE � � .� I SLOPE STAKE POFNT� PART SEC7ION B-B CONST. LI SLOPE STAKE POINT SECTION A-A CONST. LIMIT Z o� � } Q Q H��U L.L J � �--� Z oONx �z QU�O� �f--'�0 W O�WQ Z H � � a� , 1 ,�, a � o ; � O � � Z Z 1-i ~ � W � � J o v � a� o � o Z � 2 H � � � O {I) H '-' W J � � Z W H�ET 1 OF 1 200.02