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Home My WebLink About20170370 Ver 1_Bridge 990175 Yancey Plans_20170329.� � V W 0 � � •� � V � � O V See Si�et 1-A For Index of Sheets ��1 1l � �11� ��11J� ��J.Le�� V �� ll' ��T�� V'V' � 1L � YAI�CEY .COUI�TY LOCATION: BRIDGE 1110.175 OVER JI.M'S CREEK ON SR 1402 (JIM CREEK RD) TYPE OF WORK: GRADI11lG, DRAINAGE, PAVI11lG, A111D STRUCTURE � " I ' I'� I �� I ��- ��I��:"I'I..'�\II) I�II".'��"I'� � m-� sR � ti �� r � —L— STA 10 + 09.46 BEGIN BRIDGE REPLACEME11iT PROJECT 17BP.13.R.85 NOTE: 1. THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES. 2. CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD II. RD y —L— STA l2 + 45.00 END BRIDGE REPLACEMENT PROJECT 17BP.13.R.85 PRELo MINARYST PLANS - .-� _ NAD 83/ NSRS 2007 NCDOT CONTACT: TROY S. WILSON, PLS GRAPHIC SCALES DESIGN DATA PROJECT LENGTH P�epored ln the Offlce of: �'DRAULICS E1YGIIVEER S ATEI OF NORTHIGCAROLINA ADT 2010 = 60 KCI ASSOCIATES OF NC 50 25 0 50 l00 V= 15 MPH LENGTH OF ROADWAY PROJECT 17BP.13.R.85 = 0.045 MILES o601 s,x Fo.ks Rd., su��e zzo, Ra[eigh Nc, 27609 ��af MORiqc' _ RURAL 2012 STANDARD SPECIFICATlONS ef 9�� PLANS FUNC. CLASS - LOCAL �'.E. w ' SIGNATURE: � e 50 25 0 50 l00 RIGHT OF WAY DATE: CHARLES L. FLOWE. PE TOTAL LENGTH OF PROJECT 17BP.13.R.85 = 0.045 MILES rRotEcz sxcrxEEx ROADWAY DESIGN `E � PROFILE (HORIZONTAL) ENGINEER yr0�r r��teo Sub-Regional Tier & l0 5 0 l0 20 Very Low-Volume Local LETTING DATE: BARRY C. SMITH, PE Roads Guidelines. APRIL ,2013 Pxo�scr nEsrcn� ExcrNeErz PROFILE (VERTICAL) P.E. r.E. SlGNATURE: STATE HIGHWAY DESlGN ENGINEER ll�A]f�C]E]L 1�T�, 1 E I"I'�(�)I"I�:1'�"I'�' (�)��"\I�:I'�� I I � I�� I�� I�� i'� I � � ��ulii� �UN]E ]LI]LIES � ][�]ENN� ]E��S]E �]El[$]E�� ]L, ��]L]L�A�� u� ir� i�,��D li JI� C][$]E]El� ]l$� ]��JRN�VgIL]LlE NC 28i�� 1 ]�A]LI� 1�][7CN ]f�� ]��JRN��]L]LlE NC 28�Il� ][�][$�][�]E][$7C�' �� e �8i2��290�� i2��8i2i��0�� WETLAND AND SURFACE WATER IMPACTS PERMIT TEMPORAR Y DETO UR DETAIL A CUT DITCH �No b Scale� froni � DncF G�o�n �'S� 1F�o e� Sloae D d Geoie.�ne Min. D- 1.0 Ft. Type of Liner CLA55 8 Rip Rop Max. d= 1.0 Ft. FROM STA. 10+20 TO STA. 10+60 LT -DET- FROM STA. 11+40 TO STA. 12+20 RT -DET- DETAIL B CUT DITCH �No eo Smle� Noo�n �5 � � �e� DIoPe � D F d Geore.�na Min. D= I.0 F. Type of Liner- CLASS 2 Rip-Rop Mox. d= 1.0 Ft. FROM STA. 10+50 TO STA.10+63.9 RT -DET- DETAIL C CUT DITCH �No�to Scole7 F.a�� on�n Guwo� l �'�'� 0e` sope ro�� :/ p Po d Min. D- 1.0 Ff. Type of liner= PSRM Max. d= 1.0 Ft. FROM $TA.10+90 TO $TA.11+40 LT -0Ef- DETAIL D TOE PROTECTION �Nmm s�oie� ��R riu ti'�(�E s�orE caouHo d F d= 1.0 R. �Eor[xmE Type of Liner= CLA55 B R'ip-Rap FROM STA.11+40 TO STA. 10+40 RT -DET- � � --- --------- - - - ° �_. 1f .�C\ ,. �. BL-I / � _�_ EX.R� 35' 45' � / -L- CUT DITCH SEE DETAIL A 9 /�OO F )�— f � $l'O. l�'��.� c . :ARING AH= N 4'_q$' 26 B,"; � �$�"�sP BEGIN CONSTRUCTIOpN —��— �Q ��'�"��U — } p -Er- Poc sra i2-�a.��. 116.09' Offset = 8.82' LT � E TS sr CUT DITCH -DE7 SEE DETAIL 6 +85 2 e 54'CSP .A��-----30- —DET— Pl 570 /1-f07J1 Pl S7a I2+99A3 Pl S7a 13+9734 �= 6455' 332' (LTI �= 22' 07' S8.5' IRTI �_/0' 39' S33' lLT) D= l43' l4' 22A' D= 22' 30' 00.0' D= l0' 45' Oi0.0' �OOL= 45.33' L= 98.37' L= 99.?J' T= 25.45' T= 498P � T= 4975' ,,� , R= 90.00' R= 254.65 R= 53298' tv. r.t� �� SE = O.a4 DB 301PG 568 ;'.� L� � � � �....� . � .� —DET— PT 57a.14+46.80 .` ISBRD `� � �` �♦ ♦ � i � � �\ BL-3 / , � � -L- +95 f"Sbf`OETAIL C I � �.,� F F �s O � �ti y �Z � -L- +45 G F a EK�� JER�4Y I_. 6�'iL�l; �C; / ' ��r_- ,;,� ,.;;_ :: � —DET— PRC S7a. /3+47.60 /� +bo �e' 25' �R F o�- BL-2 �y� e��c 25 �'j CUT DITCH SEE DETAIL A � BM �I -�- +as 25' O NOT � DISTURB fn SITE 1 PROlECT REFERENCE NO. SHEET NO. l7BPJ3.R.85 3 WW SHEET NO. ROADWAY DESIGN HYORAULICS ENGINEER ENGINEER PRELI MI N RYhT PLANS � 11V 1 N I .I�..\C'rk fio J Ln J� I:l II .� �.�_2� I'I (9191] 1 9 1 ForfvlY) 3 2 �DENOTES TEMPORARY IMPACTS IN SURFACE WATER TEMP TEMP NOTES: CHANNEL SW 1) PROPOSED CULVERT WIDTH = 10 FEET IMPACTS IMPACTS EXISTING BRIDGE: OAL = 18 FEET SITE 1 38 LF 256 S.F. 2) METHOD TYPE II CLEARING AND GRUBBING � 'T PROIECT REFERENCE NO. SHEET NO. i � ; � l7BPJ3.R.85 4 i ROADWAY DESIGN HYORAULICS i � ROCK CROSS VANE W ET LA N D A N D S U R FAC E ENGINE� SHEET NO. ENGINEER O 0 DETAIL A CUT DITCH �no�+a s�oie� NaNral ? A.1 �e� DnA roun .) p F�o Slope d ceo�e.�l� M n. D= 1.0 Ft. Type of L ner CLA55 B Rip-Rap M x. d= 2.0 Ff. FROM STA 10 I-25 TO STA. 10 i� 852 LT -L- FROM STA 10+25 TO STA. 10+75 RT -L- FROM STA.11+20 TO STA.12-45 RT -L- DETAIL C TOE PROTEC710N � n smia� ` \o��e Haw.a� ti.� °`�gwce Gro��,d b F d d= 1.0 Ft. b= 5.0 Ft. Geo�e•�Ile Type of L�ner- C1A55 6 Rip-Nap FROM STA. TO 11+05 STA. 11+10.5 LT -L- DETAIL D STANDARD HEAD DITCH � n � m s�oi�� ai G�aund � �h G�ound d D B Min. D= 0.5 Ft. Mox.d- 1.0 Ft. 'When 8 is < 6.a B= 5.0 Ft. Type of Liner= CONCRETE FROM STA. 10+30 OFF. 40 70 STA. 10+30 OFF. 17.6 LT -L- � � DETAIL E s STANDARD TAIL DITCH � ,�o��o ��o�a, � �a,�,a� � .o�� w p ti.� ro� d 0 Min. D- OS fl. g j_ 8= 5.0 Ft. ir'� FROM STA. 10 r 30 OFF. 27.3 TO STA. 10+86.1 OFF. 92 RT -L- i �, � � 0 � .� � � E 0 � w � � WATE R IMPACTS PE R.MIT / �/ � j f � �� _ __- - -. �� FRENCH 8Fi0A� ��/ /� FI FCTRIQ i�� is e�. BL-I ,� � � `�, PORC -L + _�_ ' GLADYS WILSON, et al `�^� Ex�� 5'' DB 567 PG 336 35' �y� �` �;� � � �f� J F Rr . C o � CUT DITCH - c1 SEE DETAIL A � / J RIP RAP PAD FLOODPWN BEA�N CLASS I EST IITONS E5T 2I FF TAIL DITCH SEE DETAIL E �� 9T 2T � E5T DDE = 105 CY SITE 2 �`�J j l ' � i �,�c� -o� +E 1 � \O � 30' � 1 1 ', , � �,''? x �� / �0 �v � � � �' � ct; , � a ��/ tv . 1 � � �4 301PG 568 �� 1 � ✓ TOE PROTECTION OFFSET 10' TO 20' LT SEE DEfAIL C HEAD DITCH DO NOT BLOCK DRIVEWAY SEE DETAIL D EST DOE = 16 CY EST 10 TONS CONCRETE DITCH DETAIL A 45' / FLOODPUVN �NCiI _�_ 0 � ��R\ F `NT DITCH L SEE DETAIL A O -L- i 45 \�- _ � E��R&,,�, JC-�RY L WILLIAMS DB 516 PG 146 -L- _L_ - 86.92 i 60 25' 25' B -2 L + — — + 25 SITE 1 + BEARING AH= N 72 36' l2J' W �Ra�r �.�s�"s�'ar �oc�c tELIMINA�RY PLANS DO NOT UBB F04 CON3TRUCTION KCI �.��_;;:;��=,fio4�sz� � ;�k� „ ,,. '" I'hone19191]33-9?la . PovfvlYl]8J-vRfi6 DETAIL• U/S CHANNEL IMPROVEMENT & D/S BANK STABUZATION PROFILE INTSI FLOOOWUVN 0' C$�'.I�X:1�%1� 5g/��yK ROCK ' Sl'AB/L/W/QV CLASS l/R/PR4P ��S �A /LlZ � DErAIL F: INLET CHANNEL PROFILE LOOKING UPSTREAM EX.CHANNEL CENrERUNE �,�'`c� � � r�+�,� �,� EX.GAIX/ND �,Z�J �•,, Roac � s�"�uznr,av CLASS llRIPRM DETAIL G O(!/Z.E/" CHANNEL PROFILE [AOKING DOWNSTREAM �DENOTES IMPACTS IN SURFACE WATER �DENOTES TEMPORARY IMPACTS IN SURFACE WATER STREAM SW NOTES: IMPACTS IMPACTS 1) PROPOSED CULVERT WIDTH = 21 FEET ITE 1 102 LF 928 S.F. EXISTING BRIDGE: OAL = 18 FEET TEMP TEMP CHANNEL SW 2) METHOD TYPE II IMPACTS IMPACTS CLEARING AND GRUBBING SITE 2 8 LF 39 S.F. � 'T PROIECT REFERENCE NO. SHEET NO. i � ; � l7BPJ3.R.85 5 i ROADWAY DESIGN HYORAULICS i � ROCK CROSS VANE W ET LA N D A N D S U R FAC E ENGINE� SHEET NO. ENGINEER Z O > 0 DETAIL A CUT DITCH �no�+a s�oie� NaNral ? A.1 �e� DnA roun .) p F�o Slope d ceo�e.�l� Min. D= 1.0 Ft. Type of L ner CLA55 B Rip-Rap Max. d= 2.0 Ff. FROM STA. 10 I-25 TO STA. 10 i� 852 LT -L- FROM STA. 10+25 TO STA. 10+75 RT -L- FROM STA.11+20 TO STA.12-45 RT -L- DETAIL C TOE PROTEC710N �nor�o smia� ` \o��e Haw.a� ti.� °`�gwce Gro��,d b F d d= 10 Ft. b= 5.0 Ft. Geo�e•�Ile Type of L�ner- C1A55 6 Rip-Nap FROM STA. TO 11+05 STA. 11+10.5 LT -L- DETAIL D STANDARD HEAD DITCH � n � m s�oi�� ai G�aund � �h G�ound d D B Min. D= 0.5 Ft. Mox.d- 1.0 Ft. 'When 8 is < 6.a B= 5.0 Ft. Type of Liner= CONCRETE FROM STA. 10+30 OFF. 40 70 STA. 10+30 OFF. 17.6 LT -l- � r � °1 DETAIL E s STANDARD TAIL DITCH � ,�o��o ��o�a, � �a,�,a� � .o�� w p ti.� ro� d 0 Min. D- OS fl. g j_ 8= 5.0 Ft. ir'� FROM STA. 70 r 30 OFF. 27.3 TO STA. 10 I- 86.1 OFF. 92 RT -L- i �, � � 0 � .� � � E 0 � w � � WATE R IMPACTS PE R.MIT � i BL-I * _�_ ; � Nf?_`. � i� a� �.� DB 567 P6 336 3S ;} , � •�� CUT DITCH _ SEE DETAIL A '� / RIP RAP PAD FLOOpPLAIN BEA� CLASS I E57 IITONS / E5T 2I FF TAIL DITCH SEE DETAIL E � 92' E5T DDE = 105 CY TS i oe 116.0 ' E' $ITE 2 .� � � ,4?�` . �� 30' �0 �— �v O � � 1 � � �.;; � � a �/ ��.IV� Y ZGSL 1 � � � DB 301PG 56B �� 1 C ✓ TOE PROTECTION OFFSET 10' 10 20' LT SEE DEfA1L C HEAD DITCH DO NOT BLOCK DRIVEWAY SEE DETAIL D EST DOE = 16 CY EST 10 TONS CONCRETE DITCH DETAII A 45' / FLOODPUVN �NCiI -�- 0 8L-3 � �, R\ � F `NT DITCH L SEE DETAIL A O . -L- i 45 �- � zo� a �.�. i i;,miS �i— EX. RNJ .��] � C r G v:i -L- _L_ - 86.92 i 60 25' zs B -2 _� � — — + 25' SITE 1 + BEARING AH= N 72 36' /2.7' W �ROCK �.�5 S� A�CK tELIMINA�RY PLANS DO NOT UBB F04 CON3TRUCTION KCI �.��_;;:;��=,fio4�sz� � ;�k� „ ,,. '" I'hone19191]33-9?la . PovfvlYl]8J-vRfi6 DETAIL• U/S CHANNEL IMPROVEMENT & D/S BANK STABUZATION PROFILE INTSI FLOOOWUVN �' C$�'.I�X:1�%1� � � � ` 5g�y ROCK Sl' L/W/QV CLASS l/R/PR4P ��S �A /LlZ � DErAIL F: INLET CHANNEL PROFILE LOOKING UPSTREAM EX.CHANNEL CENrERUNE �,�'`c� � � r�+�,� �,� EX.GAIX/ND �,Z�J $�/ �Y��/(�� 'X � S'/ AWLIZAT�N CLASS llRIPRM DETAIL G O(!/Z.E/" CHANNEL PROFILE [AOKING DOWNSTREAM �DENOTES IMPACTS IN SURFACE WATER �DENOTES TEMPORARY IMPACTS IN SURFACE WATER STREAM SW NOTES: IMPACTS IMPACTS 1) PROPOSED CULVERT WIDTH = 21 FEET ITE 1 102 LF 928 S.F. EXISTING BRIDGE: OAL = 18 FEET TEMP TEMP CHANNEL SW 2) METHOD TYPE II IMPACTS IMPACTS CLEARING AND GRUBBING SITE 2 8 LF 39 S.F. _ � � �, � � �� 2,97C �_ � _ � `-------------JI 2,960 F � N (A � T � ao Pl = ll+15.00 P/ _//t70.00 0�' � a EL = 2,92J.65' EL = 2,924A5' cac " 2,950 0� K_� vc = sa �; a o, V= 30m V= 25m z � Z N Pl = 10+35A0 W W 2,940 ; W EL = 2,9/6.4�' 9' W � VC = 50' mw K=9 = N V = l5m c m - i � 2,930 ' � ' +" /. I _ o ' �+ �� 33� Z N �+ 11 W �� ,/� i + +N � my+�4�6 6� �� S I n u ��'g1� o . 2,920 I a' `�` ck� � � � _ �� + � i=� �.��+� I --_ � s 2,970 2,960 2,950 2,940 2,930 2,920 ' PROIECT REFERENCE NO. SHEET NO. �------------________�________��____�, ' neP.i3.�.a5 s IBM #1 - RR SPIKE IN BASE OF 12" DOUBLE MAPLE ROADWAY DESIGN HYDRAULICS -L- STA. 11+24.42, 24.44� RT I ENGINEER ENGINEER �EL-=-2924.58� ��__________��______________� � I �'` ; ' ; � , � �, k :; ' '�; ; �; j _ :j � :L: � I I, , I - � � ��- � -iI PRELIMIN Y PLANS I I I I{ I I I I I I I I I � I I I� �a_i_ii�! . �-�-!�-�� _i I,:!, �_;_i: j_�! �' I i: ::: i I i � � i -� r; i: � �-� i `� i DO N(YI' UBF FO CONBTRUCT[ON I I I I , 11..I I�__.I I .. �i � . '-I I �� ' 1 I �' I1�� I '. � � w�� , T " ��=� KC I � � � , � �_ _________________________________________ � i_ �, � � � m s.... � � , �� v Ua �r�vn �,a CULVERT HYDRAUUC DATA I I I �� r � �i j�I '� ; '.�' I � �-�' - DES/GN h'W ELEVATION 2920Jp FT � �� I T - ' DESIGN DISCHARGE = 330 CFS i � i � � � DESIGN FREQUENCY - l0 YRS ;:- I�� I �, I ; I � I I� , I � I j� j� � I BASE DISCHARGE = 650 CFS � � _ , � � -r i_ i : , BASE FREQUENCY =/QO YRS, �=_ �_ � I � � � �� ,�� BASE HW ELEVATION = 2920.86 FT � : � OVERTOPP/NG D/SCHARGE = 450 CFS � � � � � , , �'� �'� � � � � �, � iOVERTOPP/NG FREQUENCY= 25 +/- YRSi 'i ' ' � OVERTOPP/NG EI�VAT/ON = 2920.40 fT � _,,, , , , � � � � ,, '-____________��____ � �, � , �'�� ' � � � � � � �' � �� . 2,910 I oo '�a, � " , � 2,910 ' ' -� , � � � > � �� -a n * m � la1 . '. '. •--------------------------------------- i . . . �. . . . . . . . . �. '. ... . � ,. �: . . . . � . ,. . �. . . �,. . . . . . ��.. . . . . . . . . . . . . . . . . . .-.-- . . . --. � � � ; FOR -L- ALIGNMENT, SEE SHEET 4 ; � -r - - - r - �r —� - � r - , � � �r N r � i y �� '_______________________________________� 2 900 m W 2 900 10+00 11 +00 12+00 13+00 14+00 15+00 __ r , - �- DET -; _ � � L _- - _- - _- - - _I O .. ... . .. . . .... OI O N � + ¢ ----- � c N � � a � ,, cfl F- G � P� _ ��'�'8�.00 � 2,950 ' °'• EL = 2,9/9.45' � o � VC = 50' __ w arn K=// s � o C7 N > � 2,940 � > Pl = ll�l�65.00 ^ � W EL = 2.922.84' m w VC = 50 °, K=17 � ,� 2,930 Pl= l0+30.00 EL = 2,9/5.09' � VC = 35' � K = 5 � 2,920 �� c+3�8 � �� f 9/28%�l � , 2,910 10+00 � � �� a; u� S II C 7 � �-=-3----=-3-----_--- ' FOR -DET- AUGNMENI,Stt slitt/ 'L—Ai �------------------------------------------� 11+00 12+00 13+00 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 Fillln Fillln 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 11 +07 TO 11 +32 L Culvert 0.02 <0.01 102 8 1 10+60 TO 10+80 -DET- Detour <0.01 38 TOTALS: 0.02 0.01 102 46 ATN Revised 3/31 /05 1 li�;tl�v 3�' North Carolina Department of Transportation �` � 6t01111bv2itf T Highway Stormwater Program �.'I STORMWATER MANAGEMENT PLAN -- (Version 2.04; Released November 2015) FOR NCDOT PROJECTS WBS Element: 17.BP.13.R.85 TIP No.: 990175 County ies): Yancey Page 1 of 4 General Project Information WBS Element: 17.BP.13.R.85 TIP Number: 990175 Pro'ect T e: Brid e Replacement Date: 12/7/2015 NCDOT Contact: Roger Bryan Contractor I Designer: Moffatt & Nichol; CC:Leah Young Address: 55 Orange Street Address: 1616 East Millbrook Rd Asheville, NC 28801 Raleigh, NC 27609 Phone: (828 251-6171 Phone: 919 781-4626 Email: rdb ran ncdot. ov Email: I oun moffattnichol.com City/Town: Burnsville County(ies): Yancey River Basin s: French Broad CAMA County? No Wetlands within Project Limits? No Pro'ect Descri tion Pro'ect Length lin. miles or feet : 0.05 Surroundin Land Use: Rural; Agricultural; Forested Pro osed Pro'ect Existin Site Pro'ect Built-Upon Area ac. 0.1 ac. 0.1 ac. Typical Cross Section Description: 9' Travel Lane with 2' Paved Shoulder 9' Travel Lane with Grass Shoulder Annual Avg Daily Traffic (vehlhrlday): Desi n/Future: 60 Year: 2020 Existin : 60 Year: 2010 General Project Narrative: Bridge Replacement of Structure 990175 with a DBL 10' x 4' RCBC. 25 LF of downstream and 20 LF of upstream channel improvements are proposed. Armoring the banks will (Description of Minimization of Water be minimize erosion. Two 54" CMP will be used for the temporary detour Quality Impacts) Waterbod Information Surface Water Body (1): Jim Creek NCDWR Stream Index No.: 7-3-32-1 NCDWR Surface Water Classification for Water Body Primar Classification: Class C Su lemental Classification: Trout Waters Tr Other Stream Classification: None Im airments: None Aquatic T&E Species? No Comments: NRTR Stream ID: Buffer Rules in Effect: N/A Pro'ect Includes Brid e Spannin Water Bod ? Yes Deck Drains Dischar e Over Buffer? N/A Dissipator Pads Provided in Buffer? N/A Deck Drains Dischar e Over Water Bod ? 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) HI�f71�'cll' North Carolina Department of Transportation � � - SIor�1�4��at�er ��+ �� -„� HighwayStormwaterProgram ,,,�1�� STORMWATER MANAGEMENT PLAN -- (Version 2.04; Released November 2015) FOR NCDOT PROJECTS WBS Element: 17.BP.13.R.85 TIP No.: 990175 County(ies): Yancey Page 4 of 4 Bridge to Culvert Avoidance and Minimization Proposed Structure Summa Sheet No. & Station Sheet No.: 4 Station: 11+19.2 Number of Barrels: 2 Draina e Area (ac or sq mi : 1.2 Sq. Miles Barrel Width/Diameter (ft): 10 Surface Water Bod : 1 Jim Creek Barrel Height (ft : 4 Culvert T e: RCBC Culvert Length (ft) 45 Avoidance and Minimization Efforts: Bridge Replacement of Structure 990175 with a DBL 10' x 4' RCBC. 25 LF of downstream and 20 LF of upstream channel improvements are (Bridge to Culvert) proposed. Armoring the banks will be minimize erosion. Two 54" CMP will be used for the temporary detour. Proposed low flow channel will maintain existing channel geometry. Alternating sills and baffles will be utilized. Stream Slope Fish and/or Aquatic Life Passa e Existing Average Stream Slope (%): 4.20 °/o Existing Low Flow Channel Dimensions 6' - 12' Wide (WE to WE); Normal Depth = 0.5'; Proposed Culvert Slope %: 4.20 °/o in the Stream: Banks = 4' - 6' High with 1:1 - 2:1 SS Culvert Burial Proposed Culvert Burial Depth ft : 1.5 Existing Streambed Material: Silt and Cobbles Proposed Low Flow Dimensions 8' - 10' wide; 0.5' High Through the Culvert: Proposed Sills/Baffles: Low Flow 1.5' sills to be placed 1' inside inlet and outlet barrel with baffles alternating every 10'. (See Existing Low Flow Velocities in the Detail A). High Flow 2.0' sill to be placed 1' inside inlet Stream ft/s : 3 and outlet barrel. Proposed Low Flow Velocities Through the Culvert ft/s : 3 Alternating Low Flow Sills/Baffles: Yes Culvert/Stream Ali nment Stream Patterns Upstream and Downstream Stream runs parallel to road embankment upstream of the Culvert that Could Affect Fish Passage and Bank Stability: Bed Forms Impacted by Culvert (riffles, N/A pools, glides, etc.): Low Flow Floodplain Bench Required? No Floodplain Bench provided (provide justification) Sharp Bends at Inlet/Outlet? Yes Stream runs parallel to Road Upstream (describe culvert alignment with stream) Stream Realignment Necessary? (provide No justification) Bank Stabilization: Bank stabilization required 20 LF upstream & 25 LF downstream Outlet Velocities Natural Stream Channel 2-yr Velocity (ft/s): 7 Natural Stream Channel 10-yr Velocity ft/s): 9.7 Proposed Culvert 2-yr Outlet Velocity (ft/s): 6 Proposed Culvert 10-yr Outlet Velocity (ft/s): 7.3 Roadway Geometric Considerations Evaluate/Describe Roadway Geometric Constraints: Existing grade constraints only allowed for 10-year design, which maintains existing level of service. Raising the existing grade would violate design speed and create s safety hazard with intersection with SR 1395