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Home My WebLink About2024.03.13 - ES&C Detailed Drawings Vol 2 IIIII— — — — — — — — — — ------r IIII-------- IIIfIfIIIIIIlIIIIII\I---------- IIIIIIIN IIIItINZZ------itI ------------ilIIIItIIll IIIIINIII /I //I I I I -------IIIIIILU IIIIItIIitIIIIfIIIINIIIIIIIIIIIIIIltI --- - IIllj4v b IIIfiII7" 77 ILU III6 z IIlt77M7 IIIIIII II -IfIfilIIII/I C14 I IIIC:) INIINItIC14 lIIIIIIII -----------I I INlit, III < lIIiIIIIIIIIIIIIIIIftNIIII I IIIItIIIIIIII > I IIIIIIIIIIIIIIIllIIIII11 V\ Ili Ill W/ LLI \Z IIiIllSTREAM CROSSING NO.1 It IIfI (NO STREAM IIrEMPORARY CONSTRUCTION IRANCE I_,k%tt II...........IIlIIIIII _oCKINC z I3 IIIiI------- it 12'HIGH UEEL ILI N I ILd Ld Ld Ld IIWALL ------C�LQSED TEMPORARY CONSTRUCTION fIII-001,ICE O Uj Ld Ld Uj IIIfIGG' I LOUKIN ATE ICf) ItIJV' L-I L-I L-I Lj IIPOND RQ.I IIST `DEwAl ST PIT'DEWATERI IIvvr If ICq IIIt,tCq Af IIIIff ILOCKING Iffli z itIIt ItilItI IIfl!l III IIININIRO SING I1 Ill I Z>) IIIItj i IIIlIIIIIIIIN10 58 if &�A i A 'fill IIINffIIIIIIIIIIitifIIIIIII7STREAM CROSS lif f IINAD-83 OF' lj,IIf�(NO STREAM IMPACTS) III IIIitIIIIIILOCKING GATE IIlIIIIII11;iiiii'll'l,IIIMATCH LINE '01 IIIif TEMPORARY CONSTRUCTION ENTRANCE t0 0 IIIIli IMAP LEGEND L'i L.Li IiICD M IIt IIII4 I (n ::j IIII IIII0 I I I IILJ 0 ------------ O IIINI [I ILILJ LILJ IITEMPORARY CONSTRUCTION ENTRANCE- fitI fill 1 -A ---- I"7 Itill I 77 - 7 in 0 0 0 U) a_ L� --------------- IIF INL — — — — — — — — II /,\j IIIItIIIfIIIND K itIa. IIItI -----jr-IIIIIIII ll�IIE L Q :: itCn -11 lIIIItIIIco IIIIIIIIIIIiIz I _j M :: R : IIIIIiIIIIIIC6 0 IIII IIIliIIIII N z LOCKIN LU lIIlllITEMPORARY CONSTRUCT14N ENTRANCEV( IIF- alaimsm IIIIINIz IIIIILU IIIiz IIIII hereby certify that this document was III\\A z prepared by me or under my direct personal rvj' IISion and is correct to the best of my < Isupe knqw1f dge a d If III at I am a duly 7 S IF- Z I2nd th O U0 SEAL Iz neer under the IIIa. II(it 'll Icl ;ff at 048820 la I I _j II 'till lIIIII(Slgnawre) IIIIIfIIfIIIIlII01 IiIIz Date� 3v/13/2024 IIIIItY NSTRUCTION ENTRAIN E \_/ ( if it0 IN ENTRANCE IIIIIIIIin IIIIIIIIcn Z AERIAL TOPOGRAPHY 2 FT. CONTOURS II _BAH IILU TE IIIAERIAL MAPPING DATED JANUARY 2021 IItI (F�RWATE A IIIAND PROVIDED BY PIEDMONT LITHIUM CAROLINAS, INC. IJOU�TRWEN[TjRANict IIIIIIIIiIIILU IIIIIIIIfIIIIIla. IINIIIII 4 11;,`I�z --- --- IIIiIIIIIIIIIIPLAN VIEW ilftIitIt�17=ISHEET NUMBER ---------- IfIItItIIIIII0 600 1200 1800 lIIIIII02CO-001 IIIItIlllISCALE 1"=600' II Z 2 H r0 J 0 O }w w o z0- L IO Iwo i OUI j iu) W �-i i(n� j� (-)Wl �N I< J Vol 1 Z ILU Q I:Q IU OOfF i IU �I— IU lI— c! II— ,H z U J i w j a i ROAD OVER CONVEYOR I w PROPOSED CONVEYOR i w Q 900 !Q I !J Q I BOX CULVERT OR BRIDGE I J I MELT 1 I I !� O I I Z I ELEVATION , ! ��i I •�882.10Ft !Q I ! ! EXISTING GRADE ! 8,4.40 t - U i i PROPOSED ROAD GRADE 0% U \ 1° 9% EXISTING GRADE 800 8% I w —1% O I _ ' N STREAM CROSSING NO. 1 IN IN no stream impacts ' I 700 I • Q 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 > � T MAIN HAUL ROAD PROFILE Y U m SCALE: 1" = 100' ry 0 0 0 z W z 0 Ed 0 I� I IZ mpco i IZ oo W U U cncnl 1-- j iw U <U Q io i I= w�i icv iz �=0i�� icy Iv 1= o 0 U w 2j W i i Q Ji J ROAD OVER CONVEYOR ! i I U W W EL Q ROAD OVER CONVEYOR Z�� d I I ROAD OVER CONVEYOR w��I-OZ� BOX CULVERT OR BRIDGE !O I w I Q o a a 12 BOX CULVERT OR BRIDGE W W I W 1 BOX CULVERT OR BRIDGE Z J<I Z JQ !w i o Lou ? vIj ? PROPOSED ROAD GRADE i J PROPOSED CONVEYOR i� -�U=!-U= I J I J I > N I I ID — IW I i� iZ I N w w I IU Im I IU iU o: x ELEVATION 1 ° ° ° 0% FT. COVER I 868.10 Ft I I I 8% _......._... .__............................................... i I 174 \84T.60 t ........_.... .... 1% � 1% —� i I I 42 ft- I I J ° �- 0 1 1 z 'd d EXISTING GRADE 1 1 m , z N -J I Y 1 IQ IU I IU = WI 12C) 1 I I� I I ml IE I > 1� DWI j� � 1 IIYo I> ! !W OBI I0w , IW� jU IU I> (n0. I H 1 ID I I IJ I I U) IZ i i0 I I :�: 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60+00 61+0 MAIN HAUL ROAD PROFILE SCALE: 1" = 100' 0 Q 0 U Iz i Uw 1 1 1-wll-to �! o Z zw I I� UrnIUdQ Q! O N O O 1U IIL jI IjI 1I J �JI n 0 .�WU �� U U 04 i O n of z XW WID� 1— I—< WQ Ij �IZ�2 =1 w w ao Q .. 2 z1 900 O z 1 j~ ! m ! ! 0 I O CUOLVERT OR BRIDGE I Uj UJ ~ 0! Q1 w w U O 1 Ipwp ! ! ! oO! �� 2 3 U Uj -i � Z 1 i BELT CONVEYOR TUBE i i ~i z i w = a ELEVATION PROPOSED CONVEYOR J• w 1 0 o c� o cn ° 828.00 Ft I I ! \ 6,9.30 t PROPOSED ROAD GRADE I 1 U 0 800 ° I j o 1 U70 �% I g% 8% ° 1% 3% 4% 5% I EXISTING GRADE 700 V Q 61+00 62+00 63+00 64+00 65+00 66+00 67+00 68+00 69+00 70+00 71+00 72+00 73+00 74+00 75+00 76+00 77+00 78+00 79+00 80+00 81+00 82+00 83+00 84+00 85+00 86+00 87+00 88+00 89+00 90+00 91+00 Z Z (n J W " O J MAIN HAUL ROAD PROFILE Z Q O LU SCALE- 1" = 100' O = a W Q 000 v O .� 1000 !z 0-O I 1000 0 Z ' J I I = Cj — �o i 0 � o� 1� 900 Q �� TO MAIN WASTE ROCK BELT 900 Z Uo Z 1(n i W TO MAIN ORE BELT = Z O 11- 1WJ Iw I< II—< IQ IJ H_ = 0 W 900 ��5 i J j wIY _ (Belt Continues to V BELT !U J O IO W 2 I j Iwo �I-- 900 South Pit Haul Ra \848.20 Ft ! 1Z 13 PROPOSED ROAD GRADE 1 U !I j 1�w a 5.4 0 9.6oFt i I m W� I= ,� /o o i 3.9% 0% 1 ° o ° p ° o 0 0 �- ! 1 ;zz ,� w 4% 2.8/0 0% 1.8/° 0% 2.8/°. PROFILE VIEW z Z a z BELT 800 10� I , � 800 O O Q Q 854.00 9.4% 1%_�y ELEVA!I N !� —O ''^^ 846.20 F 10 J I z W 839.6 t (Belt Continues to 39.9 FT.I �t] IUD EXISTING GRADE !Q PROPOSED ROAD GRADE i=U 0 100 200 300 Q South Pit Conveyor Acces Rd) i 1 W Iw2 j w Q O 800 — 8.3% 800 �U) �p �� i m �o° SCALE 1"=100' a O EXISTING GRADE 700 j? j IIz> 700 ! 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 z 10+00 1 STREAM CROSSING NO. 2 1 hereby certify that this document was �.`� CA prepared by me or under my direct personal `% ' O� � 700 no stream impacts 700 ASS/ supervision and is correct to the best of my ,•'0F 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 SOUTH PIT CONVEYOR ACCESS ROAD knowledge and belief and that I am a duly SEAL 9� = license Professional Engineer under the - = SHEET NUMBER laws t e S a North Carolina. _� 048820 SOUTH PIT HAUL ROAD PROFILE SCALE: 1" - 100' , �A'•.,F�G SCALE: 1" = 100' (Signature) �N,,.• �Q'� Date: 3/13/2024 '�,,FGj�B• wN��,.`� 02CO-002 Z :) H of 0 � J <4<44 � M = U F- 9 d00 TO MAIN WASTE ROCK BELT t 900 U �. TO MAIN ORE BELT j W �wl Z:I b -- - (Belt Continues to North Pit PROPOSED ROAD GRADE J �IJI� --- 2% 1 % 1 0% 1% 5% -------- Belt Access Rd) j >�D� > 0 0% -----_2.7% --------- ---- 4% I I 07% j U U UjU Q. I XI IX ZI 800 UO 1 ~� 0 3% I 0%01 1m 9% Lu 800 i 1w� Lu I j�U 6 I I } �VU EXISTING GRADEwII <= zl¢ 1w< i__ �Ip iu)I'If j U II ¢ �I¢ jLUm J W 700 wj� ;z� 700 p 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 0 ' N Z3 7 NORTH PIT HAUL ROAD PROFILE - • ¢ SCALE: 1" = 100' > U m 1100 1100 I 8% 10% 4% i PROPOSED ROAD GRADE 5% i i 1000 ! ` 10% 1000 I - I I o 7% 10% 7% 6% WASTE ROCK PILE WASTE ROCK PILE o 73 0 I _ I - ROAD DITCH DISCHARGES TO CULVERT C-1 -10% 9/o i ° 4% EXISTING GRADE -__-- 4% 10/0 900 0 0 900 i 10% i 6% 8% 10% WASTE ROCK PILE 8% w w ------------- a a - ---- - - - - o 0 Liw w w � N N 800 800 N �_ � N � 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 o N z WASTE ROCK PILE HAUL ROAD PROFILE SCALE: 1" = 100' Z0 J Fn>- 900 2 I0zl 900 �H iUOi IwU1 PROPOSED ROAD GRADE- I I U` Q 8% 1 cn 10 wi 0 LLJ 1� 1 no _ 1 ° J I 9 Ft 4.97 Ft 6.75 Ft 5.78 Ft goo U 70 100 8% YO 4% --- =1 goo 9Ft 4.97 Ft 8 Ft U) U J I L Backfill Material EXISTING GRADE 1 8Ft cn UJI ¢I = o P-Z w1 U N o o J O_ 2L 700 7; Z 700 U = N J -1 � C 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 13.22 Ft w w Q = 0 z EAST PIT AND TOPSOIL PILE HAUL ROAD PROFILE z z � w w 0 v w J LL [if SCALE: 1" = 100' 0 � � c- m 0 U tf Q N m U c U U cn p m a 900 900 0 �° co (Belt Continues to North Pit Haul Rd) PROPOSED ROAD GRADE Z Z Cf) LLJ I o 1 ° ----- u0 TYPICAL CROSS SECTION WITH OVERBURDEN CONVEYOR TYPICAL CROSS SECTION WITH ORE AND OVERBURDEN CONVEYORS O J 80o �? 800 Scale: 1 " = 10' Scale: 1 " = 10' Z Q O N iLU= i 6 EXISTING GRADE I U) V ~ w� LU r o v O = a W Irma_ Iw IZ0 Z= IJ jo¢ _ 700 I �O I U 1w 700 TYP HAUL ROAD DITCH DETAILSlope Section O LU O+OOZ 1+00 2+00 3+00 4+00 5+00 6+00 TYP HAUL ROAD DITCH DETAIL(Min.Slope Section) (Max.� p � G Z W J N.T.S. N.T.S. Z Q NORTH PIT CONVEYOR ACCESS ROAD PROFILE g 5o ft. �7.67 ft.---- 0.67 f _ _ O SCALE: 1 = 100 1.00ft. Freeboard 14 ft. 1.00ft. Freeboard �_ = U W 2 2 i.00 17 ft. 39.5 ft. J O o Ifl 1.37 ft. a Z Ifl 8.5ft. PROFILE VIEW Z Z Channel Design (Non-Erodible) Channel Design (Non-Erodible) � O Z Channel Type: Triangular, Equal Side Slopes Channel Type: Trapezoidal, Equal Side Slopes Dimensions: Left Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1 0 100 200 300 2 O Q Right Side Slope 2.00:1 Right Side Slope 2.00:1 Q O Base Dimension: 1.00 V/ Wetted Perimeter: 6.15 79 ft. W Area of Wetted Cross Section: 3.77 Wetted Perimeter: 3.99 5 ft. Berm (typ.) ri Area of Wetted Cross Section: 1.56 ROAD DITCH SCALE 1"-100' Channel Slope: 0.5000 Manning's n of Channel: 0.0300 Channel Slope: 10.0000 Manning's n of Channel: 0.0410 Discharge: 9.57 cfs ��It��►►�►� Depth of Flow: 1.37 feet Discharge: 9.57 cfs I hereby certify that this document was ��``�(N CAC? ' Velocity: 2.53 fps Depth of Flow: 0.67 feet prepared by me or under my direct personal Q`�` Velocity: 6.13 fps O - •��SS�� `�� Channel Lining: CLASS B RIP RAP supervision and is correct to the best of my p ; Freeboard: 1.00 feet Channel Lining: CLASS B RIP RAP Freeboard: 1.00 feet knowledge and belief and that I am a duly lic n ed r fes Tonal Engineer under the = SEAL < - la t e t f North Carolina. 048820 SHEET NUMBER TYPICAL HAUL ROAD SECTION (Signature) ; •�� .��?. o2co-oo3 Scale: 1 " = 20' Date: 3/13/2024 Gj�B WN LITHIUM HYDROXIDE Luz ;, H CONVERSION PLANT PAD Wz <O � — EL. = 840.0 <0U),t W�wo r J zwwoo Lu \� ' w>U� Non-Encroachment wzUN z0�0 900 Limits Q w w pU PROPOSED CONVEYOR I CONVEYOR TUBE 1Ovzz z 100 Year Floodz U�Q0 EMULSION STORAGE AND BULK TRUCK PARKING AREA UZQo TO CONVERSION Plain I zJQ I QzQdO ° ;z_j PLANT rY CONVEYOR TUBE W�wo' ' 00 '° O O - 1 v� Q❑ ° 800 W� w1 Iw w ROAD DITCH DA-85 z I� C�Q I Q I m ;�m LLi w U, LLI Beaverdam ILL U PROPOSED ROAD GRADE W jUN I EXISTING GRADE Jzz� ROAD DITCH DA-91 °r°I JozO '_�_ wLWL1 Of �LLUw 'W L.L ZI LLI ILL ILL U I � Dz—w I-c L.LU Creek , z U c I i i p I ICW WU) i iU QZ) �' ! Qm iJ RETAINING WALL 0< DI ID 1OQ z Qp �� UI Cl)I C�I� Oz�I LL I O cam m1 ,m ,gym O �z I Q HI ww U)I U�� c� m O �m ;�-� UUzp I 'w(��W �I �C7Qw;ww'2 W 11--C al I~¢tY I- I OQ U i 0- i0- 0- �Gi �dI IC�Q 'U QI IQ �H HZQQ I Z�YU >� �¢YU I W(YIU W ��Qi ��i Jfni �I I� IJ(n QQWof IwQ��Q �I ��UQ Zuj Z J��I �� iJU)Er _ 700 0� i o �� I I cn� UI �� 2zlW 2 of-� QI I o� 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 �1+00 � 32+00 33+�00 m 34+00 35+00 36+00 37+00 38+00 39+00 J � w c G ' N O BELT PROFILE CONCENTRATOR PLANT TO CHEM PROCESSING PLANT N SCALE: 1' = 100' Q > � T Y U m PROPOSED CONVEYOR ° ° 0% ° ° QO O^I TO CONCENTRATE 1/° W-cqo o PLANT ~two' z z w> z z z PROPOSED ROAD GRADE EXISTING GRADE 20 0 0 0 _ U U— Qv ZZQO �a U U U J 0Of—Z 10'0 U WI U�ZO1 <W o 0 0 Q JI �z0 COD w w w I� �! Qd Q 0 a a (L LA LA LA 00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 0 \ a N \ to BELT PROFILE CONCENTRATOR PLANT TO CHEM PROCESSING PLANT Z � N dSCALE: 1" = 100' w Z J U N O o O Ln a- J J \ U) Of W W :2 00 Q 2 O z p .. w UJ U O Li-I J bi z cn a w Q O J w o 2 Q U ■ a V Z Z co J W " O J aW LM O = aw Q O co .� V Z W cn > J Z = Z OH � � C.) o J 0 H OU ZO PROFILE VIEW z z a a O 0 100 200 300 Q w � O SCALE 1"=100' la O I hereby certify that this document was ``�.`�� C O�,� prepared by me or under my direct personal ; supervision and is correct to the best of my ss�O,y knowledg and belief and that I am a duly _ QQ SEAL 9< license roe si n I 4nVineer under the - = SHEET NUMBER laws of to e f arolina. 048820 - C P • ��v (Signature) •. '`�` Date: 3/13/2024 '�.,FkkB 02CO-004 INSET D SK20 Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 815.0 0.00 0.0 0.0 0.0 0.09 4053.2 816.0 0.10 166.6 4498.5 33650.9 0.13 5567.3 817.0 0.24 380.9 10285.1 76937.8 0.15 6486.6 SK21 0 J Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 1000 1000 812.0 0.00 0.0 0.0 0.0 0.06 2456.7 813.0 0.06 100.8 2721.5 20358.4 0.08 3524.7 814.0 0.15 235.7 6363.0 47598.8 0.09 4073.0 L 815.0 0.24 392.8 10606.0 79338.2 0.10 4538.0 O Q SK22 T > c WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. V U 805.0 0.00 0.0 0.0 0.0 0.04 1948.9 900 Existing Grade 900 w 806.0 0.05 77.0 2078.6 15549.3 0.05 2371.8 Sediment Basin Access Road Berm 807.0 0.11 169.9 4586.9 34312.6 0.06 2809.4 808.0 0.17 279.3 7541.2 56412.4 0.08 3273.9 808.5 0.21 340.5 9193.5 69772.4 0.08 3514.8 2,• 2� � 1% -------- SK23 Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. SB-1 7 805.0 0.00 0.0 0.0 0.0 0.19 8115.8 800 800 806.0 0.19 309.1 8346.0 62432.6 0.20 8857.4 807.0 0.40 645.8 17436.4 130433.6 0.22 9603.3 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 . C) SK24 Cross Section B-B' LU Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Scale: 1�� - 1 OOI 805.0 0.00 0.0 0.0 0.0 0.03 1482.1 806.0 0.04 62.3 1683.4 12592.4 0.05 2185.9 N 807.0 0.09 150.6 4066.6 30420.3 0.07 2878.0 ' N 808.0 0.16 265.7 7175.2 53674.3 0.08 3624.8 1000 1000 ' ON SK25 '' Q WaterElev Storage AcreFt Storage CY Storage ICE Storage GALLON AreaAcres Area S.F. Concentrate Plant/Conversion Plant O Q 813.0 0.00 0.0 0.0 0.0 0.07 2938.1 Conveyor Access Road No. 2 814.0 0.07 114.6 3094.6 23149.2 0.08 3451.1 Clean Water ' 815.0 0.15 248.5 6708.3 50181.6 0.09 3976.9 Diversion O 816.0 0.25 402.1 10855.6 81205.4 0.10 4529.0 900 Existing Grade U 900 ' 817.0 0.36 576.4 15563.7 116424.8 0.12 5107.5 - > 817.5 0.42 671.7 18136.0 135666.4 0.12 5405.9 - -- -___- Berm ST-100 2.7 ad ai WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. % 2 ?• ' U 801.0 0.00 0.0 0.0 0.0 0.01 245.7 N 802.0 0.01 10.4 280.4 2097.8 0.01 352.9 DA-86 Diversion Ditch During Mining Grade m 803.0 0.02 24.6 665.1 4975.2 0.01 458.5 800 DA-8 Road Ditch 800 804.0 0.03 43.0 1160.7 8682.8 0.01 590.0 805.0 0.04 67.9 1832.5 13708.0 0.02 838.7 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 805.5 0.05 83.8 2263.6 16932.8 0.02 977.1 ST-101 Cross Section A-A' Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Scale: 1 1001 796.5 0.00 0.0 0.0 0.0 0.01 415.3 797.5 0.01 17.0 459.1 3434.1 0.01 559.2 798.5 0.02 39.6 1068.7 7994.5 0.02 725.8 799.5 0.04 68.6 1851.4 13849.4 0.02 938.6 800.5 0.07 107.9 2913.9 21797.1 0.03 1334.9 801.0 0.08 133.2 3596.2 26901.2 0.04 1551.2 ST-102 WaterElev Storage Acre Ft Storage CY Storage CIF Storage GALLON AreaAcres Area S.F. 799.0 0.00 0.0 0.0 0.0 0.01 272.4 800.0 0.01 11.5 309.3 2313.4 0.01 387.3 801.0 0.02 27.1 731.5 5471.9 0.01 503.1 802.0 0.03 47.2 1275.0 9537.9 0.01 647.8 803.0 0.05 74.5 2012.1 15051.7 0.02 922.2 803.5 0.06 92.0 2485.3 18591.2 0.02 1073.2 ST-103 Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 798.0 0.00 0.0 0.0 0.0 0.01 309.6 799.0 0.01 12.9 349.2 2612.0 0.01 436.1 800.0 0.02 30.5 824.8 6169.6 0.01 566.4 801.0 0.03 53.2 1436.3 10744.6 0.02 736.0 802.0 0.05 83.9 2266.3 16953.1 0.02 1042.6 802.5 0.06 103.7 2799.0 20938.1 0.03 1210.1 ST-104 � o z � Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F. un 803.0 0.00 0.0 0.0 0.0 0.01 272.5 0 z 804.0 0.01 11.4 309.1 2312.5 0.01 387.5 INSET E 805.0 0.02 27.1 731.4 5471.0 0.01 502.5 w m 806.0 0.03 47.2 1274.8 9536.2 0.02 653.5 w m 807.0 0.05 74.5 2012.0 15051.0 0.02 925.7 DO Q 0 0 ~ 807.5 0.06 92.0 2485.2 18590.5 0.02 1075.2 0 0 0 ST-105 5 Cn a 0 > 0 C-18 Culvert Design TC-1 Culvert Design WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F. SEE THE SEDCAD 4 FLOW CALCULATIONS SEE THE$EDCAD 4 FLOW CALCULATIONS (FILENAME:EMULSION STORAGE AND TRUCK PARKING AREA_25 yr..«) (FILENAME:DAi,hru OAT pr.wn-t_25 YR.,,A) 874.0 0.00 0.0 0.0 0.0 0.01 412.E (V 875.0 0.01 17.0 459.0 3433.9 0.01 559.8 n 876.0 0.02 39.6 1069.6 7994.0 0.02 725.9 ED N CHART 2 CHART 2 DIVERSION DITCH DA-86 DETAIL TYP CLEAN WATER DIVERSION DETAIL 877.0 0.04 68.6 1851.4 13849.7 0.02 936.6 N ROAD DITCH DA-91 DETAIL (MIN.SLOPE SECTION) 878.0 0.07 307.9 2913.8 21797.0 0.03 1333.4 o N 160 10,000 '80 ,p.p00 N.T.S. N.T.S. (MIN.SLOPE SECTION) 878.5 0.08 133.2 3596.1 26900.7 0.04 1550.6 z 188T 8� EXAMPLE (1\ 88T 8'00° EXAMPLE (1) N.T.S. I D=381ncM1es(3.Oke6 1 �9.13 ft.� 11.34 ft. 1.00ft. Freeboard 15fi 6.OW D=881M1es(3.0 kM) 6 (2) 16fi 5,000 0=88 cfs (2) 1.00ft. Freeboard 132 U 4.OW HW- HW 5 8 (3) 132 U 3000 HO (ft-) 5 5 (36 3.00o D (feat) 5 6 � 1.00ft. Freeboard w �1 J Q 11 83 ft. 64 ft. O F 120 d 2,000 (1) 1.6 SA 5 120 d 2,000 (1) 1.6 SA 5 1 O (2) 2.1 6.3 4 106 (2) 2.2 6.3 4 1 8 ft. 106 (3) 2.2 fi.fi 3 4 2 1 �22 Q (3) 2.2 fi.fi 3 6 N 1 _J � O O ,,000 •D m real 2 W 96 F ,.� 'D In feai 3 96 F 3 3 \ \ \ 0 j 80p 3 J 800 84 � Epp 0=13.81 CFS 2 ea y fip0 0=20.45 CFS N N N 2 Channel Design (Non-Erodible) i 72 U 300 0 5 i 72 u 3w 3 15 2 z Channel Type: Triangular, Lqual Side Slopes Channel Design (Non-Erodible) U U 0 3 z Dimensions: Left Side Slope 2.00:1 z ? 2p0 z fi0 top ? P Channel Design (Non-Erodible) eo 1s o EXAMPLE w ,s 1.s Right Side Slope 2.00:1 INSET F s a PIF � ,o o � 9 p Channel Type: Triangular, Equal Side Slopes O ,w w ,w w Wetted Perimeter: 5.73 Dimensions: Left Side Slope 2.00:1 Channel Type: Triangular, Equal Side Slopes z 4e x a 48 < Area of Wetted Cross Section: 3.29 Right Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1 O O 41 so 5 60 Hw ENTRANCE ? ,.° ,_g Right Side Slope 2.00:1 z Z Y U O BIL42 6p HW SCALE ENTRANCE /- ,0 f0 LLO 42 50 SCALE Z o o ttP/ a o D TYPE x 0 Channel Slope: 0.5000 Wetted Perimeter: 8.20 O >> -D 0' b LL > U LLB J (1) H..B.11 Morning's n of Channel: 0.0290 Wetted Perimeter: 7.32 (n Q LLJ h- Q O LLJ w 3fi 30 0 9 Area of Wetted Cross Section: 6.73 w = Q O ec J d. w o.9 Area of Wetted Cross Section: 5.36 33 1 MlteretlW 08 33 20 confTlirte slaps Discharge: 8.22 cfs � � U 0 C LL_ conform Wslope H OB O.S 90.85-255HWO � � Depth of Flow: L28 feet Channel Slope: 1.0000 � 30 20/ 13) ProlecUn9 � tj 30 13) ProlecUn9 �i p 3 0 00 08 Velocity: 2.50 fps Manning's n of Channel: 0.0290 Channel Slope: 0.5000 SK27 // e 0.7 0.T o v 9 0.7 0, yenning's n of Channel: 0.0290 z 24 OT Channel Lining: Class 3 Rip Rap Discharge: 30.22 cfs WaterElev Storage Acre Ft StorageCY StorageCF Storage GALLON AreaAcres Area S.F. r 24 5 o.T y 5 To use style,2) 3) 2, To use scale,z)or(a)pmlesl Freeboard: 1.00 feet 1 4 hoft.«.IlyI.s I.(1),h.n Depth of Flow: 83 feet Discharge: 15.77 cfs 6 hor¢ ,htio scale(1),ihan O8 0.8 Depth of Flow: 1.64 feet 1. .1 1. e svQ-le,l .....gg„ o.6 D,nd Q�-le,mea.....ugn o.6 Velocity: 4.49 fps 3 osxna°scales.«re�erse.s 3 D xna°scales.«reverse ss g.e p 802.0 0.17 270.4 7300.9 54614.E 0.18 7783.5 °B ,e Illusv.lee. Velocity: 294 fps +9 2 Illnsv.lea. 2 Channel Lining: Class B Rip Rap 803.0 0.35 566.9 15307.6 114508.4 0.19 8488.3 ,5 os Freeboard: 1.00 feet Channel Lining: Class B Rip Rap 803.5 0.45 725.1 19577.8 146452.5 0.20 8854.1 ,5 o.s 05 Freeboard: 1.00 feet 0.5 p 0 5 -- [12 1.p 05 SK67 2 HEADWATER DEPTH FOR HEADWATER DEPTH FOR C.M.PIPE CULVERTS C.M.PIPE CULVERTS WaterElev Storage AcreFt Storage CY Storage CF Stora a GALLON AreaAcres Area S.F. WITH INLET CONTROL OF 1963 WITH INLET CONTROL g 8 8 8 euaE„u of aLeucBOA�sL�.13sa FORA=13.61 CFS,USE euaE„u FOR A=20.45 CFS,USE 790.0 0.00 0.0 0.0 0.0 0.15 6743.3 1-24 INCH CMP WITH 2A0'HWD 136 INCH CMP WITH 2.55'HWD 7 OR EQUIVALENT.PROVIDE MIN.1.0 OR EQUIVALENT.PROVIDE MIN.1.5 791.0 0.16 257.9 6964.4 52097.4 0.17 7434.4 Z FT.COVER. FT.COVER. 792.0 0.34 541.E 14622.3 109382.5 0.19 8127.9 '^� J Q SK68 O Z C-19 Culvert Design(Under Emulsion Pad) I WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F. Z Q Q SEE THE SEDCAD 4 FLOW CALCULATIONS (FILE NAME:DA1 thru DAT prewnsUuct_25 yr.s«) 825.0 0.00 0.0 0.0 0.0 0.15 6579.8 _ 826.0 0.16 251.6 6793.5 50819.2 0.17 7256.3 J LU 827.0 0.33 528.4 14267.0 106724.5 0.18 7940.1 O 2 CHART 2 LL +eo ,o,opp S 69 r 189 - EXAMPLE (�) WaterElev Store eAcreFt Stora eCY Storage Stora eGALLON AreaAcres Areas.F. ,�4fi D=36Inch.,3.pee) fi ROAD DITCH DA 91 DETAIL g g g g C� 0W500° D=66ch (2) TYP CLEAN WATER DIVERSION DETAIL 826.0 0.00 0.0 0.0 0.0 0.07 2974.84000 (),32 6 3,0pp MAX.SLOPE SECTION�• HW 5 fi 3 D (feet) 5 6 (MAX.SLOPE SECTION) 827.0 0.07 116.3 3139.3 23483.E 0.08 3510.7 ,2p d 2.0pp (,) 1.6 5A 5 N.T.S. N.T.S. 828.0 0.1E 252.E 6819.2 51011.3 0.09 4056.3 Z ,os Viz) z.z 6.6 3 4 4 828.5 0.20 328.4 8865.E 66319.0 0.10 4339.3 98 j 80p0 •Din feet 3 3 �7.53 ft.--I �8.40 ft� 64 N 0=36.OBCFS 2 1 .00ft. Freeboard 1 1.00ft. Freeboard 2 Z r N dW 88 ft. 10 ft. W 2 T2 2 2 Z U 300 = 15 2 �� 2 2 J W O Z O 20 60 O PI F 15 1.5 54 W 4e < ,ao < Channel Design (Non-Erodible) Channel Design (Non-Erodible) u 60 Channel Type: Triangular, Equal Side Slopes 0 2 /o so = SCALE`NT*pE 10 o Dimensions: Left Side Slope 2.00:1 Channel Type: Triangular, Equal Side Slopes O Z w 4 4 n) Heatlwell w e o Right Side Slope 200:1 Dimensions: Left Side Slope 2.00:1 z) MI«.tlW W oa Wetted Perimeter: 3.95 Right Side Slope 2.00:1 O Q O 33 20 conform W slope Q 1 o.e Area of Wetted Cross Section: 1.5E Q � 30 (3) ProjecOng o 08 Wetted Perimeter: 4.92 �A 2T ,o w Channel Slope: 6.6000 Area of Wetted Cross Section: 2.42 Q W ¢ x o.T 0.7 o e Morning's n of Channel: 0.0390 LU 0T N 5 on.e.ale(2)«(3)nrei«t Discharge: 8.22 cfs Channel Slope: 10.0000 nori-MyW-1.(1),m.o oa Manning's n of Channel: 0.0450 V o-s�gM1tlnsrnetllmemmugn 0.6 Depth of Flow: 0.88 feet 3 ensalee nrre�eree.s oo Velocity: 5.27 fps ,9 ulusv.Wa Discharge: 15.77 cfs z Channel Lining: Class B Rip Rap Depth of Flow: 1.1 0 feet ,5 p5 05 Freeboard: 1.0o feet velocity: 6.s1 fps I hereby certify that this document was ` % CA 1.0 0.5 Channel Lining: Class B Rip Rap prepared by me or under my direct personal l 2 HEADWATER DEPTH FOR Freeboard: 1.00 feet C.M.PIPE CULVERTS supervision and is correct to the best of my WITH INLET CONTROL . 9 °RE"°°F PUBLIC-A°3'AN 1963 knowledge belief l FOR 36.OBCFS,USE nowedge and bee and that I am a duly :_ 1-361NCH CMP WITH 3.33'RWD - SEAL - OREQUIVALENT.PROVIDE MIN.1.5 licensed Pr fes 10 al ngineer under the = SHEET NUMBER FT.COVER. 048820 1z laws oft S t o N h Carolina. - 4�: (Signature) � ;'�. '`Q�� 02CO-005 Date: 3/13/2024 •, 1'1/g wN� w Y � 1100 U U) 1100FINAL GRA 1 ova FINAL CREST EL. = 1090.0 % 1100 � 1 /a wQ m 1 �� LU U 2. 2 7 20 ft. Bench (typical) o Q� O Q �� w� O J 2 0 1000 U z 21 PROPOSED GRADE U) 1000 ROAD BERM w� PHASE I U CONCENTRATE PLANT/CONVERSION PLANT ~ I Q CONVEYOR ACCESS ROAD NO. 1 1% Z - 2 ?'7 w 900 w 900 ROAD DIT H 2.-I 1 z � - - - I 21 EXISTING GRADE 800 0-) 800 PERIMETER DIVERSION DITCH , U WASTE ROCK PILE LINER SYSTEM W/ PERIMETER DITCH LINER ' w ROAD DITCH PERIMETER DIVERSION DITCH DIVERSION DITCH AT BERM #19 w W/ PERIMETER DITCH LINER m G N 700 700 ' O N 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 .1 .Q Q WASTE PILE CROSS SECTION C-C' SCALE: 1" = 100' U m ROAD DITCH ROAD BERM 11 �1% FINAL CREST EL. = 1090.0 1 o/a _ 1100 CREST EL. PHASE 1 = 1068.0 ?'7 20 ft. Bench (typical) Z Z Z Z PROPOSED FINAL GRADE 1 �0 0 0 1000 2 J 1000 PROPOSED GRADE WUJ< �U Y PHASE I o a U 21 U CL v O ?'7 W W ICU w w U)Q I W 900 Z1 ~ Q ?7 - SLINERENT BA IN 900 �, N o N \ w 3'1 U) � N � 3. z W EXISTING GRADE 4: PERIMETER DIVERSION DITCH z 800 W/PERIMETER DITCH LINER - _ 800 WASTE ROCK PILE LINER SYSTEM ED ED PERIMETER DIVERSION DITCH CO W/ PERIMETER DITCH LINER z_ 700 700 m z w 0 w U) 600 600 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 WASTE PILE CROSS SECTION D-D' SCALE: 1" = 100' N Z LIjW 04 0 INSET H TYP WASTE ROCK PILE FLUME DETAIL(Min.Slope Section) U U M `t Q Q_ INSET N.T.S. .. o oa) C-2 Culvert Design Z C-1 Culvert Design SEE THESEDCAD4FLOWCALCULATIONS SK26 18.33 ft. 0 0 C-17 Culvert Design C-24 Culvert Design SEE THE SEDCAD 4 FLOW CALCULATIONS (FILE NAME'.DA-5125 y-) LIj liJ C) U SEE THE SEDCAD 4 FLOW CALCULATIONS SEE THE SEDCAD 4 FLOW CALCULATIONS z Z (FILENAME:PHASE WASTE ROCK 25 yr.sW) Y LL.I LL1 Z SK28 NAME PHASE,WASTE ROCK PILE 2syr..v) ENAME REVISED SR,4_zfiyr.aa) WaterElev Storage Acre Ft StorageCY StorageCF Storage GALLON AreaAcres AreaS.F. U U LJ J 841.0 0.00 0.0 0.0 0.0 0.09 3855.8 1 1.08 ft. W W = Q V � J WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. CHART 2 842.0 0.09 148.3 4005.4 29962.4 0.10 4335.1 2 �� 0 0 U 0 t/'1 D_ LL_ 794.0 0.00 0.0 0.0 0.0 0.10 4267.3 CHART 2 000 CHART 2 CHART 2 843.0 0.19 314.4 8489.1 63503.1 0.11 4814.0 10.00 ft.� 795.0 0.10 166.8 4503.4 33688.0 0.12 5032.0 10T ,000 ee T e.000 ,ao EXAMPLE (�) ,60 +o.000 ,000 843.5 0.25 404.1 10911.0 81620.1 0.12 5057.9 1.00ft. Freeboar 796.0 0.22 362.1 9776.7 73134.9 0.13 5806.3 168 8,000 EXAMPLE 158 6,000 D=36 inches 13.0 feet) 6 ,ga s,000 T18000 t 6.000 _ i2) T EXAMPLE �� EXAMPLE ��) 158 B4O00 p=381nches(3.Oree0 g +� O 66� 0=36incAe5130fea,) 6 D=36incM1es(3.Ofaet) fi Channel Design Non-Erodible 796.5 0.29 470.6 12705.7 95045.5 0.14 6204.8 z °°° 56T 6a SK30 e 000 ,es s.000 5.000 5 fi g ( ) O=fifi cfs i 132 U HW' HW �3) 400° 146 4,000 5 g 3,000 D 11 11 5 6 144 4000 D=� (Z6 4 D=88 cfs �2) 132 U HW' HW (36 F HW' HW (3) 4 HW' HW 5 6 i3) w 3.00o D (-1) 5 0 g o00 6 5.4 5 � °°° 132 0 o0o Channel Type: Trapezoidal, Equal Side Slopes SK29 0 A 2,000 8 5.4 d 21 2.1 fi.3 4 w D (rest) 6 w o ( ) 5 fi WaterElev Storage Acre Ft StorageCY Storage Storage GALLON Area Area S.F. ,06 ,20 ,20 < Dimensions: e Side Slope (2) 2.1 8.3 Q 13) 2.2 8.8 3 d d 2,000 111 1.8 SA 5 d gp°0 (2) 2.1 SA 5 g27.O 0.00 0.0 0.0 0.0 0.04 1525.E 4 d Right Side Slope 2.00:1 108 (3) 2.2 8.8 3 4 7 1,000 'D In feai 108 (3) 2.2 6.3 ,O6 (3) 2.2 6.3 WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F. % 3 3) 2.2 6.6 d = 3) 2.2 6.fi 3 4 82&0 0.04 60.9 1645.4 12309.5 0.04 1949.6 Base Dimension: 10.00 8 g g g gs 1,000 'D m rest 0 soo 3 I_ 3 1,_ 'D in fee+ 6 T_ 'Dinfeet 793.0 0.00 0.0 0.0 0.0 0.26 11233.9 eoo ao 600 D=22.29CF5 °fi 00° 3 829.0 0.09 138.4 3736.7 27952.5 0.05 2389.3 a°° 3 9 3 Wetted Perimeter: 14.84 794.0 0.2E 427.0 11530.0 86250.7 0.28 12156.5 y 800 Q=]5.]3 CF$ 2 w 500 84 600 0=135.89 CF5 a4 ° Q=5.50 CF5 830.0 0.15 234.0 6318.3 47264.5 0.07 2893.4 soo 400 2 y 2 s00 2 Area of Wetted Cross Section: 13.13 795.0 0.55 888.3 23985.4 179423.2 0.30 13077.4 W 72 °° 2 2 0 7z 300 o s ° 72 400 w 2 4° 830.5 0.18 289.0 7801.9 58362.E 0.07 3200.3 795.5 0.70 1131.8 30559.7 228W2.7 0.31 13545.5 z u 300 3 1s = 60 200 z 300 / / s 5 300 s 5 Channel Slope: 5.0000 U eo zoo x 6 � o - , s z 200 / / x _ 200 i z ST-106 Manning s n of Channel: 0.0470 SK66 / 1 r' W O / MPIF N 5 5 p 60 O EXAMPLE N 5 ,5 o / / w J 48 Q '°° 54 w Discharge; 85.86 cfs J m ,00 / N so a w / ,0 w 100 / w WaterElev Storage Acre Storage CY Storage CF Storage GALLON Area Acres Area S.F. 9 -� WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F. d8 x / `- o °° HW ENTRANCE ❑ 3 e $ a 0 s a eo a 874.0 0.00 0.0 0.0 0.0 0.01 412.E Depth of Flow: 1.08 feet O g g 8 g o /� ❑ 0 42 0 - SCALE o ❑ 6'S.o=5.6 NW° ❑ Velocity: 6.53 fps 784.0 0.00 0.0 0.0 0.0 0.15 6750.8 Wo / ❑ W tL SCALE ENT T-CE - 1.0 0' 40 D ' 4 ,0 U p 6° HW ENTRANCE Z 1.0 0 U 2 O 80 HW ENTRANCE - TO f 0 875.0 0.01 17.0 459.0 3433.9 0.01 559.8 V Z (� /Neadwall W g 42 50 SCALE - p 4 50 SCALE K 40 ,.0 W 36 ❑ W D TYPE 2a W 40 D TYPE 2a Channel Lining: CLASS 1 RIP RAP 785.0 0.16 258.0 6964.8 52100.1 0.17 7437.6 n) Headwall o / 0 876.0 0.02 39.E 1068.E 7994.0 0.02 725.9 7• W 38 30 Q 33 I2) Miteretl[o 09 I1) Heatlwell pg F (i) Headwall 09 - 786.0 0.34 541.6 14622.7 109385.1 0.19 8134.7 (2) MB.redb w o.9 s / / m b W.lope a w 3fi 30 0 6 0 ❑ 9 Freeboard: 1.00 feet a o.a 0 / 877.0 0.04 68.E 1851.4 13849.7 0.02 936.E 33 E 20 2 MI,ereO W 0.9 2) Miteretl W p 2U coMo�m to slope 0.8 0S U I3) ProlecOn9 33 20 () wnform[o slope F Q 33 ( foro�lope H a ❑ o 0.8 6e ❑ < oa 878.0 0.07 107.9 2913.8 21797.0 0.03 1333.4 TYP WASTE ROCK PILE FLUME DETAIL(Max.Slope Section) 30 (3) Prolectln9 �i ❑ < Q '� V ST-110 U ❑ 08 27 0 30 3) Prolec8n9 0 31 Prole Ong v m 05 o a °' o.] o o.e o 1-1 < o.a $7$.5 0.08 133.2 3596.1 26900.7 O.Q4 1550.E N.T.S. 27 o v O 8 0.] 0.7 24 8 �IL7 Q 2 0.] 0.7 Q / x 0.] ] B ❑ T WaterElev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F. 2A g °] y 5 mae. al.(z)or(3)proi..t a 24 6 0.7 F a/ 17 ST-107 OI i N 5 To use seal.(2).r(3)project d „ommtally W scale(,),than O6 6 N 791.0 0.00 0.0 0.0 0.0 0.00 163.5 z, 4 airaigN inGined Tine M1rougM1 5 To uses ale(2)or(3)ProleG To .scale(2)or(3)prole 16•$2 f{, M1orizonUlly i scale(1),Oren 0.6 3 D and O scales,or reverse es g 21 6 M1ariwnteltyfi scale(+),iM1en / 4 M1or¢oMelh to scale(1).hK 1 • ■ eo-aigM10 mGm.min.mreagM1 oa ,e nweo-aretl. - aVai9N inc„ned„ne l„rop9M1 °g o.6 / DAnd Qi9Minn,One mron9„ °fi ag WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. W 792.0 0.00 7.0 187.8 1405.1 0.01 239.8 3 oeana D acm.a,or re..ra.as o e 0 3 Band D aealea,or reva,ae as 3 D And D aealea,or reverse as 793.0 0.01 16.6 448.3 3353.5 0.01 311.5 6 11--d. maha,ed. 08 n °B 839.0 0.00 0.0 0.0 0.0 0.00 162.8 1 +e inaavacetl. s o6 O s 840.0 0.00 7.0 187.8 1405.0 0.01 239.2 2 7 f U 1 , 794.0 0.02 29.1 784.E 5869.E 0.01 404.7 Z 05 +o o.s ,5 o.s 05 6 os os 841.0 0.01 16.6 448.1 3352.0 0.01 310.9 10.00 ft.� 795.0 0.03 45.9 1240.2 9277.5 0.01 571.8 +o os ,.0 05 ,.o os 795.5 0.04 56.7 1532.2 11461.8 0.02 665.5 12 HEADWATER DEPTH FOR 842.0 0.02 29.0 784.3 5866.7 0.01 406.1 HEADWATER DEPTH FOR C.M.PIPE CULVERTS ,z 843.0 0.03 45.9 1239.8 9274.3 0.01 573.3 1.00ft. Freeboard C.M.PIPE CULVERTS WITH INLET CONTROL HEADWATER DEPTH FOR HEADWATER DEPTH FOR C.M.PIPE CULVERTS C.M.PIPE CULVERTS 543.5 0.09 56.7 1531.8 11458.4 0.02 665.9 WITH INLET CONTROL �FORIQ-11,29CFS,USE WITH INLET CONTROL WITH INLET CONTROL Channel Design (Non-Erodible) OR E1-30NQUIVALENT. PROVIDE HWD FORA=136.89 CFS,USE --,ary Mesa�FERIQ�1,11CFS,USEST-108T WOR EQUIVALENT.PROVIDE MIN.1.0 1-601 NCH CMP WITH 6.80'HWD 1-18NCH CIA WITH 1A-HWD Channel T e: Tra ezoidal, E ual Side Sla es iFOR 0=]5.]3CFS,USE FT.COVER. YP P q P OR 142 INCE CMP QUIVALENT.IPH5.53' MIN.2.0 FOREQUIVALENT.PROVIDEMIN,10 OR EQUIVALENT.PROVIDE MIN.1.0 Dimensions: Left Side Slope 2.D0:1 COVER FT.COVER. WaterElev Storage Acre Ft StorageCY StorageCF Storage GALLON AreaAcres Area S.F. LU WORST CASE WASTE ROCK PILE DIVERSION DITCH FT.COVER. Right Side Slope 2.00:1 DETAIL(MIN.SLOPE SECTION) = T WORST CASE WASTE ROCK PILE DIVERSION DITCH 840.0 0.00 0.0 0.0 0.0 0.01 309.5 Base Dimension: 10.00 i J N.T.S. DETAIL(MAX.SLOPE SECTION) 841.0 0.01 12.9 349.0 2610.8 0.01 436.7 O C�n/� N.T.S. 842.0 0.02 30.5 824.5 6168.0 0.01 567.3 Wetted Perimeter: 13.15 V� r v 843.0 0.03 53.2 1436.1 10743.0 0.02 735.1 Area of Wetted Cross Section: 8.03 J 16.82 ft. 12.83 ft. I 844.0 0.05 83.9 2266.0 16951.0 0.02 1042.2 Channel Slope: 50.0000 1.00ft. Freeboard 844.5 0.06 103.7 2798.8 20936.3 0.03 1212.6 Manning's n of Channel: 0.0710 O O Discharge: 85.86 cfs LL 1 1 � 1 1 =2.2ft. ST-109 Depth of Flow: 0.70 feet 0 r W 3.20 ft. 2 2 2 2 I WaterElev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F. Velocity: 10.67 fps � 0 1 840.0 0.00 0.0 0.0 0.0 0.01 309.5 Channel Lining: CLASS 1 RIP RAP Q Channel Design (Non-Erodible) 942.0 0.02 30.5 824.55 668.0 0.01 567.3 1.00ft. Freeboar 1 l 941.0 0.01 12.9 349.0 2610.8 0.01 436.7 Freeboard: 1.00 feet A ,w Channel Design (Non-Erodible) li v Channel Type: Triangular, Equal Side Slopes 843.0 0.03 53.2 1436.1 10743.0 0.02 735.1 Channel Type: Triangular, Equal Side Slopes Dimensions: Left Side Slope 2.00:1 844.0 0.05 83.9 2266.0 16951.0 0.02 1042.2 ,t t 1 1 1 11111 Dimensions: Left Side Slope 2.00:1 Right Side Slope 2.00:1 844.5 0.06 103.7 2798.8 20936.3 0.03 1212.E Right Side Slope 2.00:1 I hereby certify that this document was �, -11\ CAR( Wetted Perimeter: 9.87 prepared by me or under my direct personal Wetted Perimeter: 14.33 Area of Wetted Cross Section: 9.74 ASS/ Area of Wetted Cross Section: 20.53 supervision and is correct to the best of my � O ,•'pF O,y., 2 Channel Slope: 10.0000 Q 9 Channel Slope: 0.5000 Manning's n of Channel: 0.0480 knowledge and belief and that I am a duly _ Q SEAL Monning's n of Channel: 0.0290 licensed rof s Tonal Engineer under the _ = SHEET NUMBER Discharge: 94.54 cfs 048820 Discharge: 94.54 cfs Depth of Flow: 2.21 feet laws O Sat N rth Carolina. Depth of Flow: 3.20 feet Velocity: 9.70 fps 79 �GI N��'� 02C0-006 Channel Lining: CLASS B RIP RAP (Signature) � ' Velocity: 4.61 fps Q ��-� Channel Lining: CLASS B RIP RAP Freeboard: 1.00 feet •�\ `� 4B /'t�//IIt11111\ Freeboard: 1.00 feet Date: 3/13/2024 �01111 � INSET K 1000 1000 6'HIGH FENCE WITH 2"X 4" OPENINGS SK32 Water Elev Storage AcreFt Storage CY Storage CIE Storage GALLON Area Acres Area S.F. EX�pup10 O 782.0 0.00 0.0 0.0 0.0 0.15 6674.1 SAFETY BENCHES 2 -II 'IGR 14 ft. Basin Access 11rnTYP-t -III-ITI-II J 783.0 0.17 271.1 7319.5 54753.4 0.19 8474.6 1 r- -I IIrI I- QUARRY I BE - - - r,0 784.0 0.37 598.8 16167.7 120942.5 0.22 9585.5 FILLED WITH i 11-1i1-' 00 785.0 0.60 964.5 26042.4 194810.5 0.24 10422.2 WATER I j DURING MINING GRADE 12 FT. HIGH SCREENING (SOUND)WALL 900 785.5 0.72 1158.4 31275.5 233956.8 0.25 10938.1 900 Q BERM sK�o Q 0_ 12°TYP 1% 1% Water Elev Storage AcreFt Storage CY Storage CIE Storage GALLON Area Acres Area S.F. d 11 m TY O010 `9 0 840.0 0.00 0.0 0.0 0.0 0.03 1495.9 ILL 841.0 0.04 59.9 1616.5 12092.2 0.04 1877.7 U 842.0 0.08 134.1 3620.4 27082.8 0.05 2274.7 z 800 SB-16 DIVERSION DITCH DA-42 800 a42s o.11 v6s a772.7 3s7o2.1 0.06 2482.2 w Z EXISTING GRADE DIVERSION DITCH DA-47 L) o CO 700 700 • w 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 G CONCENTRATE AND INDUSTRIAL MINERALS PLANT PAD o CROSS SECTION E-E' TYPICAL RECLAMATION TO LAKE Q SCALE: 1" - 100' PIT CROSS SECTION Q N.T.S. - • > U � } I m 1000 Q Q 1000 a) p m a) z z m in a)cc O O 12 FT. HIGH SCREENING (SOUND)WALL ca m ROAD BERM J� �o 900 UI Iv BERM DURING MINING GRADE EXISTING GRADE Lu D_ 900 w w 00 0% CRUSHED ORE PAD 00L 4 0 0 0- w ONING FENCE 5 ZIP 2 S/ 0% 0% 5� �HEPHZIBAH CHURCH ROAD 800 ROAD DITC HAUL ROAD DIVERSION DITCH DA-44 800 700 700 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 CONCENTRATE AND INDUSTRIAL MINERALS PLANT PAD CROSS SECTION F-F' C-8 Culvert Design SCALE: 1" - 1OO' SEE THE SEDCAD4 FLOW CALCULATIONS N (FILE NAME:DA4i]_25 y,sa ) F Z W � N � M O Y CHART 2 U N INSET Jo.opp J 0 18gT 8,000 EXAMPLE (�) Q LLI J 15fi 5,000 D=36 incM1ea(3.O feat) fi m WORST CASE PLANT AREA DIVERSION DITCH 132 p=88 O (kM 5 (25 (36 Q SK36 DETAIL(MIN.SLOPE SECTION) C-3 Culvert Design C-4 Culvert Design C-6 Culvert Design C-7 Culvert Design O o w zo SEE THE SEDCAD 4 FLOW CALCULATIONS SEE THE SEDCAD 4 FLOW CALCULATIONS SEE THE SEDCAD 4 FLOW CALCULATIONS SEE THE SEDCAD 4 FLOW CALCULATIONS a 2,000 (P) 28 E3 d s •N In Q N.T.S. (FILE NAME:REVISED SB,4_25 yr.se4) (FILE NAME:REVISED SB14_25 yr..W) (FILE NAME:CULVERT C-6_100 yr.s.) NAME SB-180URING MINING Do yr sc4) 108 Q K (3) 2.2 6.6 3 6 W o- 98 F O •Din feat 3 � WaterEIev Storage Acre Ft Storage CY Storage CIE Storage GALLON Area Acres Area S.F. gpp 3 807.0 0.00 0.0 0.0 0.0 0.03 1344.0 CHART2 CHART2 e` N soo 0=13.99CF5 \ N 808.0 0.03 54.9 1481.2 11080.1 0.04 1789.7 18.1 ft. CHART 2 CHART 2 w x 2 No 400 2 I•01 rn f0,000 gp ,Q000 180 '0� U 3pp ❑ tz 809.0 0.08 126.6 3418.1 25568.9 0.05 2271.0 p,000 w Sggg z _ 5 p 6000 i6B S000 sg 8,000 18g EXAMPLE 2 N 88T EXAMPLE T EXAMPLE EXAMPLE (�) (�) Z 2p0 N 810.0 0.13 217.2 5865.1 43874.2 0.06 2831.4 'ap I (�) g,000 (I 56T g,000 D=81ncM1ea(3oo,0) fi 60 Q ro 5 5 igg 6,000 0=36 inMas(3.0 feet) 6 5.00o D=36IncM1ea(3.0 feet) 8 5,000 D=36lncnea(3.0 feat) fi \ 5'0°° Q=88 cf. (2) 0_ 1 1 5,000 D=gg (2) Q=6- (2) d Q=88 (2) 44 d,Opp W 810.5 0.17 270.4 7300.8 54613.5 0.07 3125.7 144 1. 4.00o O 3.53 ft. 4,00o HW' HW g fi 3 4,000 5 6 HW' HW 5 6 (3) 32 U HW 5 gNN 2 2 I 32 U 000 () 32 U a sp 1y D (feat) 5 fi W 3.000 p (� 5 (3) ,32 U 3.000 D (kM) 5 fi S- EE U' ~ F F o (feat) s (3s a� < Z 120 d IL 2,000 (11 1.8 5.6 5 '20 A 2,0oo (1) 11 5.4 5 120 ~ W �J 120 D_ 2,000 (2) 1.8 5.4 5 d 2,000 (1) 1.8 SA 5 U _ (2) T. 6.3 4 (2) IS 5.3 ,O8 (2) 2.1 6.3 • 108 (2) 2.1 g.3 • � 42 O 50 - SCALE ENTRANCE/� 1.0 1.0 EE (1) .44�adwall 10 1.00ft. Freeboard 08 J 3) 2.2 8.g 4 08 Q 3) 2.2 3 p2 6.6 3 4 p2n lee 3 4 40 D tt� a 9 gg KQ 1,000 'Din feel 3 gg CF 1,000 'Din feet 4 1,000 in ee 3 96 '•� 3 W 36 / O 0 800 3 j 800 3 j Soo 3 a0° 3 < 33 D) Mitered to 0.8 8a fi00 Q-89.95 CFS 8d fi00 Q-2],p CFS ad fi00 Q-16360 CF5 O 20/ wnform Wslope Q 0.6 g Q-34.15 CFS B4 H 800 2 2 Channel Design (Non-Erodible) 500 ro w oo d p N W 500 2 N 500 IS) Fro Slag O B N 400 W 2 400 2 w ]2 400 2 2 ]2 ro 2 2 K 2] / rp ¢ N j 2 ]2 2 2 EE u 2 2 O Q EE U " goo c3 ' 30o g z ro 30o S c3 ro 3oa / a U U N Channel Type: Triangular, Equal Side Slopes Z = ,.5 0 3 ,.5 z 3 15 Z❑Z q p _J J p O rn Z 3 Z 2 200 ? 2.a EE Q 6 p °' UJIDimensions: Left Side Sloe 2.00:1 =_ 2pp g o0 60 1.g N U) O 5 To use scale(2)a1((1 praiect \ P fi0 O PIF N 5 5 p ° O PLE 5 O O EXAMPLE N 5 5 O -� W 5� N21 d or¢oMellY toswld(1),wen Right Side Slope 2.00:1 0 gq w e sUaignundwed n...... °s [o,, p p Q U 50 0 K 'U ~ 0=5.16'HWD K f00 W 'w W C-5 Culvert Deign ae x e ¢_ 46 x ¢_ a siraed. w mo w w 54 Iz mo Q 3 D and p scales.«reverse as o.g _ SEE THE SEDCAD 4 FLOW CALCULATIONS Wetted Perimeter• 15.79 ¢ a J Q (FILE NAME:REVISE05B14_25 yr.s«t) > 48 y e U y e p U y � ❑ U So`U BD ❑ 2 .. 0 Area of Wetted Cross Section: 24.94 U 42 \ ❑ 50 HW SCALE ENTRANCE 1.0 0 w0 62 ❑ 5o HW SCALE ENTRANCE 15 ,0 LLO 62 ❑ 50 HW BCA E�NTRANCE 1.0 5 2 ❑ 50 HW SCALE ENTRANCE le -le O D TYPE I D TYPE EE D TYPE S 4 / D TYPE EE 5 05 O K 40 EE 1.0 C: 40 d r.0 D: 40 I W 1) DI d0 d 1.0 0.5 p 1) Heatlwall (1) Headwall W / (1) Heatlwall 08 W (1) Headwall 08 10 0.5 Z Channel Slope: 0.5000 W 38 o O 08 W g 3o p 6 ❑ 6 30 p CHART2 Mannin '$ n of Channel: 0.0395 Q \ 2) MBeretl to D o9 Q 33 (2) MBered to 0.9 Q 33 (2) me.-to 0.8 33 0 21 Miered o ..A Ld p g 33 20 orfomtoslape f O 0.8 12 W O zo "-wslwe ❑ 20 oe wnf°.«walope og Z Z Y LLJ W Z H wnwmwalwa 1 g.g gg ❑ a oe g.g ¢ o.e a HEADWATER DEPTH FOR 30 (3) Proiddma Lei 30 (a) Pmledlw 3 30 (3) ProiddirN o o.e d 30 (a) Proje.6ng o 08 C.M.PIPE CULVERTS C9 Discharge: 89.95 cfs o "Z < °.5 ❑ °B ❑ g w 1p g WITH INLET CONTROL U Li igg B.OW EXAMPLE K 21 to 10 V) Q LV ~� Q O LV T (�> Depth of Flow 3.53 feet a Q EE 0.7 0.] a x °7 o.] o g EE °' °' / 156 60W P ❑ a � - 0.] ❑ 8 ❑ g Z 24 FOR Q=13.99 CFS,USE Li _ �l U D=36 in-(3.0 feet) 6 ° Z 26 p,] 24 0.] Q 6 1-241NCH CMPS WITH 2.34'HWD U p (/� LL 5'0°0 D=ggd, (2) Velocity: 3.61 fps 24 p.] g p.] 6 144 6,pp0 s fi ° N N 5 y 5 To use scale(2)or(3)Protect 132 (? tL' HW (3) N 4 To use style(2)or(3)prelact = 21 5 To use scale(21 or(3)projecl 1 M1or¢Melly to scela((1)PM1e , og FT.COVER. OR EQUIVALENT.PROVIDE MIN.1.0 3,000 21 4 n°rIP-11,to scat,it),Uren 2 0.fi (feat) 5 fi M1amm�telNw wale(i),wen e'Hwp Channel Lining: Class 6 Rock Rip-Rap 06 062 60 20 a Dand p wale,.«reverse,. De 132 3 Dantlpwales,«reverse ea 06 4 -ea,Rto seed d (21 2.1 6.3 4 18 use sirQ iodine-line UrougM1 0.8 1B use streigM incliwdline inrougM1 o8 3 en g 2g00 (11 1.8 5.6 5 Freeboard: 1.00 feet Dand p,ple,orre arse as pg u,e,aaigMlnclinetl linewro gn O.fi se I1y Inclined Ilna tnrougn 3 D antl O wale,,or reverse a, p.8 Ilusirated. illaavatdd. 1a illaavatdd. 2 ,a, J (a) 2.2 6g 3 4 inusVetea. 2 98 F '�_ •Dinfeet 3 15 0.5 15 0.5 15 OS 5 0.5 0.5 0 gpp 0.5 0.5 10 0.5 0.5 To 05 _ 3 WORST CASE PLANT AREA DIVERSION DITCH to D.5 15 °s ed � ggg Q-50.]]CFS ro 500 DETAIL(MAX.SLOPE SECTION) -12 ro 4ao 2 2 HEADWATER DEPTH FOR HEADWATER DEPTH FOR CE ]2 HEADWATER DEPTH FOR HEADWATER DEPTH FOR C.M.PIPE CULVERTS C-25 Culvert Design N.T.S. C.M.PIPE CULVERTS C.M.PIPE CULVERTS cg LL Sop ::�_l C.M.PIPE CULVERTS WITH INLET CONTROL SEETHESEDCAD4 FLOW CALCULATIONS WITH INLET CONTROLz WITH INLET CONTROL WITH INLET CONTROL naps„,, ( _ rea ) z suREAUOFPUBLI�ROAps�AN.r BUREAuaEPpHucaonas�nN.r FOR Q=163.6D DES,USE FILE NAME:3B-18 DURING MINING 100 cd tit 60 200 ,5 IFOR Q=27.10 CFS,USE ❑^ O PIF 1.5 s. FOR Q=34.15 CFS,USE eeJ FOR Q=89.95 CFS,USE 1-301NCH CMPS WITH 3.15'HI 1-601NCH CMP WITH TD HWD r DIDw 1481NCH CMPS WITH 2.48'HWD 1-081NCH CMPS WITH 5.16'HWD OR EQUIVALENT.PROVIDE MIN.1.25 OR EQUIVALENT.PROVIDE MIN.2.5 OR EQUIVALENT.PROVIDE MIN.2.0 OR EQUIVALENT.PROVIDE MIN.2.0 CHART2 FT.COVER. FT.COVER. v de EE 14.9 ft. Z U 0 ❑ _ N 60 HWE ENTRANCES Z 0 1.00ft. Freeboard D, D TYPE F 168 EXAMPLE _ Heatlwall 'S w 8.000 (,�) W 36 30 (') ❑ 9 1 1 }� 156 Q.W D-36 in oo(3.0 feet) 33 (2) Mgeretl to o8 2'72 ft• 64 mi 4000 °=66 ch (2) 0 o wrfomto oI.P. a o.a pa 2 2 w �00 HW' HW (3) O (3) Pj_w C-11 Culvert Design D (1a,1) 5 6 '^ 30 ❑ °B C-9 Culvert Design C-10 Culvert Design C-16 Culvert Design o V+ Q ¢ Q SEE THE SEDCAD 4 FLOW CALCULATIONS u 2p00 Ill t.e sd 5 2] 10 SEE THE SEDCAD 4 FLOW CALCULATIONS SEE THE SEDCAD 4 FLOW CALCULATIONS SEETHESEDCAD 4 FLOW CALCULATIONS 121 2.1 6J a EE 0 7 0.] (FILE NAME:WORST CASE HAUL ROAD DITCH (FILE NAME:DA-]4 ROAD CULVERT yr.srA) too 2 66❑ g - yDITC (FILE NAME:DA-]i_25 yr.arA) (FILENAME WORST CASE HAUL ROAD HAUL ROAD DITCH ¢ (3) 2. 7 BASED ON WORST CASE FLOW FOR A HAUL ROAD DITCH BASED ON WORST CASE FLOW FOR A HAUL ROAD DITCH gg j 'D In feet Q` a U r N a ease 1tInd.In.reel o6 Channel Design (Non-Erodible) g w J v 21 Toriwn-1.(2)or C)raj g ,.sbalg 1-ordoneUropgn os CHART2 500 o and D,wla.grre arse a. os CHART2 CHART2 CHART2 w o0 e °°°'e Channel Type: Triangular,pEqual Side Slopes ap gpp Q 2 N 300 / 5 Dimensions: Left Side Sloe 2.00:1 gp °.� 90 ' °°° z O F 0.5 RI ht Side Sla a 2.00:1 188 8'0°° EXAMPLE 88 8,0005°° EXAMPLE 18g g�pOp 60 - 200g p T (�) ' T EXAMPLE (�) T 'IEXAMPLE (�) ❑^ O Fxai.l."�0.5 15fi 6�� 15fi 6,000 156 I 6,°°0 D=36 incnes(3.0 feet) 6 15fi I g� D=38 inche5130feat) g W D=36 io-(3.0 feet) 6 D=36IncM1e.(31)feat) 6 5,000O=gilds (2) S.Opp p=88 cf. (2) p=66 d, (2) 5.000 O=gilds (2) C t WWetted Perimeter: 12.18 1. :ii q 40 5 6 44 4,000 5 8 1. 4,- 58 > 00 HW' HW (3) HW' HW (3) HW• HW (3) HW' HW (3) - HEADWATER DEPTH FOR Area of Wetted Cross Section: 14.83 32 3'0°° D (feet) 5 6 32 U 3,- 0 (ee) 5 fi 132 U Fee D (foal) 5 6 32 U 0p0 0 Ieatl 5 8 U O C.M.PIPE CULVERTS o so - gD�g +5 120 d 2,oW l l 1.8 SA 5 120 e 1 1.8 SA 5 120 i) 1.8 5.4 g 120 WITH INLET CONTROL ' 2.000 O g 2,000 ( a 2,- 11) v1 5.4 s qg D TMFE Channel Slope: 2.0000 a 21 2., g.3 4 2) 2., g.3 w (1) a 108 Fs 2.1 fi.3 108 (2) 2.1 fi.3 108 fog CFS,USE P Q (3) 2.2 6.fi 3 6 Q (3) 2.2 fi.fi 3 4 Q (3) 2.2 6.6 3 4 Q (3) 2.2 6.6 3 4 36 3g Headwall W - 1d21NCHCMPWITH3.]8'HWD Mannin 's n of Channel: 0.0395 R' K K K OR EQUIVALENT.PROVIDE MIN.1.5 9 98 F 3 98 con omi osope g U 1,opp 'Din feet U Teae 'D In feat 3 96 F 1,000 'D In feet 3 96 U '•� 'D in feat G 20 FT.COVER. ] gpp 3 ] gpp 3 U 800 3 ] 800 3 3 30 (3) rolM 9 3 Discharge: 89.94 cfs g4 bop Q-18.59 CF5 a4 boo O 8.93 CF5 K 84 F gpp Q 16s9 CFS 2 0 Q oe N N 2 8a H Ba0 Q-25.81 CFS W Depth of Flow: 2.72 feet w 6500gg W 600 lea 2 n w Opp ❑ 8 W Velocity: 6.07 fps U 7 2 W 300 2 2 Z 72 YJ 300 2 2 = 2 I LL 400 2 2 U ]2 LL 3W _ 2 2 F 6 U IS U 1 5 U 11 300 p Z U ❑ 1.5 , 5 scale 121 or(3)proled = Z - _ z U 5 3 wl,ware D),wan g W Channel Lining: Class B Rock Rip-Rap s fi0 0 20o EXAMPLE 15 Te 60 0 �°° y To g a Bg � 200 = 0 60 0 200 PLE n 1.5 s e Bel"" '"e,;°an g Freeboard: 1.00 feet sa w sa w o ° all 5 5DO 1W t35'20'-2.]0'HWD 48 EE / Q 4B LU 2 1.19'2.0=236'HWD Q 100/ 48 = U rU/3 BD / ❑ U V BD 48 U 80 1.18.25'=2.95'HWO U N fi0 / ❑ 1Z0 0.5 O p HW TRANCE 10 HW ENTRANCE HW TRANCE p TYPE EE 1.0 O ❑ D TYPE /EE 'S 1.0 U O HW ENTR4NEE z 11) 1.0 0 ❑ D TYPE EE '0 1.0 42 50 SCALE 42 50 SCALE w 60 42 50 SCALE 40 15 C: 40 / 15 O 42 50 BCALE W 4e d 12 DID ry� Headw.6 w oe w (11 B>a If w 9 Al D / HYPE F ,o (,� Headwall _ '0 HEADWATER DEPTH FOR _ as 30 / ❑ as 3a /° ❑ F w 3s 30 / o C.M.PIPE CULVERTS �1) N..dwall Q 33 20/ (2) Mit«atlw o8 ¢ 33 / 1 W 30 a 33 / ) WITH INLET CONTROL p conform to slope f pg 20 (�) N'I form to slope f 0.8 M 36 / K 20 (2 wn`form to slope F 0.9 auREnu of I-IN konos Alr I-r O ¢ oS O ¢ 0.6 p_g ¢ (2) Mi@red to W U.9 ❑ 08 OB U 30 / wnform w,lopa Q C, 30 / 1-021NCHCMP WITH 5.50'HWD (31 ProjecOng 30 �[3) projecgng 3 p 33� / 20 pg a FOR O=]s.9]CFS,USE ❑ O B U ❑ 0.8 0.8 (3) Prolec8n9 3 o.e O 2] 10 ¢ 2] 0 / ¢ U ° 13) Projecling ❑ 21 10 OR EQUIVALENT.PROVIDE MIN.2.p / EE 1 _ ' O °.g d' / 2 FT.COVER. W B o.] 0.7 x 0.] K 2] io ea O 8 0.] 0.] Q Z 24 4 0 Q x °.] Z 24 Q F 5 0.] F 6 0.] ❑ g 0.] ¢ 6 0.] To use walew(2)or(3)Prole- / 5 To use scald(2)or(3)project Q g 0.] N 5 To use scale(2).1(3)Protect ■ 21 6 M1anzonlalN scale(,),wen g_g 1 d M1or¢oMellY to scale(1),wan 06 N 21 4 M1onzonwlly w scale(1),1M1en °.g W .e.iralgM1t iodine-line UrougM1 0.6 se,gaigM inclinetl line tnrougn O.fi 21 5 To use walo(2)or(3)proied use straight inclined ins .gh 0.6 3 Dand Q,ple.,or reverse a, / 3 D antl p wale,,«reverse a. 4 M1°rizontally to s I,(1),then 3 D and Q scales,or reverse es 18 illu el. 08 18 Illustrated. °B use straight iwllnatl linawrougM1 °8 0.8 18 IIIu,Uated. 06 2 2 3 D antl Q scales,or reverse ae 0.6 2 18 illuatreted. 15 05 0.5 15 OS 0.5 15 To 05 15 1.0 05 ,.p 05 o.s ,tt11111//� 2 HEADWATER DEPTH FOR 12 HEADWATER DEPTH FOR HEADWATER DEPTH FOR 12 HEADWATER DEPTH FOR I herebycertify that this document was ♦�, CAR( C.M.PIPE CULVERTS C.M.PIPE CULVERTS C.M.PIPE CULVERTS y ♦ / C.M.PIPE CULVERTS ♦ / WITH INLET CONTROL WITH INLET CONTROL WITH INLET CONTROL CO O WITH INLET CONTROL prepared by me Or Under my direct personal ♦ < ♦ FOR IQ=16.59 DES,USE FOR Q=6.93 CFS,USE 6uleLau�t Pu6LIs 1e�,.us pan.r FOR Q=16.59 CFS,USE • • 1-241NCH CMP WITH 2.]0'HWD r 1-181NCH CMPS WITH 2.38'HWD Y53 JFORIQ�21.81 CFS,USE 1-241NCH CMP WITH 2.T0'HWDsupervision and is correct to the best of my O ,••O��.SLSO •OR EQUIVALENT.PROVIDE MIN.1.0 OREQUIVALENT.PROVIDE MIN.1.01-30NCH CMP WITH 2.95'HWD OR EQUIVALENT.PROVIDE MIN.1.0 n/,a FT.COVER. FT.COVER. OR EQUIVALENT.PROVIDE MIN.1.5 FT.COVER. knowledge and belief and that I am a duly "9�'a license it s 'on I Engineer under the = SEAL _ SHEET NUMBER laws o t o h Carolina. 048820 = P • ��v (Signature) ;'•. '`P 02CO-007 Date: 3/13/2024 /,� GI/B, wN�`♦ INSET L INSET M INSET N INSET O INSET P C-14 Culvert Design C-15 Culvert Design SEETHE SEOCAD 4 FLOW CALCULATIONS (FILE NAME'.WORST CARE ROAD DITCH 25 yr.sc4) SEE THE TEASED 4 FLOW CALCULATIONS (FILE NAME:WORST CASE HAUL ROAD DITCH 25 yr.sW) BASED ON WORST SATE FLOW FOR A HAUL ROAD DITCH SK33 SK45 SK49 SK37 CHART CHART2 SK63 608 8,000 ,308 ID.Ooo t(. WaterOev StoragePcreR StorageCY StorageCF. Storage GALLON Areaac AreaS.F WaterElev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F. WaterElev StorageAaeFt StorageCY StorageCF Storage GALLON Area Acres AreaS.F. 6 a,99 WaterElev StorageAcreft Storage CY Storage CF Storage GALLON Area Acres Area S.F. Water Bev Storage Acre-R Storage C.Y. Storage C.F. StorageGALI_ON Prea ac Area S.F. T EW,MPLE (1� ,6 T b.000 Es,MPLE (�) 769.0 0.00 0.0 0.0 0.0 0.16 6753.6 832.0 0.00 0.0 0.0 0.0 0.20 8897.3 791.0 0.00 0.0 0.0 0.0 0.17 7373.6 fi o.000 °_36.^G,es(30f-) s 15o I b.000 767.0 0.00 0.0 0.0 0.0 0.07 2970.7 805.5 0.00 0.0 0.0 0.0 0.04 1705.9 2 6.000 ° 361^`M1ea(3o q 770.0 0.1E 258.0 6964.8 52100.4 0.17 7439.E 833.0 0.21 338.4 9138.0 68357.3 0.22 9680.2 792.0 0.17 281.6 7603.6 56879.1 0.19 8123.4 °° 000 °-� (s - 4,000 Q 66"a (- J 768.0 0.07 116.3 3139.3 23483.5 0.08 3507.0 806.5 0.04 68.3 1843.8 13792.8 0.05 2130.7 132 d 000 LLW' HW 13) w Hw 3) 771.0 0.34 541.6 14622.7 109385.6 0.19 8135.1 769.0 0.1E 252.E 6819.2 51010.8 0.09 4052.7 834.0 0.44 705.9 19058.7 142568.9 0.24 10463.7 $07 5 0.09 152.5 4117.1 30798.1 0.0E 2569.3 793.0 0.37 591.2 15962.3 119406.1 0.20 8883.4 20 F D (reeq s F o00 0 (a) 6 769.5 0.20 328.4 8865.5 66318.5 0.10 4334.7 ° 6.3 0 a o0o i?i z8 83 808.5 0.16 253.2 6836.7 51142.2 0.07 3032.7 a o00 e s.a ° 3K38 e S.S6.6 ° < (3) 2.2 6.6 4 SK41 es F o0o D In rest 1000 D In ree, SK46 SK64 WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. a°° °-7ozcFs 800 WaterElev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F. °° Soo an N 6N) °=ss9 crs 756.0 0.00 0.0 0.0 0.0 0.03 1180.8 600 781.0 0.00 0.0 0.0 0.0 0.18 7970.1 WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Water Elev Storage Ave Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F. 757.0 0.03 47.9 1293.7 9677.3 0.04 1551.5 w 72 4o0 2 °°° 782.0 0.19 303.5 8194.7 61300.8 0.20 8701.3 768.0 0.00 0.0 0.0 0.0 0.03 1343.E 788.0 0.00 0.0 0.0 0.0 0.21 9119.5 z aoo / 5 ° 300 0 758.0 0.07 109.8 2964.5 22176.3 0.04 1938.1 z ? 200 x z z ° i 782.5 0.29 465.5 12569.1 94023.1 0.21 9067.2 769.0 0.03 54.9 1481.1 11079.6 0.04 1790.3 789.0 0.21 346.8 9363.8 70046.3 0.23 9908.9 g 60 a a 2 s i 758.5 0.09 146.2 3946.5 29522.0 0.05 2140.9 w 5 6 w 770.0 0.08 126.6 3418.0 25568.1 0.05 2272.3 790.0 0.45 722.9 19519.2 146013.5 0.25 10700.3 w 50 t 100 , SK42 771.0 0.13 217.2 5865.0 43873.3 0.07 2834.0 SK39 3 4e ao 48 °° / a U 42 ° 60 HW BCELE ENTRANCE /? ,.0 0 U 2 N 5° HDW lirry/E ° +.0 SK65 o D P/ x o 4 ° o SCALE � i WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. SK47 WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. w d0 Haa II a o9 ° w °° / Headwall w o 789.0 0.00 0.0 0.0 0.0 0.20 8896.3 w 36 30a o w 30 0 / ° WaterElev StorageAveFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 760.0 0.00 0.0 0.0 0.0 0.03 1414.3 33 /Mnaredta w o9 (2) Mderotlw 0.9 790.0 0.21 338.4 9138.0 68357.2 0.22 9674.7 .0 0 eGe m to alepe 00 O a 33 o ama�a al°Pa " WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 811.0 0.00 0.0 0.0 0.0 0.21 9118.0 761.0 0.04 56.8 1534.5 11478.7 0.04 1809.0 30 / a o a 1 .8 0.6 U (3) Pro de 3 30 (3) FrP.dI,g 9i 791.0 0.44 705.9 19058.5 142567.E 0.24 10456.7 812.0 0.21 346.8 9363.9 70047.0 0.23 9905.3 ° / ° / 9 oe 842.0 0.00 0.0 0.0 0.0 0.04 1798.3 762.0 0.08 128.E 3471.9 25971.9 0.05 2223.1 o M u} 843.0 0.04 71.4 1928.8 14428.3 0.05 2221.9 813.0 0.45 722.9 19519.3 146014.8 0.25 10695.4 762.5 0.11 170.2 4596.6 34385.1 0.06 2436.2 i 4 °' °' o / e 0' °7 Q 6 0.7 Q 26 0 7 SK43 843.5 0.07 113.1 3053.4 22841.3 0.06 2436.5 6 To use scale(.or(3)),1- N 521 To use scale(2)or(3)pMq SK40 4 hamm�iIght scale II),than 0.8 21 4 M1,rlm Iiy E,.1.(1),thl. 6 se siralgG lnGined line UrrougM1 0.6 eshaigM1t inclinetl llna thI-gM1 0.6 U WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 3 oard°aala.°rrea<raeas o.b 3 Dando alea,erreYarsaaa 0.6 • J SK48 a wa0a ed. ,6 naatrat.d. 771.0 0.00 0.0 0.0 0.0 0.20 8898.9 WaterElev Storage Ave Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F. 2 2 Lu 772.0 0.21 338.5 9138.3 68358.9 0.22 9676.2 WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 764.0 0.00 0.0 0.0 0.0 0.03 1412.7 0.5 o5 oz 0s 773.0 0.44 705.9 19058.8 142569.7 0.24 10460.4 830.0 0.00 0.0 0.0 0.0 0.22 9571.8 765.0 0.04 56.8 1534.5 11479.2 0.04 1810.E 10 05 0 0s 831.0 0.23 363.8 9823.2 73482.9 0.24 10381.7 766.0 0.08 128.6 3472.0 25972.7 0.05 2224.0 L 12 HEADWATER DEPTH FOR [12 0 HEADWATER DEPTH FOR C.M.PIPE CULVERTS C.M.PIPE CULVERTS 832.0 0.47 757.6 20456.5 153024.9 0.26 11192.2 ' N SK44 SK58 WITH INLET CONTROL WITH INLET CONTROL Np FOR Q=7.12 cFs,USE FOR Q=1ss9 crs,ILSE ' N WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 1-181 NCH CM PS wITH,.92'HWD aINCH CMP WITH 2.7o'OE JIVAHwD ' 768.0 0.00 0.0 0.0 0.0 0.04 1810.9 Water Flev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. FFTR COVERLENT PROVIDE MIN.1.0 FFTR COVERLENT PROVIDE MIN .1.0 - .Q 769.0 0.04 71.7 1935.0 14474.5 0.05 2214.2 751.0 0.00 0.0 0.0 0.0 0.21 9121.3 Q 769.5 0.07 113.2 3055.7 22858.5 0.06 2422.7 752.0 0.21 346.8 9363.5 70043.5 0.23 9912.2 753.0 0.45 722.9 19518.8 146010.9 0.25 10704.7 C-28 Culvert Design TC-2 Culvert Design SK59 SEETHE SEDCAD4 FLOW CALCULATIONS (FILE NAME:DA35 thr°DA57 prec-r-25 YR_REVISED.sc4) ' I Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. > 755.0 0.00 0.0 0.0 0.0 0.03 1147.3 756.0 0.03 46.9 1265.2 9464.1 0.04 1531.2 CHART 2 CHART 2 757.0 0.07 108.2 2921.2 21851.9 0.04 1941.8 T ' 758.0 0.12 185.7 5013.3 37501.7 0.06 2421.8 68T 8000 EXAMPLE t1) 6 8000° EXAMPLE 15fi 6,000 8000 D=361nches(3.0 feat) g rya) SK60 40 000 4-66i his(30feet) 6 (Z) 000 °=fi6G (2) ' W 4,0(0 5 6ILW HW HW' HW 5 6 (3) 132 U 300o D (fee) 5 (36 2 U 3000 LU D (feet) 5 8 W Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 20 g 200o m ,.e 6.4 5 0 a z000 zl z; 63 ° 5 761.0 0.00 0.0 0.0 0.0 0.03 1519.E °9 (3) 2.2 6.8 3 08 Q 3) 2.2 8.8 374 ° K F 1,00p •D in feet 3 6 U 1,000 'Din feet 762.0 0.04 61.0 1647.4 12323.3 0.04 1943.7 96 80o 763.0 0.09 138.5 3739.5 27973.4 0.06 2422.5 300 an 1 600 o=zp.7,cs 84 F 600 Q-3080 CFS 5o0 2 763.5 0.11 184.0 4966.9 37154.8 0.0E 2673.4 N 500 w 400 W 400 2 2 2 LL 2 z SK62 z 12 300 ° ' ° 300 3 15 z_ 200 So 200 ° N Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. ,00 w w 780.0 0.00 0.0 0.0 0.0 0.21 9123.5 W 4e a ao a 4e m ao 781.0 0.21 346.8 9363.8 70046.0 0.23 9909.7 42 ° 6o HW SCA E 60 H ENTRANCE z 0 g p ENTRANCE z i.p ,0 a 782.0 0.45 722.9 19519.2 146013.9 0.25 10702.8 0 42 w °W SCALE o D TYPE TYPE o , Hea� _ w �yy ~ = 36 0 o W C, Q 33 ( Mitered to 0.9 900 900 ST-112 Q 33 (2) Mi.- W 09 O wGom oslope Q 0.6 OB ° 20 c.f,.M GOP. Q 0.8 8 U (3) ProjaG ly U 30 (3) Proje"in9 -21 PROPOSED GRADE (A WaterElev Storage Ave Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F. ° 27 a 08 0 °, 07 1% 1% Z 747.0 0.00 0.0 0.0 0.0 0.00 131.0 o ap EE 07 ° -07 Q°I° 490 � 748.0 0.00 6.0 162.0 1211.8 0.01 225.4 6 °' 21 a °°aaa°'a(2)°r(3)P°ia" h 5 To use scale(2)or(3)projeG M1o,IZ Ily b scale UT Uren 0.6 a use-i ht inclinetl line throw h OB Q 749.0 0.01 15.3 413.0 3089.E 0.01 313.2 4 hon.ontally b-1.(1),then os Dand o scm er reYaraa aa9 os m .trigm,i.a n a gn ps i11-tad.750.0 0.02 28.1 758.2 5672.1 0.01 422.2 ,a ilwatratee. ~ 751.0 0.03 45.1 1218.1 9112.4 0.01 548.7 2 z 800 ° 800 752.0 0.04 67.0 1809.8 13538.1 0.02 710.0 06 05 +0 06 05 os 753.0 0.06 96.7 2612.2 19540.7 0.02 1007.4 0 os 0 753.5 0.07 115.8 3127.4 23394.7 0.03 1170.8 HEADWATER DEPTH FOR 12 HEADWATER DEPTH FOR EXISTING GRADE W 12 C.M.PIPE CULVERTS C.M.PIPE CULVERTS WITH INLET CONTROL WITH IN CONTROL FOR 0=30."CFS,USE FOR 0=20.71CFS,USE 1-361NIH IMP WITH 2.94'HWD ,-301NCH CMPS WITH 1.13'HWD OR EQUIVALENT PROVIDE MIN.1.5 OR EQUIVALENT.PROVIDE MIN.1.25 FT.COVER. FT.COVER. 700 1 1 1 1 700 ME DETAIL(Min.Slope Section) TYP TOPSOIL PILE FLUME DETAIL(Max.Slope Section) TYP TOPSOIL PILE FLU p+pp 1+00 2+00 3+00 4+00 5+00 6+00 7+00 $+00 9+00 10+00 11+00 12+00 13+00 N.T.S. N.T.S. TYP CLEAN WATER DIVERSION DETAIL (MIN.SLOPE SECTION) N.T.S. 15.82 ft. 15.29 ft. ~ ~ 0o�4ggg uj f� ft� 1.00ft. Freeboard M M 1 T.66ft. Freeboard 1 TTAt. Freeboard 9.13 ft. o O 2 10.00 ft.� 2 T 2 10.00 ft.� I I 1 of of TOPSOIL STORAGE PILE CROSS SECTION G-G 2 �( Channel Design (Non-Erodible) Channel Design (Non-Erodible) w w SCALE: 1 = 100 � CLCL Channel Type: Trapezoidal, Equal Side Slopes Channel Type: Trapezoidal, Equal Side Slopes Channel Design (Non-Erodible) O Dimensions: Left Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1 •N w o Right Side Slope 2.00:1 Right Side Slope 2.00:1 Channel Type: Triangular, Equal Side Slopes > rn V) Base Dimension: 10.00 Base Dimension: 10.00 Dimensions: Left Side Slope 2.00:1 Ld Ld Wetted Perimeter: 12.04 Wetted Perimeter: 11.44 Right Side Slope 2.00:1 Area of Wetted Cross Section: 4.98 Area of Wetted Cross Section: 3.42 Wetted Perimeter: 5.73 LLUE-RATE OF APPLICATION(tons am): N � Area of Wetted Cross Section: 3.29 +D N Channel Slope: 5.0000 Channel Slope: 50.0000 Ba:o Wphaom we m Seth Ott m be co akw ad b)•fw=caI'r aom m yr¢of=:t W.:apply 1000-3.07C bs am am a M n Manning's In of Channel: 0.0410 Manning's in of Channel: 0.0720 Channel Slope: 0.5000 cav:o-7n=Q toils nd 4.000.6.91X too:aas mfae-:eomaod ails Rift Zro-= O N Discharge: 22.40 cfs Discharge: 22.40 cfs Manning's in of Channel: 0.0290 3n d Sediment Copal Pim mF=d D",=%1==I-CbWw 6 Depth of Flow: 0.46 feet Depth of Flow: 0.32 feet O Velocity: 4.50 fps Velocity: 6.53 fps Discharge: 8.22 cfs Z N Depth of Flow: 1.28 feet Channel Lining: CLASS 1 RIP RAP Channel Lining: CLASS 1 RIP RAP Velocity: 2.50 fps FERTILIZER-ANAiI'SZS AN-)RATE OF A L'CAT Oti IFO 3d•S.acre): Freeboord: 1.00 feet Freeboard: 1.00 feet Channel Lining: Class B Rip Rap 3a;erppllCaIIm:Yem.P:ls:o::bbec4od.rmdbv.`t:so�s^a.sh=vsc.m:.mac_`:e�srz>pp.�ra10.10.10E7deSclltt� Freeboard: 1.00 feet a:';Y-:.000)a saw ar:ub:tsao ar:acilr iorslaat Maio n: Raet of app's:aox ocetxfendedbvcr?SCI)�Q?tC hoc�oo 900 PROPOSED GRADE 900 and sW=3r=CmaaP.3==saiDw-p1- nwl '*w6 Z N I SEED - ME(S) AND RATE(S) OF APPLICATION INCLLWO YEAR-ROL-ND S_EDI.�G J J NO o a) � O0 I 1% 1% S SCHED;IE(patcds acre}:[NOTE:Ltu:ude_errxe;] v\i t\n � r U 0Y 0 4J�a o �0 WORST CASE TOPSOIL PILE DIVERSION DITCH WORST CASE TOPSOIL PILE DIVERSION DITCH Seed Types: Dates: 5ee�a Rates: 0 0 � � Q L TYP CLEAN WATER DIVERSION DETAIL Prntta�opSed 0 UW J Q DETAIL(MIN.SLOPE SECTION) DETAIL(MAX.SLOPE SECTION) (MAX.SLOPE SECTION) a7C $yea, (><1Ci\.310j T3roo6ucr 451bsscs O O 0 N.T.S. N.T.S. N.T.S. Z 800 w= �1o�a 800 n.IbhacfecSttvalai:marutmv\•111] Tlrmzd ct 20mtace w o ° Z J�/ 11.4E ft. Aft. 'setts.Seep Saps aFs m�A•-•r R.eFass��Y•1SiJ Fetzna: :S-A ass::S 601bs aes ZZY tit w OZ 1 /o- lY 7.53 ft. U � tit JEXISTING GRADE 1.00ft. Freeboard 1 1.00ft. Freeboard J_ �.Sa sxpo�withCramRysU) 1 .13 ft. [ERA. \•ISl•:J L atl'rFobn�y:`. "Slbsaas N Q w I- Q O W T T .00ft. Freeboard w = Q U o- ()w I 2 2 1.8) ft. 2 1 88 ft. T TestpxsrpCesarSnd 0 0 U 0 (/7 d L� 0-U 2 z� aaaacpa•3.r [.hasplS•An�t1s 101b.>a. 0 Q Channel Design (Non-Erodible) A=al-Fe pram AmpatI"Mr=ry15 301baala. Channel Design (Non-Erodible) Channel Design (Non-Erodible) 700 I- LL1 _ 7 0 0 Channel Type: Triangular, Equal Side Slopes � -,kp m. -3161 n a steep slops=Ix tat tee PSedmoa and Co"Praa notes of�C :�s:pc;a=cr- Dimensions: Left Side Slope 2.00:1 Channel Type: Triangular, Equal Side Slopes Channel Type: Triangular, Equal Side Slopes �alaal L,%j&s food 3a1 cast faaslAb.Tint w6dn=anbe �1�'S•T See& 0+00 1+00 2+00 3+00 U 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 p Right Side Slope 2.00:1 +*�- Dimensions: Left Side Sloe 2.00:1 Dimensions: Left Side Slope 2.00:1 lY W Right Side Slope 2.00:1 Wetted Perimeter: 5.05 Right Side Slope 2.00:1 W (D Area of Wetted Cross Section: 2.55 Via:-•f'�.�ac ix Seep N-4 w- s Vat 1'�L\-1111:s ml seat=ccwol and.*•Locos_=�l•s a pw==@==udIc% :� Wetted Perimeter: 8.35 Wetted Perimeter: 3.95 Z Q Area of Wetted Cross Section: 6.9E Area of Wetted Cross Section: 1.5E fez asl cv.s said po=nsa habat m ds-•bed s¢w This seod a=ctv be p_cSiud frmo S?Saod: Z lY Channel Slope: 20.0000 _ O Channel Slope: 0.5000 Manning's n of Channel: 0.0480 Manning's n of Channel: 0.0290 Channel Slope: 6.6000 A g Manning's n of Channel: 0.0390 < <"'�• Cam++Rt.t*L�1A-]S_1 it a tteeD�opo at I3o�:s ta:s a:d foet deer.tccxo poor Discharge: 22.40 cfs g sak r *zed as s s cya u:.ae Lhsd Steen Is=sdre tabct`j•..m..•.,.,.- sad r�doe Discharge: 22.40 cfs Depth of Flow: 1.13 feet pouf? tea?sapo• L .� pp piss ' 1 Depth of Flow: 1.87 feet Velocity: 8.80 fps Discharge: 8.22 cfs ;r wl..�•u u spp).bow e:wtu-ss arm_=tpecr.TLC wed ms cm be proud�mm EZ�S'Ses3: U Z Q TOPSOIL STORAGE PILE CROSS SECTION H-H' Velocity: 3.22 fps Depth of Flow: 0.88 feet Z _ Channel Lining: CLASS B RIP RAP Velocity: 5.27 fps � Z Channel Lining: CLASS B RIP RAP Freeboard: 1.00 feet J n r Freeboard: 1.00 feet Channel Lining: Class B Rip Rap y`s ;��„\r 1••t,C.r�Rti^f'�tiZS�•]51•_'is a roy tiapa as Uu�:wi=a it r•9 a:a c,..w O Q SCALE: 1 = 100 Freeboord: 1.00 feet aoP.laclades a�s+st: .. 1,Sw you i(+...,..t.at tpp}bp&of wttr:.%r ae�r 4,00v. C .. That wod saasbe pz-.!"Lam �/ O IRI.GH-Tl�A\C RAT_OF APPL:CA31CN t�un.-A 0\MT1:CD OF.4\K1-r.R-'ti7G: Z_ Q �_=m r3w..eayeac=rx.`a0 be+.'000 ras mm On Ins:ham 3 1 skp.tact:s yet regmted O•z siepaa 3 1 or cwr.nd J � Z •.rti.. ,::7e4rsd Rxo of xatxa rocamooded bS tsao\C'JEQ tiC E.-osim and Sod=sw Cord Pl ===d Dii O 2 HORIZONTAL TO 1 VERTICAL OF FINAL SLOPES fir-. :-Cktpeo:E 0� L FOR UNCONSOLIDATED MATERIAL r OTHER VEGETATIZE COVERS - TYPE IS) ANT, RATE <,S'I OF APPLICATION L�CUMING Q O J SEED-NO SCiiEDU'LE(p uc&acre-trees acre.spactne of trees ibi0s.etc): V SAFETY BENCHES Z 1000 1000 �� Derma roe:aacaaea a�y pe•_aYs ns can be sSaod:=:1Lti3T:>oad:•-•»^•-�o:xocasaoiod:aeo is�psz,•.- C W^ -11 m TYP. 11 m TYP: wod=' = V, �PROPOSEDBACKFILL 12° °r•ere:anon=dorr�efomtwmpLmappevsedby D > Z TYP. 30m P. S:�artre 0 Date 12-06-21 Z 7 f-8.74% f-1.40% 1.3E°/D � 3.3E%� ° psu7\ame OAVID H.WEST J 900 �oala 0.83/o 900 Able , . ESCAPE ARCHITECT:RLA NORTH CAROLINA 9'078 O 11 TYP. Z LU W z O Z T O i 2��4% C O � Lu 30m TYP. G J 800 _ ° 8OO - - 11 m TYP. a W Q a C� w ORIGINAL GROUND 2 1 IO I `tt►tttlffff� I hereby certify that this document was `��` CAR��,�� prepared by me or under my direct personal 1 Q. 700 700 supervision and is correct to the best of my ,•'pF�SS/p . ,./2 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 knowled e and belief and that I am a duly = �' QQ SEAL 9<L TYPICAL PIT CROSS SECTION licens Pro es ion I Engineer under the _ = _ SHEET NUMBER laws f h a f N rth Carolina. _� 048820 TYPICAL SOUTH PIT BACKFILL CROSS SECTION A-A' N.T.S. ;'��'•.,F,y �,%Scale: 1" = 100' GE '� 02CO-008 (Signature) , Date: 3/13/2024 B, WN �%% ''��tttttttt+� LIaM-RATE OF APPLICATION';tons acre): INSET Q INSET R INSETSBaw � cn=on mahm:z� � �� = of �� aoo3ox bs>m� Z <or-w-i+cmad to;ls and;.000�6.�]C r�aao m fa-xacmod silt Rift°Estpi:caaca:ocamc•oddbr'�`XDEQ vC zsozaa and Sedmater Cmtrol r'==*and DeLp Mutual-Cht4ear 6 = H SK55 sK52 SK50 FERTILIZER-ANALYSIS AA7 LkTE OF A??L:CATION(potmds acre). J WaterElev Storage Acre Ft Storage CY StorageCF Storage GALLON Area Acres Area S.F. Ba:ocaLm ammsor]t�tttobacoomdTrr`Lsococ^a.-s.bravor.m�oae.`c::oxa4a30IO1C1CadoSa�lsa• Water Elev Storage AcreFt Storage CY Storage CIE Storage GALLON Area Acres Area S.F. at a 000 P.,aaa or mbs.am of sia-lee ioc,.�.ac eaiD a:,rc K"of 'Lcaom•ocee�uododbvdie""M NC Lean WaterElev Storage AcreFt Storage CY Storage CIE Storage GALLON Area Acres Area S.F. 855.0 0.00 0.0 0.0 0.0 0.20 8895.4 app Q•' 809.0 0.00 0.0 0.0 0.0 0.21 9119.9 856.0 0.21 338.4 9138.1 68358.1 0.22 9676.3 865.0 0.00 0.0 0.0 0.0 0.11 4644.1 and Sadmret Caere Plzmmg aad Dorm 1ixt;tsil-Cb{ez 6 4 810.0 0.21 346.8 9364.0 70047.3 0.23 9907.E 857.0 0.44 705.9 19058.7 142568.9 0.24 10459.4 866.0 0.11 178.9 4830.3 36133.4 0.12 5225.9 866.5 0.17 276.5 7465.3 55844.5 0.13 5517.7 811.0 0.45 722.9 19519.4 146015.4 0.25 10701.8 SEED - ME(S) AND FLATE(S) OF .42PUC aTION 2�CLLD G YEAR-ROUVD SEEDL;G Q SK53 SK51 SCr:EDL-LEatrds I:paae):[XOTE:Iacu3e Ler,!res] SK56 WaterElev Storage AcreFt Storage CY Storage CIE Storage GALLON Area Acres Area S.F. Setd T See&ng Dates: Set&xg Rates: Water Elev'Storage AcreFt lStorage CY Storage CF''Storage GALLON'Area Acres Area S.F. 855.0 0.00 0.0 0.0 0.0 0.20 8897.3 Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. per Soed 789.0 0.00 0.0 0.0 0.0 0.07 2976.4 856.0 0.21 338.4 9138.1 68358.0 0.22 9676.E t:a 31 Tti-r:v�r= 45ibaaao 857.0 0.44 705.9 19058.7 142569.3 0.24 10459.8 8�•� 0•� �'� 0•0 0.0 �•� ��•1 StopSbpo. (ER�Y\- OJ LU 790.0 0.07 116.3 3139.5 23485.1 0.08 3511.0 \-=*Hahne fee Step M=r.3Su[E Lam•\:\•::1] is ot:_a6mt 20 RM ace 791.0 0.16 252.6 6819.3 51012.2 0.09 4058.4 814.0 0.21 338.4 9138.1 68351.1 0.22 %73.5 � SK54 `CaazrSsWSoFv\3A=ri1 .sca:affMZ1!\-:Si] Fabrca7 :5•Aas>z 15 60Ibtaca 875.0 0.44 705.9 19058.7 142568.8 0.24 10458.4 SK57 Xmwo Seep S cpo\a with Gran R..r[E�V\t\•15 :] k-Wzt 15-Fobrmy 1` 751h ace WaterElev Storage AcreFt Storage CY Storage CIE Storage GALLON Area Acres Area S.F. WaterElev Storage Acre Ft Storage CY StorageCF Storage GALLON Area Acres Area S.F. 823.0 0.00 0.0 0.0 0.0 0.20 8899.9 TempermvCocefS" 771.0 0.00 0.0 0.0 0.0 0.19 8283.4 824.0 0.21 338.4 9137.9 68356.3 0.22 9678.6 B.•azaaap m'10 Febmry:5-A-zim:15 IC It=9 772.0 0.20 318.9 8611.2 64416.5 0.21 9349.2 825.0 0.44 705.9 19058.5 142567.5 0.24 10460.8 Aral ss p= A-4=i 1'-Fobr m•15 301bt acm 773.0 0.42 677.E 18296.0 136863.3 0.24 10424.0 Sag jkM Rfa==X-a 1G•a a seep tlopo==L Sa t3o pwdmwa and C-o"PA=.wp=;(N-C Ibis poL=cr- • i SK61 bm&-ai pm-Az food ad Carr for n:iZ`fo at rood ss cam bo ptrcLiwd 6-ram 1N5T Set& Lu Water Elev Storage AcreFt Storage CY Storage CIE Storage GALLON Area Acres Area S.F. \a-r Ia-ar ix Snip\Sr•tis MIOU\-I I II a;a:-:r-u cmaol aad mmpaaem mma:Lt's a pee_-_c •mm&w=% 763.0 0.00 0.0 0.0 0.0 0.03 1519.1 fa w1 la'st z,,4 and po=ar-a ems'at ea dr.-_-bed lily. The wed=x cao be pt-emad frme E-LV'ST Sao& Q 764.0 0.04 61.0 1647.5 12324.4 0.04 1942.5 ' N N 765.0 0.09 138.5 3739.7 27974.9 0.06 2422.4 \a-.r S+w c em N: C-_A r MT%aix-I511 it a taop titpe mtz The wws Fait and fort sponv.w wre poor ON 765.5 0.11 184.0 4967.1 37156.5 0.06 2673.2 At:: u k=0 oa imp:�:x t�mtum Lhamd Sum-Iac's;dw tichtmb3s(t k,iM0�.�s}�)and par-4"p.0 ' ' zpsmw Tlm woda=m bo pachiaod f7m 1� Seed: _ .Q Q ,a---- Ls �`-� )c).1:it a swop baps a=I;w tir.wed nLx uk zS ry'at a cc%w crop.iaclndas Cckssfa s(l.v...,,ab. gyp)and psrtito poet(t&uw.%;•uu spp both of w's:h an,ift�_sp000t. Iht wod=cam be pre kuW firm 012 T Sews hl11CH-Tl 7-2 A?C RAIE OF APP'LICAIICN 0 o C a earl Ai 0 NffW.00 CF A�XT•!CR_'\7G: • > Epp:acm raw ewboac mar&bolt bo 4.000 In aaa On Lu thazi 3:skpot.tack as art rogvrod Ora Japos 3 1 or cwnr.J[i l.-e_c t -ai Rate of�pbraeoa rocaa�oodod br dro\C7EQ tiC E.-osim and Sod= e Coed P-•-^-aa: v a ' N r - Y U OTHER ITUTAME COVERS - , PE (S) ANT RATE <S•I OF AP?LICAMN' ACLUDWO ' 00 SEEDAG SCHEDULE(pourdz_acre-trees Sae.spacing of treei>b~ As.etc): Daiag rrcLmreea a a3mv pc•=x rx cam bo=�;aod tom*fit.\ST rood: »;,.•to-w*WQW2d". eo fx to parorna rood sa Rererennon and or reforestanoe pLm approved by: I Sgmum '1�-�13111 12-0&21 pm KXme DAVID H.WEST Tick SR.LANDSCAPE ARCHITECT:RLA NORTH CAROLINA#2078 Agency HDR-INC Culvertsfor Screening Berms TC-4 Culvert Design TC-3 Culvert Design C-20 thru C-23 C-26 Berm#6 Diversion Discharge to SK51 C-27 Berm#6 Diversion Discharge to SK51 SEE THE SEDCAD 4 FLOW CALCULATIONS Flow Based On Worst Case C-20 inw for B.-#7 (FILE NAMES:DA698,ro DA108 preconsi 25 YRSs DA109 ihro DA118 prewns4uct YR.s.) CHART2 CHART2 CHART2 CHART2 CHART2 18 m,eoo i6p eo,eoo 10.000 10.000 10.000 168T e°°0 EXAMPLE t�) i68T '°°0 EXAMPLE I�) g8 8,000 ifi8 8,000 gg 8,000 6,000 6,°00 1�T EXAMPLE (1) 1�T EXAMPLE �1) '�T EXAMPLE (1) 156 5000 D=36 incM1es(30ket) B 2 156 5000 D=38 incM1es(30ket) 2 1. I 6,000 58 I 6,000 . I 6,000 0=E6 ds () 0=E6 ds () D=36 incM1es(3.0 feet) 6 D=36 in-(3.0 N,n) 6 D=36 in...(3.0 feet' 6 M 6,000 B M 6,000 a 5,000 °=86 cfs t2) s,000 C=66 cb (2) 5,000 0=66 ds (2) 132 U HW HW (3) 132 U HW HW (3) 1. 2 4,000 5 6 idb � 6,000 6 6 idb � 6,000 5 fi 3,000 D Oaetl 5 B 3,000 D IroeQ 5 8 HW' HW (3) HW' HW (3) HW' HW (3) f t20 LL 2,000 (11 1.8 5.4 132 U 3,000 p p (hall 5 fi 132 U 3,000 p (feet) 5 B 132 U 3,000 p (feet) 5 t20 LL 2,000 (11 1.8 5.4 (2) 2. 8.3 4 (2) 6.3 120 d 2,000 Ili 1.6 5.6 5 12(1 LL 2,000 111 1.8 5.4 s 120 LL 2,000 111 1.8 5.4 5 H 108 Q (3) 2.2 SS 3 108�Q (3) 2.2 6.8 3 (2) 2.1 6.3 4 (2) 2.1 6.3 (2) 2.1 6.3 w 96 E' t,000 'Oln feet 3 96 H t,000 'Oln feet 108 l31 2.2 6.6 3 4 108 J (3) 2.2 6.6 3 6 108 Q (3) 2.2 6.6 374 0Q K1 1,� •D in feet J 1,000 •Din feet V 800 3 V 80D 3 gg F 1,000 'D In kel 3 96 F 3 96 F 4 F Son Q'29.74 CFS 4 1 Sol .11 CFS j 800 3 J 800 3 J 800 3 0 500 500 8d fi00 Q-21.57 CFS B6 N Epp ❑-1.62 CFS B6 N Epp °-4.94 CFS W 82 600 2 2 W 82 600 2 2 N 500 2 500 2 500 2 of J 400 W i 300 3 1.s z 300 3 i.s EE 7z 7z u _ EE 7z u 2 2 W W. w z z z u 300 O Z V 3W 1.5 Z V 3W 3 B0 zoo 1s ao zoo Pf� 1s z O O PLC 1 5� �,3g��,5 y,y5�Wp O O W 1.5 2 200 EE ? 2. S 2. 2 Of 4 (0 K 4 U• �,}2�y,5 �,ay�Wp p O EXAMPLE N 1.5 1 5 p O PI F 1.5 1.5 B0 (7 PI F 1.5 1.5 W j e = ioo Q 68 = 100 Q �� 56 U F K 56 (D F K 56 (D F O d U U e ❑ e ❑ U _U Wo 42 ❑ so Hw SGA>'E�ry RANGE z 1,p 10 TYP lz 100 s° ErvT ae < J = lop a ae = lop < �_ Ld p IPF2 ❑ 0 Ho SCALE RANGE = t.0 10 U EE 8 U V ❑ U V ❑ •> N W d0 / (1) Headwall W W 40 (11 Headwall W 1.0 WO 62 ❑ 50 HW SCALE ENTRANCE 1.0 1 0 62 ❑ 5p HW SCALE ENTRANCE 1.0 1 0 62 ❑ 50 HW SCALE ENTRANCE 1.0 i p ty W D TYPE D TYPE EE D TYPE 2 36 O W 40 102'25'=255'HWD ❑ yp ❑ d0 d Q' 33 (27 M'aeretlb ❑ 0.9 Q 33 (27 MBeretlb OB (1) HaemaW 08 W (1) W - Og W 6 0 W I. d 1 Headwall 4 1 U (1) Headwall O.g f 0 nPd O 2° conbnn b slope f p B e O conbnn b slDpe W p 8 08 W 36 30 p 36 30 ❑ 36 30 O U 30 Q U 30 0 ¢ < 33 2 MXered b W 0 8 Q 20 I21 Mitebrm b slope 0.3 ❑ 20 I21 Ml_to doq�F 0.3 O.g N (3) PrDlece�g �i 0 (3) PrDleceng Q () _ 33 Q 33 N Q 08 7 O OB 0 con.Ins slope 4 08 OB ❑ wn Q 0.8 con Q 7 10 0.7 U.7 Q 2 10 0.7 0.7 U (3) Proledlig �i U SE (3) Proledin9 / U 30 (3) Prole ?i M ❑ 8 ❑ 8 ❑ O 08 ❑ 7 Q❑ 0.8 ❑ Q o.. \ K 0 / W K F 4 5 7 F 20 5 0.7 Q 27 2 0.] 0.7 Q 2 / 2 0.] 07 Q 27 10 / 2 0.7 0.7 (V Tc uae acele(2)ar 13)pro)ed Tc use acele(2)ar 13)pro)ed ❑ +e Z 26 8 Z 26 8 / 1 M1onzonklhk style(t),Men p.6 1 M1onzonklNk style(t),Men p.S Q 26 6 07 Q 6 / 0.7 Q 6� 0.7 se s4eight inclined line-gh 09 ses ght inclinetl line-gM1 09 N r~/1 G�Iss N ()DrI)Poled antl D scars,or reverse as O g antl Q scars,or reverse as p 6 1 Tn use scale(2)or(3)Pro1ed 5 Tollionlallye(21 or 13)project 5 To ose scale 2 3 eadretetl. a illuslcaletl. nonzonklN[a wale(i),ban ZS 21 4 to scale(1),iM1en 21 6 Forizonlallyto wale(1),ban iralgM lndined line UrougM1 ZLse sVaightindl dlinet gM1 OB Ofi / uses3DanEQgacetllsslinosdelvsreees9M13 antl D scales.or reverse as O.fi 16Dandpscales,or reverse as 18 Illusirektl. 2 18 IIIusOated.5 0.5 0.5 21.0 05 1.0 0.515 15 / 0.5 0.5 15 0.5 0.5 12 HEADWATER DEPTH FOR 12 HEADWATER DEPTH FOR 1.0 o5 / 1.0 05 1.0 05 C.M.PIPE CULVERTS C.M.PIPE CULVERTS WITH INLET CONTROL WITH INLET CONTROL 12 1z 1z HEADWATER DEPTH FOR HEADWATER DEPTH FOR HEADWATER DEPTH FOR N Z 0=29]4 CIS,USE 6�REnuoFruaucRoaps�A".iaa3 FOR Q=68.11 CIS,USE C.M.PIPE CULVERTS C.M.PIPE CULVERTS C.M.PIPE CULVERTS � 1301NCH CMP WITH 3.45-HWD 1-021NCHCMPS WITH4.62'HWD U U N OR EQUIVALENT.PROVIDE MIN.1.25 oR EQuIVALENT.PRov1DE MIN.1.7s WITH INLET CONTROL WITH INLET CONTROL WITH INLET CONTROL J J O O y., FT.COVER. FT.COVER. ..o,.Ds.n1.v63 FOR Q=21.5]CIS,USE Ap5 3N a FOR Q=1.82 CFS,USE 'Jag nN 1�.:! FOR Q=494 CFS,USE LLJ W N = O 1-3 NCHCMP WITH 2.55'HWD 1-121NCH CMP WITH 0.92'HWD 1-181NCH CMP WITH 1.38'HWD \ \ \ V) OR EQUIVALENT.PROVIDE MIN.1.25 OR EQUIVALENT.PROVIDE MIN.1.0 OR EQUIVALENT.PROVIDE MIN.1.0 (n (n FT.COVER. FT.COVER. FT.COVER. � 0 \ (n J (n O O � � Q W •a O Z p .. W 0 U Z Z CD 3;: O W J - Z (n Q W Q O W W = Q O Q� J O m a- Z _ L� V Q 1000 1000 I. J 0 68% 3.51%-y PR POSED BACKFILL '^ O 3.23% V+ 10.03% Z Lf� Q J V � 900 20�0 900 0 o0 2 F- �1 li r H w `s ° U O W w 800 t� Z 0° 800 D yDolo ORIGINAL GRO ND W O w Z V 700 700 Cl) 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 0 Z J Q � TYPICAL EAST PIT BACKFILL CROSS SECTION B-B' (n W Scale: 1" = 100' W Q o 0- 0 ,,►ttltrr,, I hereby certify that this document was prepared by me or under my direct personal e ,, supervision and is correct to the best of my e•CFe S/p'.. knowledge and belief and that I am a duly En SEAL 9< licensed r fessi n I gineer under the _ SHEET NUMBER laws of t t e of h arolina. 048820 � ,•'� ,7� rNE� (signature) ;��'•�. �P;' 02CO-009 Date: 3/13/2024 g l — ,< At- - / I� � \V \ \ \ _ �x� . J Lu U — averdam G reek 0 �E'�� \ _ A \ V A \\\ \� �- /�� / / N 5,583 Lj T 4.2 C--6 TU RE/#; S _S—#1��_�V�A\_ EDA/_D C A D\ST R U—CT U_R #\3,\\\VSD _\V_\\�\\�\\\\1A\I\VI \I\I�I/I//I�I�✓II I =V V/////l�l�l///�/�//��I�_I_y��—\\A - I I I II II�� I I IX I X III / � c \ ' 0Z 0Z 0Zo 0\ / i ED DS A t 1 S �e /��8 217710 Sq,,fee 7, c_Acres . 4.99 Acres o00011� \ \ XI aaaaX e S 0 TEMPORARY CONSTRUCTION/�/ = — // I ( I1I I / / Q 4 E A ENTRANCE Z0 9 //` T0 \/ IX \ � Ift T102 - SEDCAD-S-T-R \ � � ST10 i /� �. a- �j // / � — / \ _ XI \ ---- I EDCAD STRUCTURE#1, SWS#1 � ` 5 0 1 Sj F e 1 \ _� \ + �� I =\�_\ v -I'`v 26972 S . Fe t i - / �g.64 Acres q II I V AA \� ��_� ,XI V >`v-P v 0.62 Acre Q = 36.0 � � V \ � \ V � \ v v�� Q_ 2.69_ - I S STRUCTURE#4 SWS #1 /� _ R� I �\ II / / \ A \ ► \ I I\ -ST 0 _ _// — / ,I / 33568-Sq. Feet A \ _ \ / � � \ / ' 1� '.� = �_/�� \\ V_A� —0.�,cres z /_ __ ��\ , ,— / Q = 3.34 � � ; - -- -� -----I-- - - _ __ / _ / y _ DC-AD UCTURE#3, SWS #1 NAD-83 / F I I I -I-- --- NC-SPCS 30254 Sq.-Feet 069Ac T \ I 1 \ \ I I I I I � v ,�,_ \ I x = _ \, y �e i — — � _ 0J8 A . F V 3.1 — � \ \ �� 43 Sq. t IX1 Q = 9 ==J A STRUCTUR #2,-0 I / I A WATE�DyIER O �A / / �/ // / \ 1 I \ \ ��_ �� \ _aXI 1'I I I I y �\ N o 0) Iy� — , , , \ �B 0 , / / \ — w w = �, NO U D�DI TUR CE �/ /� / / 1 T�I � � //� \ \ \ IxI M \ �30, 34 s � l �� V — \ v�i v�i C° `� � C No / / i — — — i _ // �_ v �� _ \ \ � LOCKING GATE �� , I I I _ / — — v — — — — — _ 0 C Q o / / / / \ / / — � �� —/ / A � � � / / / o l 1 / _ /��- t w o DCAD STRUCTURE7, S S#1 V \ \ \ �/ % �i" � _ 1 _ \�I j I (� \I I % / / _ /�� — z z Y w w z 306675 . Feet �� \ V �_ \ V \ \' \ \�s\ / �� IXI _ \ Q w Q o w q \ v � � v 1 � � � w � � I l ---- cz> o 7.04 Acres Q 12.16 � � � I � ��vkv=v / / / / / / — y � � \ \ I � � / / v _ //� % _ � � � \\ \ v a �I � I I ► II � � I � / / / o/ '� — vv \ \ AD TR CTURE#6 % I I I ( � / / _ � v _ v � IX► Il `I� I� V 1 I / y� / v a �, \ 438052 Sq. t I 1Xi / Q = 20.45 I // X / � � I ► � _ �� 1 l II o � / / \ \ _ — Ivi - �/ / a �_ \ I III I �� K' I I SEDCAD STRUCT E 1 I Z Z / \ 1 v A�( \ I / — vX� A I \ II �� 7688 Sq,/Fe v � -- _ _ (�/ I � \ IIII \ T 7.65 cr C Ovk;vXXX , - - X=-- � 1 1 \ vITv \\\ I II �Q � a z vX� vv - -- X�X= - _X_ _ -- mov \ � � ► I � I I = i i a \ v-�,Xv�v v \ v v ��v v � , w \ I , � � � � � v v \ � \ 1 � �� / / I � I I III �l � / / / � i � � oc F- Lu 4 z � vkv v v \ ► , A v_ _ v '�\ _ � l � � l l I � a � III 5 ;T z Xvv � I a , a i = v A�;; \ �A II I �� IIII � \ 1 / / I o F ► i v _ — vv �� I III It l � I F- � � v �v�►v i v _ 11 , z D v I ► v v v v I , �� , A A \\ 11 VA\ � 1 11 1 / l l \ \ v o o F- \ a Cl) z `� � V \ V I / \ w O Q v v a. IX v ;X a 61 I v \\� ,�x PLAN VIEW — —�_ �� , X� I � � - � \ � � I I SHEET NUMBER 0 100 zoo 300 / 02CO-DO01 _ � \ \ \ � SCALE 1"=100' x / \\ D W NEL yEL NEB w NEB 2 / — - NEL - \\ / / / / / ' N NEL ��/� \ /�_,Y/////�j/ / \. E•�\ / CD N odl _ _ .1 \ \ -e SK201 / 830 If / / 8Q i �1/A-r I 8/ l/�/l \\ III1I� I \ \\ \ \ \,�\ \\\ \\ \ \ _ �x►I'►I / I II I I I I'xIxI CONCENTRATE PLANT/CONVERSION PLANTLd — CONVEYOR ACCESS ROAD NO. 1 � x o J J J > U) U) V) i — o00 ,x J I III WASTE ROCK PILE ACCESS ROADOf DA- I X I II D -86 \ III \\\� I I , / / I Ix _ — � 4 � I 1 1 ` \ D -9 \ F DIVERSION DITCH DA-4 C -19 / 1 '� �' \ \� \�� _ ► ► ► / l �' % — / S\ ST1 — ee Sheet G-�o \ \ I \'j I I ► C-1 $ _ �� - / \\ for construct on \ 1 I I SK2 �/ IxI \ \ \" \ STlpl* — � V \ \ \ \ disturbance e�uenc DA-26a \ _ g \ \ \ \ � \ \ \ V 1 v _ — / / iEDIME T�BA61� N . 1� (�B 17) '1 xi �\ \ � �— — — •�'I' � - / � i I I Ir \ � I — - % — — = NAD-83 rt — NC—SPCSE pike 7 �IXI zz , _ � - , - - , � 1 1 I �l/j � III / ,� — \ , \ \ �� ,� \ ► II \ J � - / � _ — J IXI % / IT 1 �� l l/ l III — LOCKING GATELLJ DA 0 V�S)� � \ \ \ max II I I z o o Q DA=88 _ _ — —� / � I � V _ 1 � I% II � — �� \ \ � \ \ Ix I VA — ClJ N /X-� ► ► III =1 w 0 = 0 (0a_ � IX; oo o � � � v ,- 9v i _ �v ,/i V vv � I I I i I 1`��,k,I�,l I l l � �o � \ \ \ \ \ 1 - i� /'! / � ��/�� \ \ � \ II ► I � � - 1 Ix► / Yxl/// \ SEDIMENT BASIN � I I \ \ \ \ \\\ \ 1 \ / /► / / \ \ \ \ I \ \ — \ III 14 I >. NO 101( -1 I�B i z - I -� J LU \ - - - - - -_ _ _�- -X - - _ --- st 74N� �VIVIT,4) \\ II III I I z a Q ��X III \ \ \ 111 1J / I III -AO W F- \ k, 2� / / U o LU EL - ��,, �� ' /J T > z o I I ( II Iv / i WASTE ROCK PILE HAUL ROAD 1 11 / / J I I +I 2 Z O J o T I ~ OC a w Ly a. U D-3 Ix AERIAL VIEW \ \ \\ \ � \ Iwo � SHEET NUMBER 300 1 1 '0 100 Zoo IX X, 02CO-DO02 SCALE 1"=100' ,, -'- 3_N \ I / ------- —808 \��Q ) A /�/ I I / V A \A XA LU d d G 42 4 \ ixiLU CD --CONCENTRATE PLANT/CONVERSION PLANT \ / X-Pad = W - -CONVEYOR ACCESS ROAD NO. 2 _ �\ Al I \ s4c20 1 \ • o S G - -_ // %� 1_ \\ \ // w\ \W\\ \\ Beaverdam� 84 //�\ F_ �j w w w w X / / \ i 0 0 0 0 / it I I \\ / i — \ \� \ 1 I I /\ / / I I Ip \ o \ \\�\\\ \ IXI I I I I ' / WASTE ROCK PILE :° 0 0 0 0 �\\ I 1 \ \\\ \ TrI II - ,, % Of DCA N \ M N N ' I � ( D -9(1 3B-1 \�/ I `11 < < \ \ \ 0, 1 I I I I a � I> DA-26a /\ \ � \\ �\ 9�; / Y SNAD-83 ' W9 — _ �e Sht�_QQ(a7 006 , I r ' \ \ \ \\ 19 for construction — \ \\ �/ ,/� \ ' \ i \ \ %% dis urbance-sequenci I I \\ �I� -�� ol � - EMULSION P R / � I/ I,XIl;I J J Q AND BULTRUC AKIN w w w AREA- N o z NO U o WA?ERERS1/0 ON/CLiA ; / D � D�8 'x; LOCKING GATE W IX IXI \ \\ � I \ / / 1 I I �r ► _____ Q Q z 711 11 I I X o �o � Qow o0of _j— �-I 11 I 'X; � � ► I I III \ � I I � � / �A-89� I -_\ / / \\ / EMULSIONS E AND \ a 11 I \ ' \ \\ \ I \ A AC ROAD \ \ �� / �gsoo_ \ \ \\ \ \ /// // / L �- -- - /" ,� , \ � \\ \ \ \ �\ II Ixl 111 J \ \ \ \ \\\ \ \ 1 \ \ ;' ;i \,\�� \ \ \ I IIII I I ► \ \� v,��\ X, I. I � \ \ � \, \ 1 ► � I \ 1 � \ \ I ► III III II � \ c..� \ I I I � III 1 I I I I I X�I\\ I \ \ \ \ \ -/ \ \ \ I I I \ a ' \ I I \ I D 2 J \I IIII � \ \\\ \\ I 1 I - - -1--- - / I 1 ►I 1 I Cn I / \ \ ► Z o X -X _X aa W x1�\ �,; \ L, > IX — a z \1�\\\ \ \�\\\ I ) I \ I \ \ \ �;X;, I \ \ \ � \ ,� J I ,,X► \► � � � � � / III 'I �I � o = a a � Ix. I / J _ \ \ \ P 111 )III I I ' I I I I \\\ a. \\ 111 )I / l a ► ; XI. I i ) \ \ I \ \Iii ` \ \ 1 II // / /► I I / T a I \ \ \\\ \\\ \� I I I ��=�� \ � � \; \� � � �X, , I ' ; ,� / // / l \ \ I � \ � \ I ' `I ; \ � \, � I I I � � � �% l l o ► I � _ � \1111\ \ 1 1 \ � — _ �� \\ — ,, , ,� \ ►X� 1 I \ \ \ — \ III �� II I I II / I / o T z W z _j o I Fn a. a Fn C La Ly I P PLAN VIEW 7 I I 1 I I I SHEET NUMBER 300 10 100 200 A7' ' 02C0-D003 SCALE 1 =100 1 / / \ . . � � 820 ch V/ i / a o — a / V� v r u w ILI Z \ �XIxI / / ► I / +j�/ j o 0 0 0 IX W\ \ W I�Iw i/W �/ � 1 1 \ \ « \\\\ I I ,x► ,;� /��/ N , \ \ �\ \�� -\ — �X► �� I► / z �YW / '\ � / � II \, W \\� \w � , \ \ \ \ ✓ DWI ✓ W �' { wll � � \ \ �W �ww\ \��I �; _ �\\\\'�:� . / ,�,/�� / � , _ _ 8-3-69 '/ \ � // / / / / / / j ✓ w \ \ ✓\✓ /✓ w w I w ✓ ✓ w Iw w /w \ ✓ I w w w ✓ ✓ w ✓ w 4 p V ►1 \\ \� / w _ XL \ 880 50 I 820 \ � � . . J/'� .I �f; \ NC—SPCS \ )//� �`v\ v\ I \ V 1 I � I I I � , ' - - , — — y' � /� �- � I �; ► _ \v �)II v � � � . - I I / // / / �, , — _ _ _ ,� I I J �l l / l � � I I v� \ �\� Lei,\'\ \ \ � � 'x► �' I -` � I V 1 � �� ,_ � w�/ , _ EMULSION STORAGE AND BULK TRUCK , , / )/ / \ \ \ \ Ixl I \ 11 \ J \ cn co � N / _ \ \ �� \LOCKING GATE \ \ I I I \ \ I\ \ 1 I �/� — \ o o cn PA KI G: STRUCTURES REMOVED �, � \ / \ \ � I I W/ W/ w w W W / w W _ .—� W W W w o RE-VEGETATED.j/ / _ — _ \ _ !�/�'� \ \ //o I 1 I \ I ,XI I I \ I / , I /W / � / / / ✓ z z � w w ;X, I II, ► I \ II' � � � /�' � � � Qw � Q0 1 III , ,,III / / I / / / / / ' — — \ � \ \ `\\ \\ \ \ � \ i�/� / / , — _ \ 1�� \ \ \ � `� \ �1 , ► III\� � � - I ; II � � I I oo � o � � \ , i4x ce/ � Ix II \ \ \ \ � � I � X I l \ \ \ \ \ � �\ � \ \ \ � ,� ; � / _ l/ ,� \ \ \ 1 1 \ III ►XI /� � , \ ;\ I I �\ � � I � l 117 \ vi 0 II I 1 I I I I I I I 1 1 I I X',X� _,� X- _ - X X - - - _ \ ' \ I I J \ I I / a ,L � vvv u � �T- -��_ _� X_�_�_ �_�-�X---_ --- _ ��► I � ; _ \ I � I I kl � � � � � � � � , � � � � � z a - X-- XX = X= ;X, \ \� v � vvv 1 / I o� � _ U, I I \ I1 , I I I o J z \►x1� I III v _ , v \ \ \\\ \\\�V�\ I I I I \ \ \ �X �� A V ' \ \ \\\A, A II �/� _ \ V \ \ �;x \ �\ VI, ) �) // I / I I I / a \ \\v v \ I I I I� I I \ \ \ v ,�, , v v \ III v v I vv v\, v� I J / / / l 1 1 a a � � III > r / ��/ l � z SOUND WALL v w X 810.81 \4\ z o , w v \ \ \\ / /� \ o W v / III (� V _ � A V v v \\ V A v — � � \ � \ � \ vv — v v ► . � v` \ v � \ � �� \► \\ � . I o . . ocl, w a a c� X895.5 \ \ ) 110 X851.01 \\ \\ \ \ \ \ \ \ \ \ \ \ I ►1 \ \ \\\\ �1 I))� � I I I 1 8 0 PLAN VIEW X 8 8 \ \ \ \ xl / X \ \ \ \ \ \ I I \�1\ ► SHEET NUMBER 0 100 200 300 ' 893.7 I I I I ` \ �/ 1 1 \\ \ I 1 I I \ 02CO-DO04 SCALE 1'=100' I I \ \ 1 EMERGENCY SPILLWAY DETAIL 1 � _ 1 I CONCENTRATE PLANT/CONVERSION PLANT LEVEL CONTROL SECTION X 1 CONVEYOR CONVEYOR ACCESS ROAD NO. 1 ! N.T.S. Stage Storage Curve 11 1 X / SB-10 L 1 _ 1 I Cp C 63.50 ft. _ Togillsill483 0. t 820.00Z gg22 ff ��1.00ft. Freeboard ,,TID CH NO.4b T (81 550)STRUCTUREJ57.00 ft. PRINCIPLE SPILLWAY 72" SQUARE 818.0000NCRETE RISER W/TRASH RACK Channel Design (Non-Erodible) Channel Slope: 0.1000 EMER ENCY SPILLWA (817.88) / AND 63 FT OF 36 IN. CMP g' \10 OUTLET PROTECTION � Mannin s n of Channel: 0.0175 ESTEL. 81950Channel Type: Trapezoidal, Equal Side Slopes NC- C \ + CR _ �_�� Dimensions: Left Side Slope 2.00:1 Discharge: 68.96 cfs II ♦ - F Right Side Slope 2.00:1 Depth of Flow: 0.62 feet 816.00 � X - POROUS BAFFLES (TYP.) \ Base Dimension: 57.00 Velocity: 1.92 fps U) PRINCIPALS ILLWAY(815.8 ) w c Wetted Perimeter: 59.76 Channel Lining: Grouted Rock Rip Rap CID X X EMERGENCY SPILLWAY ` SKIMMER �/ Area of Wetted Cross Section: 36.00 Freeboard: 1.00 feet > LEVEL CQNTROL SECTION EL. = 817.88 -� �� w 2 1 sla.00 1 I \ I EMERGENCY SPILLWAY T CLEA OUT LEVEL(8 3.24) CO >C >it / - �� Channel Design (Non-Erodible) p 1 CHUTE SECTION �� EMERGENCY SPILLWAY DETAIL U IX �� B TT T CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes 812.00 imp, P Dimensions: Left Side Slope 2.00:1 pC EL. 10.0 A N.T.S. Right Side Slope 2.00:1 1 6� Base Dimension: 20.00 o / 24.72 ft. 0.1 gg fft y SLOPE�RAIN moo/ 1 1 1.00ft. Freeboard N U) \ Wetted Perimeter: 20.80 810.00 � �► �o / 2 2 Area of Wetted Cross Section: 3.66 0.00 0.90 1.80 2.70 3.60 4.50 5.40 Z 20.00 ft. - Q FLUM Channel Slope: 50.0000 Accumulative Storage(Acre-Ft) ' I / Manning's n of Channel: 0.0175 Discharge: 68.96 cfs Storage volume computations >k / �q T� / �,`� Depth of Flow: 0.18 feet a M ro Velocity: 18.85 fps SB-10 a) I >k NORMAL POOL EL. 815.88 I �� Channel Lining: Grouted Rock Rip Rap ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE 00 Freeboard: 1.00 feet (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL I 50%CLEAN OUT EL. 813.24 900 900 (ac) -(ac-ft) (ft) 810.00 N/A N/A 0.3838 - � 0.4003 1.00 0.3942 0.3942 1.00 811.00 N/A N/A 0.4169 0.4335 1.00 0.4275 0.8217 2.00 ■ T 812.00 N/A N/A 0.4501 0 24.. 813.00 N/A N/A 0.4840 0.4671 1.00 0.4609 1.2826 3.00 50/o CLEAN OUT EL 813 0.4882 0.24 0.1189 1.4015 3.24 / 2 FT X 1 FT ANCHOR 813.24 N/A N/A 0.4925 850 850 814.00 N/A N/A 0.5188 0.5367 1.00 0.5302 2.3080 5.00 z z z z II NORMAL POOL EL. 815.88 TRENCH 0.5014 0.76 0.3763 1.7778 a.00 I r / Q25 HWD EL. 816.88 815.00 N/A N/A 0.5545 w w w w ISKIMMER 815.88 N/A N/A 0.5866 0.5706 0.88 0.5021 2.8101 5.88 N SEDIMENT BASIN LINER CREST 819.50 0.5727 0.12 0.0641 2.8742 6.00 0 0 0 0 DELINEATED OUTLET 0.6097 1.00 0.6030 3.4772 7.00 0 0 0 0 WETLANDS N PROTECTION 817.0o N/A N/A o.s283 816.00 N/A N/A 0.5910 - - - - 88 - - - - - - - - - - 0.6443 0.12 0.0739 4.1163 8.00 w w w w SYSTEM LIMIT J�- 14 ft. _j _ \ \ / 818.00 N/A N/A 0.6565 0 0 0 0 818.00 N/A N/A 0.6603 0.6443 0.12 0.0739 4.1163 8.00 w w w w M ` . 0. . . . . C a d a 10% 6795 150 10159 51322 950 EL 800 BOTTOM EL. 810.00 800 819.50 N/A N/A 0.6987 0 w w w w I I O� CLASS B STONE SEDIMENT BASIN w w w w O LINER SYSTEM 2 FT X 1 FT ANCHOR I TRENCH o \ * T I1 I 750 750 �CUTOFF TRENCH I \ 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 Z N M � SLOPE DRAIN �� 'A EXISTING GROUND (ABUTMENTS) / PRINCIPLE SPILLWAY Cross Section A-A' I M \ \ 0 72" SQUARE CONCRETE RISER A t cc W/TRASH RACK AND 63 FT OF 36" CMP Scale: 1" = 50' FILL MATERIAL 2' MAXIMUM IF NOT CUT TO BEDROCK A\ l o � i o - - �? cco o - - - - - - - I fl' �R N 900 900 SEDIMENT BASIN NO. 10 SPILLWAY DETAILOl 1 \ I I 1\ NORMAL POOL EL. 815.88 FLUME Outflow IDITCH NO. 26 / SEDIMENT BASIN Total Discharge: 79.92 cfs 11 � � 50% CLEAN OUT EL. 813.24 LINER SYSTEM Water Surface Elevation: 816.88 ft 2' M 1< Tailwater Elevation: 0.00 ft 4 I\ I I I N I 850 Q25 HWD EL. 816.88 2 FT X 1 FT ANCHOR 850 Detention Base Elevation: 0.00 ft SUITABLE EARTHEN MATERIAL I TRENCH COMPACTED TO 95% OF STANDARD Outlet#1: Sediment Basin 10 Principle Spillway, Drop Pipe PROCTOR MAX. DRY DENSITY PLAN VIEW : SEDIMENT BASIN NO. 10 Riser Top Elev: 815.88 ft WITHIN ±2% OPTIMUM MOISTURE SCALE: 1" = 50' CREST 819.50 t� - Riser Length: 72.00 in CUTOFF TRENCH DETAIL CONTENT 14 FT ACCESS Riser Width: 72.00 in 800 BOTTOM EL. 810.00 CREST EL. 819.50 800 Orifice Coefficient: 0.50 N.T.S. 0+00 0+50 1+00 1+50 2+00 2+50 Weir Coefficient: 3.33 Culvert Length: 63.00 ft 2 FT X 1 FT ANCHOR Cross Section B-B' Culvert Diameter: 36.00 in TRENCH Culvert Invert In: 811.00 ft Scale: 1" = 50' Culvert Invert Out:: 810.35 ft z o Skimmer Design -Sediment Basin SB-10 Culvert Friction Coefficient: 0.02 0 0 RISER BUOYANCY CALCULATION _ Desired Skimmer Drawdown Time 3 days Culvert Entrance Loss Coefficient: 0.90 Y a N cn a o J Z :2 \ (n Desired Skimmer Drawdown Rate 20,109 cf/day Demonstrate adequate stability by showing the downward force is a minimum of 1.25 w a :200 a m Skimmer Size 4 in times the upward force. d U) z Head on Orifice 0.333 ft Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z z o o U U LJ J 7 Z Calculated Orifice Diameter 2.242 in 2 FT X 1 FT ANCHOR TRENCH Actual Orifice Diameter(1/4 inch increments) 2.75 in RISER DETAILS 14 ft. 72" Square Concrete Riser o o o N a Actual Skimmer Drawdown Time 3.15 days TRASH RACK Height= Say 6' SKIMMER 1'FREEBOARD EL. 819.50 Weight= 15,220 lb Required Volume 31,770 cf 1100❑❑❑00❑❑❑❑❑❑❑❑0110❑❑❑❑0 + EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.817.88 Where: NORMAL POOL EL. 815.88 o❑❑❑❑aa❑❑❑❑ao❑❑❑❑a 1'FREEBOARD MIN. 7 1-1I __F_ 2 2 Riser Weight = 15,220 lb EXISTING GRADE i E i 1 F 1 Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete WATER ENTRY UNIT I CONCRETE I Q WITH TRASH SCREEN GENERAL NOTES: 50% CLEANOUT EL. 813.24 I RISER I . . a _ V 1 PIPE. ROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE 5 88' \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft - 3,675 lb Z Z J 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN �\ \ \ \ \ \ \ \ \ \ \ \� \ \ \ \\ J CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 4'X 4'X V CLASS B STONE I _____ _ I \ \ \\ \\ \\ \ \\\ \ \ \ \ \ \ \ ------- \ \ \ � � � � � � �� Structure Weight = 15,220 lb + 3,675 lb = 18,895 lb '^ O 000000000 CONDITIONS 3. EMBANKMENT JMUSTNBEA CHANGE.COMPACTED TO DESIGN SPECIFICATIONS. 1' 1 d• e 36' DIA BARREL CMP V+ O I.IJ � � a 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION I____ _-4_a___a__I \ \ \ \ \ \� \ \\�\\ \ \ \ Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 ORIFICE OPENING INSIDE THE INSTALLED. 0 ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE • °° ° ° d _ CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. ° 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT BOTTOM OF POND EL. 810.00 d ° d ° "° ° •' . Buoyancy = 216 ft'x 62.4 lb/ft3 = 13,478.4 lb J O LU MANNER. . d ° 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT " d. ° • d • ° O Z SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. STABILIZED OUTLET Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z LL SCHEDULE 40 PVC PIPE (ARTHEN EMBANKMENT SEDIMENT BASIN ANTI-FLOTATION BASE IF APPLICABLE) CUT OFF TRENCH (BARREL OR ARM) MAXIMUM HEIGHT OF FLOAT WHEN NO LINER SYSTEM ELEVATION VIEW 18,895 lb > 13,478.4 lb x 1.25 V O (n MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE OPENINGS EXIST N.T.S. 18,895 Ib > 16,848 Ib Z Q a LEXIBLE HOSE (MAJOR STORM EVENT) ANTI-FLOTATION RISER FILL (IF APPLICABLE) NOTES m inFLOAT D INVERT OF LOWEST STORM 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive ~ -III-11 GRATE WATER DISCHARGE OPENING PIPE VENT 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) strength of 4,000 psi. = Z Z Q NCI±INN (MINOR STORM EVENT) =11 LU LOAT 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with TOP VIEW I I d ° _ . . _ .. FLEXIBLE HOSE MUST BE ° d ° concrete shall be painted with a black bituminous enamel paint. J O SECURELY FASTENED TO ° ° g d • W �VC VENT PIPE l ; STORM WATER ; THE WATER QUALITY e ° 3. Riser to be constructed according to the Riser Details. V l DISCHARGE DISCHARGE OPENING ° ' ° ° • °° OPENING 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z W ' d11 concrete riser and pipe boot for culvert. O Z OUTLET PIPE - r a • ° ° d 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system d • • (emergency spillway, slope pipe/culvert outlets, etc.). 0 J LEXIBLE HOSE 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be L = 1.4 X DEPTH \� \\ g 9Y W Q 0- TO THE OVERFLOW reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. -A MINIMUM LENGTH APPLIES 6'-0" 7'-0" 1� 10 WATER ENTRY UNIT ; , SCHEDULE 40 PVC PIPE --------I- ! BARREL OR- - - - - - - - - - - - - -I (BAR ARM) d° °• I hereby certify that this document was `�.`�� Cq/q��,� END VIEW SIDE VIEW MAINTAIN DEPRESSION To _ _ _ _ _ • • prepared by me or under my direct personal `` Z ••• '; BARREL CMP ESS/ z NO SCALE MINIMIZE CHANCE OF ° d supervision and is correct to the best of my ,>o QbF b,�•• ( SKIMMER BECOMING STUCK d " ° d ° • • ° • ° ` '• �9•'� DRAWN BY T. R. EVANS 10/10 knowledge and elief and that I am aduly - 2 SEAL ° • license of s io al gi eer under the SHEET NUMBER FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FARCLOTH I SON INC. • ° d - 048820 - TELEPHONE: ( 19) 732-124 ° d TELEPHONE: (919) 732-1244 •° • ° laws of at N h arolina. STRUCTURE FAX: (919) 732-1266 ' - v EMAIL: WARRENOFAIRCLOTHSKIMMER.COM PLAN VIEW (Signature) %,� ''•GINE•• � N.T.S. Date: 3/13/2024 02C0-D005 Stage Storage Curve CP t� /o EMERGENCY SPILLWAY DETAIL sB-17 `° �=w � EMERGENCY SPILLWAY DETAIL � O LEVEL CONTROL SECTION CHUTE SECTION 854.00 TOPP O OF(8 Z = F STRUCTURE N.T.S. x o J � b X EMERGENC SPILLWAY(852.30) I / 852.00 26.81 ft. 19.98 ft. ` �♦ x I 1y �.7 OOft. Freeboard �� .NAD-83 CREST OF POND 2T NC-S CS ♦ EL. 854.00 �`� I 20.00 ft. 2 15.00 ft. 2 T ♦`♦ \ LU 850.00 PRINCIPAL SPILLWAY(850.30) - ♦♦♦ / x �♦ 0%CLEAN OUT EL. 848.39 Channel Design Non-Erodible Channel Design Non-Erodible \ / \ ♦♦♦ CLEAN OUT LEVEL(848.39) ► J / Channel Type: Trapezoidal, Equal Side Slopes Channel Type: Trapezoidal, Equal Side Slopes 848.00 w OUTLET PROTECTION ♦♦ Dimensions: Left Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1 `♦♦ I \ \ Right Side Slope 2.00:1 Right Side Slope 2.00:1 NORMAL POOL EL. 850.30 Base Dimension: 20.00 Base Dimension: 15.00 p \ Wetted Perimeter: 23.14 Wetted Perimeter: 16.09 ' o SKIMMER�� \ Area of Wetted Cross Section: 15.01 Area of Wetted Cross Section: 3.78 846.00 EMERGENCY SPILLWAY �,`'' \ Channel Slope: 0.1000 Channel Slope: 6.1200 0.00 0.40 0.80 1.20 1.60 2.00 a LEVEL CONTROL SECTION EL. = 852.30 wN \ A' Manning's n of Channel: 0.0175 Manning's n of Channel: 0.0175 • Accumulative Storage (Acre-Ft) 1%. Discharge: 30.22 cfs Discharge: 30.22 cfs / BOTTOM OF POND EL. 846.00 Depth of Flow: 0.70 feet Depth of Flow: 0.24 feet Q I PRINCIPLE SPILLWAY 72" SQUARE / $6-6- Velocity: 2.01 fps Velocity: 8.00 fps Storage volume computations > CONCRETE RISER W/TRASH RACK - / Channel Lining: Grouted Rock Rip Rap Channel Lining: Grouted Rock Rip Rap aD AND 304 FT OF 30 IN. CMP / / sB-17 I / POROUS BAFFLES (TYP.) � Freeboard: 1.00 feet Freeboard: 1.00 feet ' m / ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE / / SLOPE DRAIN CUTOFF TRENCH (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL 8 � / R (ac) (ac-ft) (ft) DITCH DA-86 20 / / \ F ' EXISTING GROUND (ABUTMENTS) 846.00 N/A N/A 0.1480 0.1579 1.00 0.1541 0.1541 1.00 848.00 / O ♦` \ \ �� 2 847. N/A N/A 0.1879 00 N/A N/A 0.1678 0.1778 1.00 0.1741 0.3282 2.00 � R \ FILL MATERIAL c� ♦ \ \ / i '�r ♦♦ - F ' 848.39 N/A N/A 0.1960 0.1920 0.39 0.0753 0.4034 2.39 MAXIMUM IF NOT CUT TO BEDROCK 0.1983 0.61 0.1190 0.5225 3.00 / / ♦ 849.00 N/A N/A 0.2086 �O F 0.2193 1.00 0.2152 0.7377 4.00 z z z z / (O ♦♦ \ 850.00 N/A N/A 0.2300 / ♦ \ F/ 0.2333 0.30 0.0700 0.8077 4.30 w w w w F 850.30 N/A N/A 0.2366 0 0 0 0 ♦♦ (G 1/ 0.2410 0.70 0.1669 0.9746 5.00 M x x x♦ 851.00 N/A N/A 0.2521 `♦ \ \ (G 1 852.00 N/A N/A 0.2748 0.2634 1.00 0.2592 1.2337 6.00 w w w w CLEAN WATER DIVERSION F E 0.2783 0.30 0.0835 1.3172 6.30 0 0 0 0 / ♦♦ \ 852.30 N/A N/A 0.2818 / ♦ 853.00 N/A N/A 0.2983 0.2865 0.70 0.1987 1.5159 7.00 o a a a a / ♦ ♦ \ 2' 854.00 N/A N/A 0.3187 0.3085 1.00 0.3062 1.8221 8.00 L .N / _� �� `♦ F SUITABLE EARTHEN MATERIAL / / /�� ♦ \ COMPACTED TO 95% OF STANDARD W W W W OCTRHIN AX. DRY DENSITY PLAN VIEW : SEDIMENT BASIN NO. 17 ♦♦ WITO2%nOPT MUM MOISTURE CUTOFF TRENCH DETAIL CONTENT - SCALE: 1" = 50' N.T.S. SEDIMENT BASIN NO. 17 PRINCIPLE SPILLWAY Z N M Outflow 950 950 Total Discharge: 48.58 cfs Water Surface Elevation: 851.30 ft 900 50% CLEAN OUT EL. 848.39 900 Tailwater Elevation: 0.00 ft Detention Base Elevation: 0.00 ft Q25 HWD EL. 851.30 NORMAL POOL EL. 850.30 EXISTING GROUND Outlet#1: SEDIMENT BASIN 17, Drop Pipe 900 50% CLEAN OUT EL. 848.39 900 Riser Top Elev: 850.30 ft Riser Length: 72.00 in OUTLET PROTECTION Q25 HWD EL. 851.30 Riser Width: 72.00 in NORMAL POOL EL. 850.30 850 CREST 85 850 20 ft. Orifice Coefficient: 0.50 EXISTING GROUND SKIMMER ?� 21 Weir Coefficient: 3.33 BOTTOM EL. - 846.0 Culvert Length: 304.00 ft ST 854.0 Culvert Diameter: 30.00 in 85 _ 850 Culvert Invert In: 847.00 ft Culvert Invert Out: 843.95 ft PRINCIPAL SPILLWAY 800 800 BOTTOM EL. 846.0 Culvert Friction Coefficient: 0.02 � 72" SQUARE CONCRETE RISER Culvert Entrance Loss Coefficient: 0.90 W/ TRASH RACK AND 304 FT OF 30 IN CMP CLASS B STONE 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 Soo 800 Cross Section B-B' 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 Scale: 1" = 50' o Z Cross Section A-A o 0O i= 1 J m U Scale: 1" = 50' J Z � to W Q 0p Q RISER DETAILS 14 ft. Z 0 TRASH RACK EL. 854.00 RISER BUOYANCY CALCULATION LIJ z z o i1i w z SKIMMER V FREEBOARD N Q w Q o LIJ Demonstrate adequate stability by showing the downward force is a minimum of 1.25 w of = Q 0 of -j Skimmer Design - Sediment Basin SB-17 o❑❑❑❑ao❑❑❑❑oo❑❑❑❑a + EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.852.30 times the upward force. " `� L` Desired Skimmer Drawdown Time 3 days NORMAL POOL EL. 850.30 o❑❑❑❑ao❑❑❑❑oo❑❑❑❑a 1'FREEBOARD MIN. = i i � Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Desired Skimmer Drawdown Rate 9,774 cf/day 2 2EXISTING GRADE Skimmer Size 3 in 1 1 72" Square Concrete Riser Head on Orifice 0.25 ft 50% CLEANOUT EL. 848.39 i Height = Say 4' i Weight= 11,320 lb Calculated Orifice Diameter 1.680 in 72 SQUARE Actual Orifice Diameter 1 4 inch increments 2.25 in 4'X 4'X V CLASS B STONE CONCRETE Where: ( / ) i RISER i 30" DIA BARREL CMP Actual Skimmer Drawdown Time 3.08 days 1' 4.30' i Q V I_______________i s \�\\\\ \\\\ \\ \\\\ \ Riser Weight = 11,320 lb Z Z J '^ Q Required Volume 18,036 cf BOTTOM OF POND EL. 846.00-/ ° ° ° ° d•O O d ° ° Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete (/n N � ° a ° • 44 d° • ° ° Gt Ii r LU d •WATER ENTRY UNIT STABILIZED OUTLET Weight of Concrete Anti-Flotation Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3= 3,675 lb Z Q Q WITH TRASH SCREEN GENERAL NOTES: ANTI-FLOTATION BASE (IF APPLICABLE) CUT OFF TRENCH V 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE ELEVATION VIEW O = Z W PIPE. Structure Weight= 11,320 lb + 3,675 lb = 14,995 lb J 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD N.T.S. 0 � � CONDITIONS WARRANT A CHANGE. 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. Buoyancy= Displacement Volume of Riser x 62.4 lb/ft3 Z 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION ORIFICE OPENING INSIDE THE INSTALLED. 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE ONST NTAL TUBE WITH A DISCHARGE END OF THE PIPE. Buoyancy = 144 ft'x 62.4 lb/ft3 = 8,985.6 Ib V Z a CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT 7211 SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) C MANNER. C � 7. EIGHT SIZES IOF NSTRUCTIONS ON WEB SITE FOR EACH SIZE.SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT ■y� SHEET, AND IN Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) r •• ina SCHEDULE 40 PVC PIPE ° d ° `�` (BARREL OR ARM) ARTHEN EMBANKMENT ° ° d • ° Q ° • ° r � Z MAXIMUM HEIGHT OF FLOAT WHEN NO ° a • G ° ° 14,995 lb > 8,985.6 lb x 1.25 = Z Z Q MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE ° ° d OPENINGS EXIST a ° ° 14,995 Ib > 11,232 Ib �_ = LU LEXIBLE HOSE (MAJOR STORM EVENT) • FLOAT • NOTES J O W ° d° INVERT OF LOWEST STORM PVC VENT d ° 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive \ -�- GRATE WATER DISCHARGE OPENING PIPE .• \\ \\ \ Z W / Hznl*EH (MINOR STORM EVENT) \ \ \ strength of 4,000 psi. O Z TOP VIEW -II II LOAT 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with Z FLEXIBLE HOSE MUST BE • 6'-0" 7'-0" g ID ID ID ID O SECURELY FASTENED TO concrete shall be painted with a black bituminous enamel paint. Q VC VENT PIPE STORM WATER THE WATER QUALITY ° / DISCHARGE DISCHARGE OPENING ° OPENING \ \\ \ \ \�\ 3. Riser to be constructed according to the Riser Details. 0 V/ J r _ OUTLET PIPE - - e° °° • 4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be Q BARREL CMP reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a 0 ° d -------;• LEXIBLE HOSE • H L = 1.4 X DEPTH e ° ° • ° • ° ° 11 1 1 - TO M NFI1.4MUm XN D APOP`LIES • ° ° d • ° ° ° hereby y ` `� \1 1 / / WATER ENTRY UNIT I -- •° d° •- ° d•° a • prepared by l mehor unde�my direct personal `�� CARO' C ' - ,- _I � (BARREL OROARM) PIPE • ° supervision and is correct to the best of my ,�SS� OF O'I/ knowled a and belief and that I am a duly _ :�QQ y • y - PLAN VIEW - = SEAL =END VIEW SIDE VIEW MAINTAIN DEPRESSION To - _ = = Iicens Prof s io gineerunderthe - -(NO SCALE) MINIMIZE CHANCE OF SHEET NUMBER SKIMMER BECOMING STUCK N.T.S. laws h Sat o o h Carolina. 048820 DRAWN BY T.R.EVANS 10/10 FAIRCLOTH SKIMMER°DISCHARGE SYSTEM WITH OUTLET J. W.FIRCLO H I SON INC. TEL PHONEL(9 9)IM32-12 4 STRUCTURE FAX: (919)732-1266 Date: 3/13/2024 '�11j11jB WN��,�` 02CO-DO06 EMAIL: WARRENOFAIRCLOTHSKIMMER.COM i \ _\ \\\ ��I II I I / \ \ \ I 1 I � I X � = I ! X zm x _j I X� II \ 7` w SEDCAD STRUCTURE#7, SW,S# le 517057 Sq. Feet / '\,► / ' N 11.87 Acres �� Q - 38.57 % le � \ I 0 -- f / T T / / 1 \ > le I / _ ��" \ \ SEDCAD STRUCTURE #8, SWS#1 I o/ T / �, 12' HIGH SCREENING (SOUND) WALL --------- \ irk T / 19 4.42 Acres le eta I ' Q = 14.9 �` � I I I E i � , I-I V) V) ;XI �� O / T �- ; ' / ►► / 0 0 w w SB_ F \ /�/ . Ld � A ,40 Sq. Feet — I I SEPCA ° LLI o 0 /'�// y �0.94 Acres- 1 / Q =4.07 SED AD STRUCIlJRE#��SW IX� �� \ cl a6I Ile i / TEMPORARY CONSTRUCTION ENTRANCE ' / / LOCKING GATE _ NC DSPCS - I / a X i a ? ? J 9 � ' 111, / as a DTI �____ — I � Z 12' HIGH SCREENING (SOUND) WALL J — _ — — a - H — o Lu o Lu _ / ,� / - a PLAN VIEW 0 100 200 300 SHEET NUMBER 02CO-EO01 SCALE 1.._1 00' \ ► Ixl � \ \ I I 1 I , � ,,, \ / , I IX,� � \ SEDIMENT BASIN 1G0. B-9) I I � , 2Lu A-220 � r I U � w V / te \ / leZ DIVERSION DITCH DA- / If / i le Q 12' HIGH SCREENING (SOUND) WALL \ I I D / / > le / T 1 / �/ 1le U I , Tte te , *00 WASTE PILE- / D,9( ENTRANCE 1 f / T \ f / / \ —�— �'"� y� � I"' L OZ 1 D/OB-21 --- / - _ � ON— ��/ _ �DLTC -22 I 771 i�EDM Test . os - WASTEAPILACCESS ROAD LOCKING GATE NAD83 NC-SPCS zz- Cl LLJ 17 z z LLJ I w w Q o w , xl - 12'JHG/ SCREENING(SOUND) — —1 � I-- Ix I I x a w cn — � o I \ \ � � /off // / � — � � � J = — �/ - - - ► ixl / � � — — — — — LU - = pJ — III- Z a LLJ p 10 AERIAL VIEW / / _ \I \ \ \ \ \ \ \ \ \ \ — / / / / / / / / / / / / / SHEET NUMBER 0 100 200 30060 02CO-EO02 SCALE 1 =100 / / \ \ \ / I Ix Ix El i63 / - \ lo I LV _ 5 C)\\ 61Lu / 6 ❑ le o D 12' HIGH SCREENING (SOUND WALL j T / /F� / I \ \ / 3 1 IX � —-� / F / X20 - �1 iIq \ / D /. ---- i F i -lool le w w w w / '� o ► SB-8 �� / /�► 03 2{1 D/OB-21 DA-23 WASTE ROCK PILE ENTRANCE / _ - �i I I ° w w w w AND ACCESS ROAD III xj _ X_ - � ddddd x1��/ �7 \ I� --- � — — — — — \\ \ Ix1� / � � � / LOCKING GATE / / / / / ✓ J I �— \ \ oj Q AT LLJ co a- w Y T2' Hd6"CREENING (-OU WALL 7-6E:QI \ v � � \ - - — — — — ► �i WF- QQ O I V a w w Z F a Z v w � ❑ Lu / — �o� / / — Q a. PLAN VIEW 0 100 200 300 SHEET NUMBER — I \ \ \ / / �\ SCALE 1 =100 / \\ \ Z X I _ v — ; , ; _yv \ v � � vv v v � 1 � V � ;, A ► _ ► \ \\ \ �� 11 � � I \ \ \A \ \ \ \ X 89 3. \ �%/ �\ \ 63 Lu Ste\ 61 Lu 62 ZZ Q > SOUND WALL60 w w w 0 0 /I � � / / � (/ v w v w ✓ .v ✓ w ✓ w .v w // � J�I ' � I� I � .v w w w ACCESS ROAD-----_ - - - / _ w w w jxI / I N / \ LOCKING GATELLJ 89&- -860 �A (n (n N pi y) \ \ 8e / — z z z � 0 SOUND WALL Io \ \ \ W C p F- w / V A 1 / / _ / — ► I / Z v) a. : Z Lua ED aCD C� � \ z / PLAN VIEW / - v v / v v v v v i / SHEET NUMBER 0 100 200 300 SCALE 1 IN 100� _ / / 02C0-E004 = \ \ \ / \ \ / 900 /t Stage Storage Curve /`` `� EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 8 FLUME / LEVEL CONTROL SECTION 880.00 (880.00) STRUCTURE 880 F / DITCH NO. 22 N.T.S. ` X:A - 879.00 F 880 / ACCESS ROAD � 56.1896 EMER ENCY PILLW (878.45) 0 J � _ s7s.00 WASTE ROCK PILE /F / /te 5555 fftt� C ACCESS ROAD SLOPE DRAIN i /to 1� 17 / 1 1 0 nbt. Freeboard 877.00Ile ` SEDIMENT BASIN LINER 2 2 P INCIP SPILL AY(87 .45) Q SYSTEM LIMIT 50.00 ft. 876.00 [' / PC SKIMMER ` � _40 * w PRINCIPLE SPILLWAY 72" SQUARE ' Channel Design (Non-Erodible) Wetted Perimeter: 52.45 Discharge: 49.39 cfs 875.00 Area of Wetted Cross Section: 27.97 Depth of Flow: 0.55 feet CONCRETE RISER W/TRASH RACK i p BOTTOM OF POND AND 46 FT OF 36 IN. CMP Channel Type: Trapezoidal, Equal Side Slopes Velocity: 1.77 fps 874.00 EL.87C.00 i �� j' r� Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000 am Right Side Slope 2.00:1 Manning's In of Channel: 0.0175 Channel Lining: Grouted Rock Rip Rap XEAN GUT LEV EL(873. 4) Base Dimension: 50.00 Freeboard: 1.00 feet 873.00 POROUS BAFFLES (TYP. �-1 yes �� ' U 872.00 y _ _ E MERGENCY SPILLWAY D ETA I L Channel Design (Non-Erodible) ggo.00 .�..=:r � ST-105 s71.00 y � _ cREST •.•�•r•::��•.f ��, CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes N � Dimensions: Left Side Slope 2.00:1 �I.�.r.�.�.r. . � N.T.S. SLOPE DRAIN }��Cv :r::r:f Right Side Slope 2.00:1 870.00 ACCESS ROAD OUTLET PROTECTION/ Base Dimension: 20.00 0.00 0.40 0.80 1.20 1.60 2.00 2.40 2.80 3.20 3.60 4.00 4.40 00) �•r• rr• I / Q 24.5884 Wetted Perimeter: 20.66 • •-•- � A / SEDIMENT BASIN NO. 8 PRINCIPLE SPILLWAY Accumulative Storage (Acre-Ft) Area of Wetted Cross Section: 2.99 50%CLEAN OUT EL. 873.64 �/ - X J .1 / (� X-�' / Channel Slope: 50.0000 Outflow Storage volume computations � .. Q -�aL'S(�- °•-� T,c -�---� MINE PERMIT BOUNDARY Manning's n of Channel: 0.0175 Total Discharge: 73.29 cfs _-- 55 ff Water Surface Elevation: 877.45 ft _0 NORMAL POOL EL. 876.45 1 L_X_X L --- /; 1 1 01.00tft. Freeboard SEDIMENT BASIN NO.8 �. X y n - -_------ VEGETATED EXIT CHANNEL Discharge: 49.36 cfs Tailwater Elevation: 0.00 ft �.'S(x-X x ____----- / 2 2 7_ Depth of Flow: 0.15 feet Detention Base Elevation: 0.00 ft 20.00 ft.- - Velocity: 16.53 fps ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE pp J EMERGENCY SPILLWAY Outlet#1: Sediment Basin 8 Principle Spillway, Drop Pipe (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL Channel Lining: Grouted Rock Rip Rap (ac) (ac-ft) (ft) EMERGENCY SPILLWAY CHUTE SECTION / Freeboard: 1.00 feet ft Riser Top Elev: 876.45 LEVEL CONTROL SECTION EL. 878.45 Riser Length: 72.00 in 649 Riser Width: 72.00 In 87 871.00.00 N/A N/A 0.2923 N/A N/A 0.223 0.2786 1.00 0.2735 0.2735 1.00 Channel Design (Non-Erodible) Orifice Coefficient: 0.50 872.00 N/A N/A 0.3196 0.3060 1.00 0.3010 0.5745 2.00 PLAN VIEW : SEDIMENT BASIN NO. 8 VEGETATED EXIT CHANNEL DETAIL Weir Coefficient: 3.33 873.00 N/A N/A 0.3476 0.3336 1.00 0.3285 0.9030 3.00 Channel Type: Trapezoidal, Equal Side Slope Culvert Length: 46.00 ft 873.64 N/A N/A 0.3658 0.3567 0.64 0.2273 1.1303 3.64 SCALE: 1" - 50' N.T.S. Dimensions: Left Side Slope 2.00:1 Culvert Diameter: 36.00 In 874.00 N/A N/A 0.3762 0.3619 0.36 0.1294 1.2597 4.00 F F F F Right Side Slope 2.00:1 Culvert Invert In: 874.12 ft 0.3908 1.00 0.3855 1.6452 5.00 w w w w Base Dimension: 20.00 s75.00 N/A N/A 0.4054 Culvert Invert Out: 873.66 876.00 N/A N/A 0.4355 0.4205 1.00 0.4150 2.0602 6.00 ft 0 0 0 0 Culvert Friction Coefficient: 0.02 876.45 N/A N/A 0.4494 0.4424 0.45 0.1991 2.2593 6.45 26.3152 Wetted Perimeter: 22.59 0.4509 0.55 0.2462 2.5055 7.00 M M M M Culvert Entrance Loss Coefficient: 0.90 877.00 N/A N/A 0.4663 W W W W Area of Wetted Cross Section: 12.25 0 0 0 0 �.558g t 0.4820 1.00 0.4763 2.9818 8.00 1 1.0 ft. Freeboard 878.00 N/A N/A 0.4977 w w w w 0.5043 0.45 0.2269 3.2087 8.45 c a a a a Channel Slope: 1.0000 878.45 N/A N/A 0.5109 0 2 I _I 2 Manning's n of Channel: 0.0245 880.00 N/A N/A 0.5563 0.5270 1.55 0.8215 4.0302 10.00 ; N N N N I- 20.00 ft. w w w > Discharge: 49.38 cfs Depth of Flow: 0.58 feet N N � N \ N o \ Velocity: 4.03 fps 0 N L Channel Lining: Vegetated cu 50% CLEAN OUT EL. 873.64 SKIMMER Freeboard: 1.00 feet Z 5 N M CUTOFF TRENCH Q25 HWD EL. 878.45 NORMAL POOL EL. 876.45 m 900 I 25 ft. I 900 50% CLEAN OUT EL. 873.64 EXISTING GROUND (ABUTMENTS) EXISTING GROUND I I NORMAL POOL EL. 876.45 �I 141 CREST 880.0 FILL MATERIAL 900 Q25 HWD EL. 878.45 900 2' MAXIMUM IF NOT CUT TO BEDROCK 1 0 1% 14 FT ACCESS BOT O EL. 870.0 CREST EL. 850.00 - - - - - - - - 850 OUTLET PROTECTION 850 14 ft. 1 CLASS B STONE -1 1 2 FT X 1 FT ANCHOR 2 FT X 1 FT ANCHOR BOTTOM EL. 870.0 TRENCH SEDIMENT BASIN TRENCH 850 850 ' L LINER SYSTEM 2 800 800 EXISTING GROUND 2 FT X 1 FT ANCHOR 2 FT X 1 FT ANCHOR SUITABLE EARTHEN MATERIAL 0+00 0+50 1+00 1+50 2+00 2+50 TRENCH SEDIMENT BASIN TRENCH COMPACTED TO 95% OF STANDARD LINER SYSTEM PROCTOR MAX. DRY DENSITY - , PRINCIPLE SPILLWAY WITHIN ±2% OPTIMUM MOISTURE Cross Section A-A 72" SQUARE CONCRETE RISER 800 800 CONTENT Scale. 1 - 50 W/TRASH RACK AND 46' FT OF 36 CMP 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 CUTOFF TRENCH DETAIL N.T.S. Cross Section B-B' Scale: 1" = 50' CV °0 Z p 3: I N O I= m Skimmer Design - Sediment Basin SB-8 J Z � � Ln J o RISER BUOYANCY CALCULATION Y Q N a 0)w Q Desired Skimmer Drawdown Time 3 days Q '• Demonstrate adequate stability by showing the downward force is a minimum of 1.25 0 Desired Skimmer Drawdown Rate 20,109 cf/day times the upward force. o o 2 FT X 1 FT ANCHOR TRENCH w w 0 Skimmer Size 4 in RISER DETAILS 14 ft. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) � Q w � Q 0 w Head on Orifice 0.333 ft TRASH RACK w � = Q " � J EL. 880.00 0 0 0 `" a w Calculated Orifice Diameter 2.242 in SKIMMER + 72" Square Concrete Riser 1'FREEBOARD Height=Approximately 7' Actual Orifice Diameter (1/4 inch increments) 2.25 in DODD 00000110 EMERGENCY SPILLWAY DEPTH Actual Skimmer Drawdown Time 3.04 days 0110 000 MERGENCY SPILLWAY EL.878.45 Weight= 17,170 lb ❑❑❑❑00❑❑❑❑� FREEBOARD MIN.NORMAL POOL EL. 876.45 ID 00000000000000 1' I I 2 2 Where: EXISTING GRADE-,.,. i i 1 Riser Weight= 17,170 lb 1 Required Volume 20,520 CfI CONCRETE I 50% CLEANOUT EL. 873.64 RISER . . I 6.45' I �\ \ \\ \ \\ \ \\ \\\ \\ \\ \\ \\ \ \\ \\ \\ \\ \\ \\ \ \\ \\\\ \\ \ \ \ \ \ \ Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete Z Z J WATER ENTRY UNIT I I \ \ \ \\ WITH TRASH SCREEN GENERAL NOTES: 4'X 4'X 1' CLASS B STONE I ______________ I 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE ° , 36" DIA BARREL CMP \ \ \ \ \ \ \ \\ \\ \ \\\\ Weight Of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 lb/ft3 = 3,675 Ib - J Q PIPE. 1' • ° I ,� O 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN I n " ° CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD I---- - --------I \\ \\ \\\\\ \\�\\\\\\\\\\ \ Structure Wei ht = 17,170 Ib + 3,675 Ib = 20,845 Ib ''^^ LL V+ �/ r CONDITIONS WARRANT A CHANGE. ° \ \\ \ \ \ \\\ ��\ \�\\\\� \�\ �\ \\ g Q I.L 00 LU 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. Z. ° ° d Q 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION BOTTOM OF POND EL. 870.00 d ° ° ° °° dO ° Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 Z INSTALLED. d a - ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE ° ° d ° ° ONST NTAL TUBE WITH A ° d° a ° d ° J Z J CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. a a - 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT STABILIZED OUTLET Buoyancy= 252 ft x 62.4 lb/ft' = 15,724.8 lb _ _ MANNER. CUT OFF TRENCH 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT SEDIMENT BASIN ANTI-FLOTATION BASE (IF APPLICABLE) Z LL SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. LINER SYSTEM ELEVATION VIEW Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) F SCHEDULE 40 PVC PIPE (BARREL OR ARM) ARTHEN EMBANKMENT ANTI-FLOTATION RISER FILL N.T.S. MAXIMUM HEIGHT OF FLOAT WHEN NO 20,845 Ib > 15,724.8 Ib x 1.25 V Z a MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE (IF APPLICABLE) m a OPENINGS EXIST LEXIBLE HOSE (MAJOR STORM EVENT) 20,845 Ib > 19,656 Ib NOTES D � 0 FLOAT 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) _ Z Z GRATE 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive � Z LJJ Q INVERT OF LOWEST STORM PVC VENT ° d • • strength of 4,000 psi. Z LU III-I WATER DISCHARGE OPENING PIPE ° ° d ° a HMI_+I H (MINOR STORM EVENT) _ ° a 4 ° 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with J O FLEXIBLE HOSE MUST BE TOP VIEW II LOAT ° ° e ° d concrete shall be painted with a black bituminous enamel paint. 0 W ° U i SECURELY FASTENED TO c ° 3. Riser to be constructed according to the Riser Details. Z LLI VC VENT PIPE STORM WATER THE WATER QUALITY DISCHARGE DISCHARGE OPENING A ° 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at O Z (n Z - OPENING °d° concrete riser and pipe boot for culvert. Q OUTLET PIPE r__ - a° d \\\ \\� 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system 2 Q ' (emergency spillway, slope pipe/culvert outlets, etc.). 0 V) J ° 6-0" T-0" 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be W a ' I LEXIBLE HOSE g gy a ' H L = 1.4 X DEPTH ° reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a 0 TO THE OVERFLOW • \ \ MINIMUM LENGTH APPLIES WATER ENTRY UNIT (' ;° ° ° °• ° • SCHEDULE 40 PVC PIPE °' BARREL CMP y y �� `, Q �/ ' - (BARREL OR ARM) . �`` T I hereby certify that this document was . A =1 d prepared by me or under my direct personal •••• ., �� '� I °° ` • d • - ° • ° ° • ° supervision and is correct to the best of my° O,,QpF�ss�O•'• �� .y•• 'J� END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - - - knowled a nd belief and that I am a duly . Q •• MINIMIZE CHANCE OF °° • • ° d ' d ° g (NO SCALE) e = = SEAL SKIMMER BECOMING STUCK A. licensed r fe s ogl Laina. under the -DRAWN BY T. R. EVANS 10/104. SHEET NUMBER aJ. W. FAIRCLOTH & SON INC. laws Oft S to o _� 048820 �; FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM - 9 STRUCTURE TELEPHONE: (919) 732-1244 (Signature) !�••••��,,,,,�Q,•'�P�� FAX: (919) 732-1266 PLAN VIEW GiNE EMAIL: WARREN@FAIRCLOTHSKIMMER.COM N.T.S. '� •• Date: 3/13/2024 '�,,FGj/B wN��,•`� 02C0-E005 EMERGENCY SPILLWAY EMERGENCY SPILLWAY DETAIL / k / CHUTE SECTION C Channel Design (Non-Erodible) Stage Storage Curve 0 LEVEL CONTROL SECTION SEDIMENT BASIN NO. 9 CENTRLI CUTOTRENCH �� I co c Dimensions:Co N.T.S. Channel Type. Trapezoidal, Equal Side Slopes _ o Left Side Slope 2.00:1 860.00 Right Side Slope 2.00:1 (60.0)STRUCTURE EMERGENC SPILLWAY A�x Base Dimension: 20.00 J LEVEL CONTROL SECTIOI kEL. = 858.07 OUTLET PROTECTION 27.7276 Wetted Perimeter: 24.17 Area of Wetted Cross Section: 20.37 EMERGENCY SPI LWAY(858.07) 1.00ft. Freeboard 85s.00 0.93 ft. Channel Slope: 0.1000 Manning's In of Channel: 0.0175 Q 20.00 ft. I Discharge: 48.83 cfs NAD-8Z - Depth of Flow: 0.93 feet J 856.00 NC-SPJtS/ / / p PRI CIPAL SPILLWAY(856.07) w Velocity: 2.40 fps / k Channel Lining: Grouted Rock Rip Rap ;B Freeboard: 1.00 feet / A- ♦ ` \ / / W 854.00 ' NORMAL POOL ETTA��856.07 SKIMMER PRINCIPLE SPILLWAY 72 SQUARE / / / •°C - CONCRETE RISER W/TRASH RACK CLEAN O T LEVEL(853.4 ) ► 0 CO I k / °� / AND 63 FT OF 30IN. CMP EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible) 50%CLEAN OUT L. 853.41 I CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes 852.00 / B TT / N.T.S. Dimensions: Left Side Slope 2.00:1 ID/ OF PO N � k / / \ Right Side Slope 2.00:1 � o N POROUS BAFF L.850.00� S (TYP.) 1 Base Dimension: 10.00 ' B Wetted Perimeter: 11.95 CM 15.74 ft. 850.00 Z) o / o°0 0.44 ft. Area of Wetted Cross Section: 4.74 0.00 0.70 1.40 2.10 2.80 3.50 4.20 • a / 1 1 1.00ft. Freeboard 71 � 7_ Channel Slope: 18.0000 2 2 Manning's n of Channel: 0.0330 Accumulative Storage (Acre-Ft) o 10.00 ft.� Q Discharge: 48.83 cfs _ 70 LOPE DRAIN Depth of Flow: 0.44 feet Storage volume computations • 00 / _\ �° Velocity: 10.31 fps W (� °° SEDIMENT BASIN NO.9 8 Channel Lining: Grouted Rock Rip-Rap ' 00 Freeboard: 1.00 feet ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE SLOPE DRAIN 0L° (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL r (ac) (ac-ft) (ft) orO�v 0 50% CLEAN OUT EL. 853.41 900 900 SEDIMENT BASIN LINER 850.00 N/A N/A 0.2370 AC / Q25 HWD EL. 857.07 NORMAL POOL EL. 856.07 851.00 N/A N/A o.2600 0.2485 1.00 0.2442 0.2442 1.00 SYSTEM LIMIT 2 FT X 1 FT ANCHOR 0.2719 1.00 0.2676 0.5118 2.00 2 FT X 1 FT ANCHOR 852.00 N/A N/A 0.2838 TRENCH SKIMMER 0.2964 1.00 0.2917 0.8035 3.0o n n n nTRENCH 853.00 N/A N/A 0.3090 853.41 N/A N/A 0.3197 0.3144 0.41 0.1275 0.9310 3.41 14 ft. 2 M 0.3222 0.59 0.1899 1.1208 4.00 M M M M / ♦ CREST 860.0 _ _ 854.00 N/A N/A 0.3354 0 0 0 0 850 21 2 850 855.00 N/A N/A 0.3626 0.3490 1.00 0.3440 1.4649 5.00 J J J J '/� 0.3766 1.00 0.3714 1.8363 6.00 ��o�� 6,19/0 856.07 N/A N/A 0.3925 0.3915 0.07 0.0274 1.8637 6.07 0 0 0 0 ° BOTTOM EL. 850.0 856.07 N/A N/A 0.3925 � � � � -$ � 0.4048 0.93 0.3721 2.2358 7.00 w w w w SEDIMENT BASIN 858.00 N/A N/A 0.4484 rn N N N N OUTLET PROTECTION CLASS B STONE 57 0.4338 1.00 0.4284 2.6642 8.00 ° 0 0 0 o / LINER SYSTEM 858.07 N/A N/A 0.450307 0315 57 4) s s s > 0.4761 14494 0.93 0.9153 3.6110 10 00 � UJ UJ UJ Ld / \ 800 800 860.00 N/A N/A 0.5037 N N \ N WASTE ROCK PILE �► N \ cq M ACCESS OAD / 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 r I n A-A' CUTOFF TRENCH o N N PRINCIPLE SPILLWAY C OSS Sect O � /T -�7"4 g2o 72" SQUARE CONCRETE RISER SLOPE DRAIN / W/TRASH RACK AND 63 FT OF 30" CMP Scale. 1 = 50 EXISTING GROUND (ABUTMENTS) z / T 92o SEDIMENT BASIN NO. 9 PRINCIPLE SPILLWAY 000,�/ Outflow FILL MATERIAL T + T Total Discharge: 78.72 cfs 2' MAXIMUM IF NOT CUT TO BEDROCK 50% CLEAN OUT EL. 853.41 I � / NORMAL POOL EL. 856.07 Water Surface Elevation: 857.07 ft IL 900 14 FT ACCESS 900 Tailwater Elevation: 0.00 ft - - - - - >� T T Detention Base Elevation: 0.00 ft 1 L I 90o Q25 HWD EL. 857.07 CREST EL. 860.00 1 Outlet#1: Sediment Basin 9 Principle Spillway, Drop Pipe T Riser Top Elev: 856.08 ft Riser Length: 72.00 in 2' f 71 ACCESS ROAD ,r aao 850 ?'� - - - 850 Riser Width: 72.00 in SUITABLE EARTHEN MATERIAL BOTTOM EL. 850.0 Orifice Coefficient: 0.50 COMPACTED TO 95% OF STANDARD 2 FT X 1 FT ANCHOR 2 FT X 1 FT ANCHOR Weir Coefficient: 3.33 PLAN VIEW : SEDIMENT BASIN NO. 9 SEDIMENT BASIN 63 ft PROCTOR MAX. DRY DENSITY TRENCH TRENCH Culvert Length: .00 WITHIN ±2% OPTIMUM MOISTURE LINER SYSTEM Culvert Diameter: 30.00 in CUTOFF TRENCH DETAIL CONTENT SCALE: 1" = 50' Culvert Invert In: 850.00 ft 800 800 Culvert Invert Out: 846.00 ft N.T.S. 0+00 0+50 1+00 1+50 2+00 2+50 Culvert Friction Coefficient: 0.02 Culvert Entrance Loss Coefficient: 0.90 Cross Section B-B' Scale: 1" = 50' Z d' o rn Skimmer Design - Sediment Basin SB-9 RISER BUOYANCY CALCULATION a co Skimmer Drawdown Time 3 days 2 FT X 1 FT ANCHOR TRENCH c� Y Q N rn Desired Skimmer Drawdown Rate 20,109 cf da q y y g J z \ N / y RISER DETAILS 14 ft. Demonstrate adequate stability b showing the downward force is a minimum of 1.25 w a � °o a � Skimmer Size 4 in TRASH RACK + times the upward force. d EL. 860.00 Head on Orifice 0.333 ft SKIMMER o ALL ~ 1'FREEBOARD Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) z z Y Lv w o Li Calculated Orifice Diameter 2.242 in 01111 00011110 EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.858.07 N Q w Q O Ld a❑❑❑❑oo❑❑❑❑aa❑❑❑❑o 72" Square Concrete Riser LIJo o M o N a Actual Orifice Diameter(1/4 inch increments) 2.25 in NORMAL POOL EL. 856.07 a❑❑❑❑00❑❑❑❑aa❑❑❑❑0 V FREEBOARD MIN. Actual Skimmer Drawdown Time 3.17 days = I I 2 2 Height Approximately 6' I 1 1 Weight= 15,220 Ib I I Required Volume 21,366 cf EXISTING GRADE I CONCRETE I Where: 50% CLEANOUT EL. 853.41 1 RISER i �\ \ \ \\ \• • \\ \ \\ \\\ \\ \\ \\ \\ \ \\ \\ \ \ \ \ \ \ \ \ \ \ Riser Weight= 15,220 Ib - -- 6-07----- 4' X 4'X 1' CLASS B STONE �- - -� 30 DIA BARREL CMP \ a° • \ \ \ \ \ \ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete WATER ENTRY UNIT A. \ \\ \�� \\\ \\ \� \� \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3= 3,675 Ib Z Z J WITH TRASH SCREEN GENERAL NOTES: ° d 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE d . ° •a • •� Z PIPE. BOTTOM OF POND EL. 850.00 d 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN • , da ° Q ' a Structure Weight = 15,220 Ib + 3,675 Ib = 18,895 Ib O r CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD ° . • d ° C CONDITIONS WARRANT A CHANGE. STABILIZED OUTLET 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. SEDIMENT BASIN Buoyancy Displacement Volume of Riser x 62.4 lb/ft' Z Q 0 LU 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION ANTI-FLOTATION BASE (IF APPLICABLE) CUT OFF TRENCH Y Y - p ORIFICE OPENING INSIDE THE INSTALLED. LINER SYSTEM ELEVATION VIEW ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. N.T.S. Buoyancy = 216 ft'X 62.4 lb/ft' = 13,478.4 Ib J 0 I.I.I 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT ANTI-FLOTATION RISER FILL O = Z J MANNER. 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT (IF APPLICABLE) Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z LL SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. A/ Fn O SCHEDULE 40 PVC PIPE Lf� (BARREL OR ARM) ARTHEN EMBANKMENT Q MAXIMUM HEIGHT OF FLOAT WHEN NO 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 18,895 Ib > 13,478.4 Ib x 1.25 18,895 Ib > 16,848 Ib Z V 0W a MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE � M OPENINGS EXIST d ' W LEXIBLE HOSE (MAJOR STORM EVENT) d NOTES � 0 9 J • FLOAT ° . B ` ° • ,A ` ° : 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive = Z Z _ INVERT OF LOWEST STORM PVC VENT ° strength of 4,000 psi. Z W Q GRATE WATER DISCHARGE OPENING PIPE HMI_+I-H II (MINOR STORM EVENT) d 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with J TOP VIEW III "_I!j111Ij1I_1I9TVUT!T= FLEXIBLE HOSE MUST BE LOAT d \ ° ° \ concrete shall be painted with a black bituminous enamel paint. Q W° ' SECURELY FASTENED TO \ \ 3. Riser to be constructed according to the Riser Details. �VC VENT PIPE I STORM WATER THE WATER QUALITY a Z ' I DISCHARGE DISCHARGE OPENING 6'-O" 7'-0" 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z � OPENING concrete riser and pipe boot for culvert. O O Z OUTLET PIPE _ \� �s 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system Q i d a •• . (emergency spillway, slope pipe/culvert outlets, etc.). Q J LEXIBLE HOSE • ° ° 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be W Q a - H L = 1.4 X DEPTH d BARREL CMP reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. f^ - TO THE OVERFLOW ° . ° V MINIMUM LENGTH APPLIES d 4 • ° ° ° ° I a d WATER ENTRY UNIT ( °e ° • SCHEDULE 40 PVC PIPE A. ' V- i' (BARREL OR ARM) • °' ° A. d I hereby certify that this document was ��`�`` AR .,A prepared by me or under my direct personal END VIEW SIDE VIEW MAINTAIN DEPRESSION To - - _ _ - PLAN VIEW supervision and is correct to the best of my O QpF 0y, (NO SCALE) MINIMIZE CHANCE OF knowledge and belief and that I am a duly _ �:Q 9<•:� SKIMMER BECOMING STUCK DRAWN BY T. R. EVANS 10/10 N.T.S. licensed P of i a n ieer under the = SEAL _ ® J. W. FAIRCLOTH & SON INC. laws of a f rt Carolina. _2� :• 048820 C SHEET NUMBER FAIRCLOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM TELEPHONE: (919) 732-1244 , STRUCTURE FAX: (919) 732-1266 ;��, •�'yG�N�`�.• EMAIL: WARREN®FAIRCLOTHSKIMMER.COM (Signature) / •• �Q'�� 02C0-E006 Date: 3/13/2024 PLAN VIEW 0 100 200 300 990 SCALE 1..=100' I \ I \ zm I \ \ \ \ \\ \ \ \ \ � x, — \ Lu / N // // / / // \ / E > \ \ \ / / / / I � 11 \ \ \ \�\ \ \ \ \ \\ \ \ \ \ \ — _ / � / — / / /j / l II I � � \\ \ \` \ � � � � �\��v i l I I I I • Y / 16 � � � \ \ \\ �\ \ \ \ \ \ \� �� 1 \ IIII \ I C) Of 14\ \ \ j PW \ — / \ �\ \ \ �\\ \ � / � \ \ \ \ \ \ \ \ I I , o � \ \ � N /� I � I \ o a a \ >� _w c.4 ; 0 - II / z-�� I IIII / / / � j I I I �� \ \ \ \ \ lI III \ / / D A S R CTURE #6, SWS#1 \ i 75 2 Sq. 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Feet / / / J 2 4 1 F \ \\ I \ I / 0 a. 96 o qe Feet -- \ \\ \ \� \�1 1 I \ 11 I \\ (NO STREAM IMPACTS) \ \ ��o I I Q12'Acres = 0. � \ I '�. � Beaverdam Cr" cLu 770� STRUCTURE# 4, � / 11 =j/� � // \�\ \\ \ � \�4��Sq�F�e _ = � See- ,�, \�\ \\ /�i/ SED T T Fj!<# + — _ / \ ice► / / // / / \ \ \� /// �� L '✓_ _ / / / // /� / / / �// S D A S R CT RE#1 , SWS �•, \ �\/ \ �\\ \ � // / / ,� �, t II \ \ I \ I I I I ,/_ / /f \ \\ _/ • a _/ / /�� ✓/ \/ / __ / / / 164069 q. 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W �Y �Y � W W W �Y �Y J• �Y �Y� W �Y �Y I �Y � V� W �Y �Y �Y W ��Y � �Y N�-�Y-` \ �L \\\ \ J� /� �j / //.. \\ \ \ \ \ \\` \\\ \ \ / /rX�•. � 1� �Y �Y W �Y W �Y �Y �Y �Y �Y W \\�Y\ �Y �Y1 \ �Y W �Y �Y �Y H• �Y �Y �Y \ \\ W �\Vt \ 1\I \ �� /\// ,,,... / � \ \\\ \ \ \ \ \ / I I ,` O 5Q W W W W W �Y W W W W W W W W W W W W W\W W W y W W W W W W W \W W W\ W �Y W W W W �Y �Y-,lam W W �`Y�rW W �Y W �Y W \ W \�\ W W\\� �` •--� \ / '�� r � \ \ \ \\\ \\\ \ \ -/ \ IX v Z W W W W W W W W W �Y/W W �Y W �Y W �Y W �Y W W � W W� �Y W W W �Y W\ \W W� W W W 1�Y W �Y �Y ,1• ,Y ,Y �Y ,1• �Y ,Y W �Y ,Y ,1• �Y ,1• �Y ,1• �Y W ,Y �Y ,1• �Y W .1• .1• \ .y �. \�\�Y \ .y \�y\\`\� - \ ` � I J I \ \ \\ \ \ \ \\ \\ \ / X � I . Z W W W W W W W W W W W W W W W� /�W W �Y W \• \\ \ W W I N�, W N �Y W �Y �Y �Y �Y �Y �Y �Y �Y �V- FYI" �Y �Y �Y �• �kY \\W �Y\\1 \\ \\\\ / \ I I I 1 ' \\ \ /\ /\��/I`I/,. 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'^` �Y �Y W �Y W W �Y �Y �Y �Y W �Y W �YY Y• W J• W W W W l �Y �Y J( �Y W �Y �Y �Y �Y W �Y W �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y W W Y• Y �Y\ W FYI �Y �Y \,1 �Y 1 /I 1\\ \`�\'� `✓ \ `✓ �.y .Y W .y W W W .Y W .1• ,Y ,Y ,Y � .y \� W � .�y ` W .1• 1 I I\'� 1 \\ \ \ � / /__ W 11, 41 11, Y• 1080 W W W W W W W W W W W WY W + Y• W Y• W Y• �Y/ + SHEET NUMBER W\,Y W �Y W �Y W mil• �Y W �Y W ,Y W ,L �Y ,Y W ,Y ,Y �' ,Y �' / \ W W W W W W �• W �• W ,Y W ,y W \ .y W\y W W\W \ �\W\W W I�/I 1 I I //j(" __� + �Y Y• W �Y �Y Y• �Y Y• �Y �Y �Y �Y �Y �Y �Y �Y W �Y � � / I \ \ / -� \ W W W W / W .Y W .Y .v W .v .v W W .v W/.Y r .v .v .v Y• W .Y W W I I I I I I I I I I 1 -�_ \ / ////�� `\\\\ 02C O-G O04 �Y �Y W �Y W W W � W �Y Y• -�Y-- �Y / �Y �Y W W W �Y � / / W W �Y W W �Y W I�Y I \ i I 1 1 I I I I I � / // \ / __. EMERGENCY SPILLWAY �-�-�� ✓ LEVEL CONTROL SECTION EL. =812.28 ��+ / f` � Q i� .0 EMERGENCY SPILLWAY DETAIL 00�.�� EMERGENCY SPILLWAY DETAIL �i l LEVEL CONTROL SECTION EMERGENCY SPILLWAY CHUTE SECTION = CHUTE SECTION 00 00 i / N.T.S. N.T.S. H '.i i 00 i ®• _ f 94.88 ft 1.00ft. Freeboard 1 38.80 ft. 1 0.20 ft-L O J �� 2 z 34.00 ft. OUTLET PROTECTION �� i �� " / 88.00 ft. 0 72 ft 1.00ft. Freeboard Channel Design (Non-Erodible) ��'i% � _ �j� Channel Design (Non-Erodible) ♦ 0 A� O Channel Type: Trapezoidal, Equal Side Slopes PRINCIPLE SPILLWAY � -�* � _1� + Channel Type: Trapezoidal, Equal Side Slopes Dimensions: Left Side Slope 2.00:1 NAD-83 � ► Dimensions: Left Side Slope 2.00:1 Right Side Slope 2.00:1 72" SQ. RISER W/TRASH RACK i __ NC-SPCS AND 106 FT OF 48 IN. CMP �( � / Right Side Slope 2.00:1 Base Dimension: 34.00 W a i _��_Y � � X �� Base Dimension: 88.00 X / Wetted Perimeter: 34.88 i � �� Wetted Perimeter: 91.22 Area of Wetted Cross Section: 6.79 Area of Wetted Cross Section: 64.33 Channel Slope: 50.0000 i� Channel Slope:0.1000 Manning's n of Channel:0.0175 Manning's In of Channel:0.0175 �. � Discharge: 136.89 cfs p � � ��i` / Discharge: 136.89 cfs Depth of Flow: 0.20 feet U � �'� - �� V / Depth of Flow: 0.72 feet Velocity: 20.17 fps .0 �� Velocity: 2.13 fps Channel Channel Lining: Grouted Rock Rip Rap Freeboard:ini Grouted Rock Rip Rap 1.00 feet N G ' � � Freeboard: 1.00 feet N l000 17 U) 00 I �CUTOFF TRENCH ' 00, SKIMMER EXISTING GROUND (ABUTMENTS) ' Stage Storage Curve TOP OF STRUCTURE FILL MATERIAL 814.00 SB 1 (814.00) d a) $�3�5 ACCESS R AD 2' MINIMUM IF NOT CUT TO BEDROCK a Z3 � O , TOP OF BERM SEDIMENT BASIN - Q Vol �- i - - - 812.00 2.28) in � _ LINER SYSTEM /Ile 1 \� \ LIMIT POROUS BAFFLES YP.) / / 1 810.00 L0 �� / Ile le 2' o sos.00 'ooS B NORMAL POOL/ EL. 810.18 /� SUITABLE EARTHEN MATERIAL 50%C EANOU LEVEL( 07.17) / COMPACTED TO 95% OF STANDARD w 806.00 50%CLEAN OUT EL. 807.17 i / PROCTOR MAX. DRY DENSITY W W W W ° SEDIMENT BASIN NO. 1 PRINCIPLE SPILLWAY WITHIN ±2/o OPTIMUM MOISTURE o 0 0 0o 0 0 0 OUTLET PROTECTION CUTOFF TRENCH DETAIL 8040° J J J / / CONTENT � Outflow w w w w N.T.S. Total Discharge: 159.64 cfs F , / 802.00 0 a a a a � T � � / Water Surface Elevation: 812.28 ft 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 0 SLOPE DRAIN :N W W W W Tailwater Elevation: 0.00 ft Detention Base Elevation: 0.00 ft Accumulative Storage(Acre-Ft) 0 5 5 5 5 PLAN VIEW : SEDIMENT BASIN NO. 1 Outlet#1: Sediment Basin 1 Principle Spillway, Drop Pipe Storage volume computations N o 1 SCALE: 1" = 50' Riser Top Elev: 810.18 ft g SB-1 p o N N Riser Length: 72.00 in Riser Width: 72.00 In ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE Z N M � Orifice Coefficient: 0.50 (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL 2 FT X 1 FT ANCHOR TRENCH Weir Coefficient: 3.33 (ac) (ac-ft) (ft) 850 NORMAL POOL EL. 810.18 850 850 850 Culvert Length: 106.00 ft - - - - - - - - - - - - - - - - Culvert Diameter: 48.00 in 803.50 N/A N/A 0.7808 Q25 HWD EL. 812.28 NORMAL POOL EL. 810.18 0.8368 2.00 1.6530 1.6530 2.00 SKIMMER 805.50 N/A N/A 0.8928 EXISTING GROUND Culvert Invert In: 803.50 ft 0.9400 1.67 1.5653 3.2183 3.67 50% CLEAN OUT EL. 807.17 50% CLEAN OUT EL. 807.17 Culvert Invert Out: 802.00 ft 807.17 N/A N/A 0.9871 0.9495 0.33 0.3122 3.5304 4.00 Q25 HWD EL. 812.28 EXISTING GROUND 807.50 N/A N/A 1.0061 14 ft. I L Culvert Friction Coefficient: 0.02 1.0641 2.00 2.1063 5.6368 6.00 14 ft. 809.50 N/A N/A 1.1220 14 ft. _ _ _ _ _ _ _ _ _ _ _ _ -- CREST EL. 814.0 - - - - - Culvert Entrance Loss Coefficient: 0.90 810.18 N/A N/A 1.1622 1.1421 0.68 0.7766 6.4134 6.68 800 19% 1 7 \ 800 800 800 811.50 N/A N/A 1.2403 1.1812 1.32 1.5634 7.9768 8.00 BOTTOM EL. 803.5 3.0% BOTTOM EL. 803.5 812.28 N/A N/A 1.2877 1.2640 0.78 0.9859 8.9627 8.78 2 FT X 1 FT OUTLET PROTECTION 2 FT X 1 FT ANCHOR TRENCH 14 FT ACCESS 813.50 N/A N/A 1.3618 1.3011 1.22 1.5922 10.5548 10.00 ANCHOR TRENCH CREST EL. 814.0 814.00 N/A N/A 1.3804 1.3711 0.50 0.6829 11.2377 10.50 CENTERLINE CUTOFF TRENCH CLASS B STONE PRINCIPLE SPILLWAY SEDIMENT BASIN SEDIMENT BASIN 72" SQUARE CONCRETE RISER W/TRASH RACK LINER SYSTEM 2 FT X 1 FT ANCHOR TRENCH 750 LINER SYSTEM AND 106' OF 48" CMP 750 750 750 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 0+00 0+50 1+00 1+50 2+00 Cross Section A-A' Cross Section B-B' Scale: 1" = 50' Scale: 1" = 50' N Z 0) U O 0 RISER DETAILS 2 FT X 1 FT ANCHOR TRENCH RISER BUOYANCY CALCULATION J z < 04 Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times L`' Q Q Skimmer Design - Sediment Basin SB-1 TRASH RACK EL181f 4.00 the upward force. Q Z m Desired Skimmer Drawdown Time 3 days L1j d SKIMMER 1'FREEBOARD Downward Force(structure weight)> 1.25 x Upward Force(buoyancy) z z Y ,;; w z Desired Skimmer Drawdown Rate 32,832 cf/day p❑❑❑❑pp❑❑❑❑pp❑❑❑❑p N Q w � Q o w EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.812.2 w of = a 0 Of � Skimmer Size 5 In ❑❑❑❑��❑❑❑❑��❑❑❑❑� 72"Square Concrete Riser o o 0 o U) a_ � NORMAL POOL EL. 810.18 o❑❑❑nHHnnnnOo❑❑❑❑U 1'FREEBOARD Height=Approximately 7' Head on Orifice 0.333 ft - , MIN. I � 2 2 Weight= 17,170 lb EXISTING GRADE 72"SQUARE I Calculated Orifice Diameter 2.865 in CONCRETE ' 1 1 Where: Actual Orifice Diameter (1/4 inch increments) 4.25 in RISER 50% CLEANOUT EL. 807.17 6.68' I • • Riser Weight= 17,170 lb Actual Skimmer Drawdown Time 3.04 days \\ \ \\ \ \\\\ \\\\\\\\ \\ \ \ \ \\ \\\ \ \ \ \ \ \ 4'X 4' X 1' CLASS B STONE ------- I \ \ \\ \\ \\ \ \ \\ \\ \ \\\\\ Weight of Concrete Base= (Length x Width x Depth)x Unit Weight of Concrete-----a- 48 DIA BARREL CMP Required Volume 73,260 cf �� 1 a• ° ° 11\1 Weight of Concrete Base= (7 ft x 7 ft x 0.75 ft)x 150 Ib/ft3=5,512.5 lb Q \� \ \ Z Z A. d - � \ Structure Weight= 17,170 lb+5,512.5 lb=22,682.5 lb Z J BOTTOM OF POND EL. 803.50 d . d ° •° • J a • d° • d° ° • d °° ° Buoyancy= Displacement Volume of Riser x 62.4 lb/ft' (n O WATER ENTRY UNIT SEDIMENT BASIN STABILIZED OUTLET a W t LLI WITH TRASH SCREEN GENERAL NOTES: ANTI-FLOTATION BASE (IF APPLICABLE CUT OFF TRENCH Buoyancy=252 ft'x 62.4 Ib/ft3= 15,724.8 lb a 0 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE LINER SYSTEM ( ) Z PIPE. 2. PROPER ORIFICE OPENING MUST SELECTED TO ENSURE POND DRAINS IN LU CORRECT AMOUNT OF TIME. MODIFICATIONS ELEVATION VIEW Downward Force(structure weight)> 1.25 x Upward Force(buoyancy) J O MAY BE REQUIRED IF FIELD Z CONDITIONS WARRANT A CHANGE. ANTI-FLOTATION RISER FILL O 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. ) N.T.S. 22,682.5 lb> 15,724.8 lb x 1.25 Z 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION (IF APPLICABLE LL ORIFICE OPENING INSIDE THE INSTALLED.5. ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. 22,682.5 lb> 19,656 Ib V O EL 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT MANNER. ' A 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT C L M ii SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. �� NOTES C LLI 72 SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) _SCHEDULE 40 PVC PIPE >: � 0 (BARREL OR ARM) ARTHEN EMBANKMENT MAXIMUM HEIGHT OF FLOAT WHEN NO ° d ° OPENIN . 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive Z ° d MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE strength of 4,000 psi. LLI Ill LEXIBLE HOSE (MAJOR GS EXIST • 4 STORM EVENT) ° °° ° • d ° reng p Z h ° • d 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with FLOAT ° a concrete shall be painted with a black bituminous enamel paint. J O _ INVERT OF LOWEST STORM PVC VENT • • °• 3. Riser to be constructed according to the Riser Details. V 0 LLI -�- WATER DISCHARGE OPENING d 4. Sediment Basin Liner System to be installed per manufactures specifications utilizing batten strip at Z Uj - HIIH II GRATE (MINOR STORM EVENT) PIPE ° d • ° Y p p 9 p TOP VIEW II LOAT concrete riser and pipe boot for culvert. Z I _ _ .. _ .. .. FLEXIBLE HOSE MUST BE \\ \ O Z SECURELY FASTENED TO ° 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system VC VENT PIPE I STORM WATER THE WATER QUALITY 2 DISCHARGE DISCHARGE OPENING 6-0" 7'-0" (emergency spillway, slope pipe/culvert outlets, etc.). H a OPENING 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be 0 J OUTLET PIPE - - _ \\ `�� reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. /LLI Q a 1\ • �+ --�---;. - LEXIBLE HOSE •° H L = 1.4 x DEPTH BARREL CMP I- TO THE OVERFLOW °° d ° MINIMUM LENGTH APPLIES d ° ° d • ° ° • ° • • I hereby certify that this document was `\%% `, G'A 4 WATER ENTRY UNIT �i III ��--- SCHEDULE 40 PVC PIPE •° ° ° d ° d ° ° • prepared by me or under my direct personal �� ,`�,`..••• ,, PO( �'; ' V i - - - - - - - - - (BARREL OR ARM) A. ° •° ° dd. °d ° supervision and is correct to the best of my •' F�SS�O,y.`;� know6der and belief and that I am a duly QSL9�END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - -(NO SCALE) MINIMIZE CHANCE OF liceno a si al Engineer under the SHEET NUMBER SKIMMER BECOMING STUCKDRAWN BYT. R. EVANS 10/10 PLAN VIEW lawstoe rth Carolina. _2� •. 048820 FAIRCLOTH SKIMMER°DISCHARGE SYSTEM WITH OUTLET W.FIRCLOH I SON INC. N.T.S. '��,� WWW.FAIRCLOTHSKIMMER.COM TELEPHONE: (919)732-1244 STRUCTURE EMAIL: WFAk (9FAIRCLOTHSKIMMER.COM / \ , •,', (Signature) � Date: 3/13/2024 Gj� N� % 02C0-G005 SEDIMENT BASIN LINER � SYSTEM LIMIT Stage Storage Curve \ - EMERGENCY SPILLWAY DETAIL EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 2 \, \ 50%CLEAN OUT EL. 832.21 LEVEL CONTROL SECTION - ROAD CROSSING � Porous BAFFLES TYP.) CHUTE SECTION 841.00 A V N.T.S. N.T.S. (84P 000)STRUCTURE 840.00 3:B1 \ \\\\ Approx 75 ft. 1.00ft. Freeboard 839.00 O J ♦ V Cps ��.. A\\�\\\ 15.42 ft.SLOPE ♦ \�' NORMAL POOL EL. 835.00 1.42 ft. 0.433 ftft� 838.00 NCY SPILLWAY(838.58) EMERG DRAIN / 1 1 1.00ft. Freeboard J 837.00 ` � 8 8 2 2 / \ PRINCIPLE SPILLWAY 2 10.00 ft.- 20.00 ft. c 836.00 / ♦ 72" SQUARE CONCRETE RISER W/TRASH RACK o NAD-83 / AND 67 FT OF 36 IN. CMP CZ OUTLET PROTECTION .� 835.0PRINCIPALC-SPCS / Channel Design (Non-Erodible) SPILLWAY(835.00) LU � � � � EMERGENCY SPILLWAY Channel Design (Non-Erodible) Channel Type: Trapezoidal, Equal Side Slopes LLJ 834.00 / c5� �� ♦ LEVEL CONTROL SECTION , Dimensions: Left Side Slope 2.00:1 833.00 EL. ;38.58 Channel Type: Trapezoidal, Equal Side Slopes Right Side Slope 2.00:1 Base Dimension: 10.00 \- Dimensions: Left Side Slope 2.00:1 832.00 � ♦ �c� \ Right Side Slope 2.00:1 U) BOTTOM OF P ND \ Base Dimension: 20.00 Wetted Perimeter: 11.94 831.00 0 EL.829.00 y ♦ +\ \ Al ► Area of Wetted Cross Section: 4.72 U �'0 // �•\ \�� Wetted Perimeter: 26.34 830.00 - 'OUTLET PROTECTION Area of Wetted Cross Section: 32.35 Channel Slope: 21.3000 W11 Manning's n of Channel: 0.0175 829.00 N ♦ I \ \ \ � \ Channel Slope: 0.1000 0.00 4.00 8.00 12.00 ' C:) \\( \ \ Mannin s n of Channel: 0.0175 N � �\ �♦ \ / � � � � � � g Discharge: 99.63 cfs � 1 y / \ Discharge: 99.64 cfs Depth of Flow: 0.43 feet Accumulative Storage (Acre-Ft) 0) / / I EMERGENCY SPILLWAY Depth g Velocity: 21.11 fps • Q De th of Flow: 1.42 feet ♦ \ \ CHUTE SECTION Velocity: 3.08 fps / SKIMMER Channel Lining: Grouted Rock Rip Rap Storage volume computations / I Channel Lining: Grouted Rock Rip Rap Freeboard: 1.00 feet y Freeboard: 1.00 feet SEDIMENT BASIN NO.2 y ♦ ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE LD \♦ (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL a y\ B \ SEDIMENT BASIN NO. 2 PRINCIPLE SPILLWAY (ac) (ac-ft) (ft) pp SLOPE DRAIN to / 900 900 Outflow 829.00 N/A N/A 0.5738 Q25 HWD EL. 837.58 0.6083 2.00 1.2033 1.2033 2.00 Total Discharge: 118.16 cfs 831.00 N/A N/A 0.6427 \ ° g 0.6639 1.21 0.8032 2.0065 3.21 r / � 50/o CLEAN OUT EL. 832.21 Water Surface Elevation: 837.58 ft E32.21 N/A N/A 0.6852 CONVEYOR NORMAL POOL EL. 835.0 Tailwater Elevation: 0.00 ft 833.00 N/A N/A 0.7129 0.6778 0.79 0.5388 2.5453 4.00 CULVERT 0.7492 2.00 1.4845 4.0297 6.00 837.00.00 N/A N/A 0.8605 (C-I) EXISTING GROUND Detention Base Elevation: 0.00 ft 83 N/A N/A 0. 0.8230 2.00 1.6316 5.6614 8.00 605 / 850 2.7 850 Outlet#1: Sediment Basin 2 Principle Spillway, Drop Pipe 838.58 N/A N/A 0.9216 0.8910 1.58 1.4078 7.0692 9.58 14 ft. 0.8992 0.42 0.3755 7.4447 10.00 2.7 Riser Top Elev: 835.00 ft 839.00 N/A N/A 0.9378 2N Riser Length: 72.00 in 841.00 N/A N/A 1.0098 / \ 2 FT X 1 FT ANCHOR 7 Riser Width: 72.00 in o.s738 2.00 1.9405 9.3852 12.00 0 0 0 0 TRENCH BOTTOM EL. 829.0 0 0 0 0 DITCH NO. 5 14 FT ACCESS Orifice Coefficient: 0.50 Weir Coefficient: 3.33 CREST EL. 841.0 800 800 Culvert Length: 67.00 ft Culvert Diameter: 36.00 in C a a a a \ 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Culvert Invert In: 830.00 ft o N 0 0 0 W W W W SEDIMENT BASIN Culvert Invert Out: 827.00 ft > N N N c I - LINER SYSTEM Cross Section B-B1 2 FT X 1 FT ANCHOR Culvert Friction Coefficient: 0.02 w uj u / TRENCH Culvert Entrance Loss Coefficient:\ 0.90 - N Scale. 1n - 50' N � \ N 0 \ PLAN VIEW : SEDIMENT BASIN NO. 2 o N N SCALE: 1" = 50' 900 - 900 900 900 CUTOFF TRENCH 50% CLEAN OUT EL. 832.21 MAIN HAUL ROAD EXISTING GROUND (ABUTMENTS) EXISTING GROUND NORMAL POOL EL. 835.00 DIVERSION BERM Q25 HWD EL. 837.58 Q25 HWD EL. 837.58 FILL MATERIAL NORMAL POOL EL. 835.00 50% CLEAN OUT EL. 832.21 2' MINIMUM IF NOT CUT TO BEDROCK 850 SKIMMERRH 850 SUMP EXISTING GROUND r 14 ft. 850 f 2 ?'7 850 2' CREST EL. 841.0 14 ft. - - - - - L - - - - - - - - 3.0% 2'7 21 �14 FT ACCESSBOT 1 TOM EL. 829.00 2 FT X 1 FT ANCHOR BOTTOM EL. 829.00 CREST EL. 841.0 800 SLOPE DRAIN CLASS B STONE 800 800 TRENCH LINDEIMENT R SYSTEMIN 800 2 OUTLET PROTECTION 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 SUITABLE EARTHEN MATERIAL 2 FT X 1 FT ANCHOR SEDIMENT BASIN 2 FT X 1 FT ANCHOR ° Cross Section A-A' TRENCH COMPACTED TO 95/° OF STANDARD TRENCH LINER SYSTEM PRINCIPLE SPILLWAY PROCTOR MAX. DRY DENSITY 72 SQUARE CONCRETE RISER Cross Section C-C Scale: 1" = 50' WITHIN ±2% OPTIMUM MOISTURE W/TRASH RACK AND 67 FT OF 36" CMP Scale: 1" = 50' CUTOFF TRENCH DETAIL CONTENT N.T.S. N Z O O RISER BUOYANCY CALCULATION Cq Skimmer Design - Sediment Basin SB-2 Desired Skimmer Drawdown Time 3 days Demonstrate adequate stability by showing the downward force is a minimum of 1.25 w Z U) N 2 FT X 1 FT ANCHOR TRENCH times the upward force. o I Desired Skimmer Drawdown Rate 51,840 cf/day Z m Skimmer Size 6 in RISER DETAILS 14 ft. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) o UJ C) o TRASH RACK Z w J Z Head on Orifice 0.417 ft EL. 841.00 SKIMMER 1'FREEBOARD 72" Square Concrete Riser o o = o 0 Calculated Orifice Diameter 3.404 in 0❑00❑00❑❑❑❑00❑00❑0 Height= 6' 0❑❑❑❑00❑❑❑❑00❑❑❑❑o EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.838.5 Weight- 15,220 lb Actual Orifice Diameter (1/4 inch increments) 3.5 in NORMAL POOL EL. 835.00 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN. g Actual Skimmer Drawdown Time 3.14 days - I I 2 2 Where: EXISTING GRADE Required Volume 1 57,3661 cf 50% CLEANOUT EL. 832.21 i i Riser Weight= 15,220 72"SQUARE i Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete I \ \ \ 4'X 4'X 1' CONCRETE CLASS B STONE 1 i RISER WATER ENTRY UNIT 6.00' Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3= 3,675 lb Z o 0 0 0 o I I J WITH TRASH SCREEN GENERAL NOTES: Z 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE I_______________I \ \ \\\\\ \\�\\\\\\\�\\\\ \ \ \ \ \ \ \ \ PIPE. ° 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN ° �\ \\� \\\\\� �\\ \\ \\ \ Structure Weight = 15,220 lb + 3,675 lb = 18,895 lb O ° d CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD BOTTOM OF POND EL. 829.00 d ° °° W 00000000o CONDITIONS WARRANT A CHANGE. ° ; ' d " < ° Buoyancy = Displacement Volume of Riser x 62.4 lb/ft3 Q I�r N 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. ° , ° d° Z Q 4 EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION STABILIZED OUTLET ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE SEDIMENT BASIN Buoyancy = 216 ft'x 62.4 Ib/ft3= 13,478.4 lb V Q ORIZONTAL TUBE WITH A EROSION END of THE PIPE. 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A ANTI-FLOTATION BASE (IF APPLICABLE) CUT OFF TRENCH J W CONSTANT HYDRAULIC HEAD LINER SYSTEM O = Z J CORRECT MANNER. ELEVATION VIEW Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. N.T.S. LL _ SCHEDULE 40 PVC PIPE 18,895 lb > 13,478.4 lb x 1.25 Q O � (BARREL OR ARM) ARTHEN EMBANKMENT 18,895 Ib > 16,848 Ib V Z Q A MAXIMUM HEIGHT OF FLOAT WHEN NO li MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) LEXIBLE HOSE (MAJOOPENINGS EXIST R STORM EVENT) NOTES FLOAT " ; a s 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive = INVERT OF LOWEST STORM PVC VENT ° °, ° ° 9 ° + ° ° ° strength of 4,000 psi. Z W a -III- WATER DISCHARGE OPENING ° • d 11 2. Where corrugated aluminum or aluminized steel pipe IS Used, all areas where the pipe is to be in contact with H�I�I�N II GRATE (MINOR STORM EVENT) PIPE ,d g p•p p'p J O TOP VIEW II "_.I-J111UIL1I LOAT concrete shall be painted with a black bituminous enamel paint. I.IJ FLEXIBLE HOSE MUST BE ° ° l SECURELY FASTENED TO ° ° °d. 3. Riser to be constructed according to the Riser Details. Z LLI ' �- PVC VENT PIPE ; STORM WATER THE WATER QUALITY ° d \ \ 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z (n f/ I DISCHARGE DISCHARGE OPENING OPENING concrete riser and pipe boot for culvert. O0 O Z OUTLET PIPEZ26 ° 6'-0' 7'-0" 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system - Q \ \\ (emergency spillway, slope pipe/culvert outlets, etc.). ID (n J ° 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be LU a a LEXIBLE HOSE L 1.4XDEPTH d, ° reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a 0H = (- TO THE OVERFLOW ° MINIMUM LENGTH APPLIES ° BARREL CMP WATER ENTRY UNIT SCHEDULE 40 PVC PIPE d ° d ° ° ° ° , ° I hereby certify that this document was �1%� N I ' -------- - . d ° °(BARREL OR ARM) ° �� =I ° d d ° prepared by me or under my direct personal „ARQ� END VIEW SIDE VIEW MAINTAIN DEPRESSION TO l - _ = - ° ° °d superv'sion nd is correct to the best of my Q Q0FESS/p�••/2 kn I dge nd eli f nd that I am a duly _ �:2 y y = (NO SCALE) MINIMIZE CHANCE OF SEAL < _ SKIMMER BECOMING STUCK lic ed ro es ion I En ineer under the DRAWN BY T. R. EVANS 10/10 PLAN VIEW - - = SHEET NUMBER J. W. FAIRCLOTH &SON INC. la S f tat rt Carolina. ;2� 048820 ,� FAIRCLOTH SKIMMER® DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM N.T.S. y STRUCTURE TELEPHONE: (919) 73266 (Signature) i�,•••� P ,,��FAX: (919) 732-1266 ^ r EMAIL: WARRENOFAIRCLOTHSKIMMER.COM • GrN` , Date: 3/13/2024 %�F/�jiB. wN\� 02CO-GO06 '��11111111``` 3 y DITCH NO. 7 Qj + sI.oPE DRAIN � � � � � \ � � Stage Storage Curve F I FLUME � CREST OF POND � �� SB-3 � EL.804.00 ; EMERGENCY SPILLWAY DETAIL 804.00 _ TOP OF STRUCTURE o 50%CLEAN OUT EL. 796.82 ' LEVEL CONTROL SECTION (804.00 O - IL N.T.S. Cc 802.00 POROUS BAFFLES (TYP.) I � o 3 65.93 ft. � Q 83 >k NC-DSPCS 1 0.73 ft. 800.00 W TOP OF POND A 2 EL. 804.00 59.00 ft. :�;PRINCII AL SPILLWAY(799.27) BOTT of roan / �� 1.00ft. Freeboard SLOPE DRAIN EL. T / / Channel Design (Non-Erodible) Channel Slope: 0.1000 y A // �� B� Manning's n of Channel: 0.0175 798.00 Channel Type: Trapezoidal, Equal Side Slopes Dimensions: Left Side Slope 2.00:1 Discharge: 94.54 cfs 30 y / / y ACCESS ROAD Right Side Slope 2.00:1 Depth of Flow: 0.73 feet / 9 p U 11 NORMAL POOL EL. 799.27 /' Base Dimension: 59.00 Velocity: 2.14 fps CLAN OUT LEVEL(796.82) 796.00 �, / Wetted Perimeter: 62.27 Channel Lining: Grouted Rock Rip Rap G Area of Wetted Cross Section: 44.23 Freeboard: 1.00 feet 1 -1` CD 6p // 794.00 �. / SEDIMENT BASIN 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 Q 001* v LINER SYSTEM LIMIT i� �\\ EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 3 PRINCIPLE SPILLWAY • Acre-Ft Accumulative Storage SKIM 1 PRINCIPLE SPILLWAY CHUTE SECTION g ( ) 72" SQUARE CONCRETE RISER W/TRASH RACK N.T.S. Outflow AND 67 FT OF 36 IN. CMP Total Discharge: 97.95 cfs Storage volume computations > / 29.76 ft. Water Surface Elevation: 802.27 ft gf Tailwater Elevation: 0.00 ft SB-3 1 �� 0 ��1 �0.1.00tft. Freeboard Detention Base Elevation: 0.00 ft m q OUTLET PROTECTION / 2 2 ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE b Outlet#1: Sediment Basin 3 Principle Spillway, Dr0 PI a (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL 25.00 ft. � p p P Riser Top Elev: 799.27 ft (ac) (ac-ft) (ft) Riser Length: 72.00 in \ Channel Design (Non-Erodible) Channel Slope: 50.0000 Riser Width: 72.00 in 794.00 N/A N/A 0.5715 Manning's n of Channel: 0.0175 795.00 N/A N/A 0.6046 0.6212 1.00 0.6158 1.1968 1.00 Orifice Coefficient: 0.50 0.6212 1.00 0.6150 1.1968 2.00 Channel Type: Trapezoidal, Equal Side Slopes 796.00 N/A N/A 0.6378 / / Weir Coefficient: 3.33 0.6518 0.82 0.5344 1.7312 zsz / EMERGENCY SPILLWAY Dimensions: Left Side Slope 2.00:1 Discharge: 94.54 cfs Culvert 6658 82 N/A N/A 0 796. . / Cult Length: 67.00 ft 0.6549 0.18 0.1142 1.8454 3.00 � / / LEVEL CONTROL SECTION EL. =802.27 Right Side Slope 2.00:1 Depth of Flow: 0.19 feet 797.0o N/A N/A 0.6720 Culvert Diameter: 36.00 In 0.6913 1.00 0.6830 z.5284 4.00 Base Dimension: 25.00 Velocity: 19.61 fps 798.00 N/A N/A 0.7105 Z Z Z Z ft Culvert Invert In: 795.00 ft o.73oz 1.00 o.7zzs 3.zs13 s.00 w w w 799.00 N/A N/A 0.7498 2 EMERGENCY SPILLWAY / 100 Wetted Perimeter: 25.85 Channel Lining: Grouted Rock Rip Rap Culvert Invert Out: 794.00 799.27 N/A N/A 0.7605 0.7552 0.27 0.2039 3.4552 5.27 0 0 0 0 / / t Area of Wetted Cross Section: 4.82 Freeboard: 1.00 feet Culvert Friction Coefficient: 0.02 800.00 N/A N/A 0.7896 0.7697 0.73 0.5583 4.0135 6.00 CHUTE SECTION i r / / or Culvert Entrance Loss Coefficient: 0.90 ososs 1.00 osoz3 as158 7.00 Qv ♦ \ `\ / l� 0.8507 1.00 0.8431 5.6589 8.00 0 0 0 0 V 801.00 N/A N/A 0.8301 FLU _- ��/ / 802.00 N/A N/A 0.8714 � Uj Uj L, (}�J 0000 /�J // / -� / 802.27 N/A N/A 0.8817 0.9096 11.73 11.5750 7.4706 0.00 0 a a a a / SLOPE DRAIN �- �/ •�, s s s s 804.00 N/A N/A 0.9478 v1 _ ... -- - - x N o p N \ M u7 PLAN VIEW : SEDIMENT BASIN NO. 3 o N Z N SCALE: 1" = 50' CUTOFF TRENCH z° N M EXISTING GROUND (ABUTMENTS) 850 EXISTING GROUND 850 850 EXISTING GROUND 850 Q25 HWD EL. 801.27 NORMAL POOL EL. 799.27 FILL MATERIAL 2 FT X 1 FT ANCHOR TRENCH o SEDIMENT BASIN 2' MAXIMUM IF NOT CUT TO BEDROCK Q25 HWD EL. 801.27 NORMAL POOL EL. 799.27 50% CLEAN OUT EL. 796.82 LINER SYSTEM _ - _ _ IL �.7 50% CLEAN OUT EL. 796.82 SKIMMER 7 14 14 ft. 800 ? Z 800 �I 14 ft. ft. - - - - - 14 ft. 1 800 CREST 804.0 800 27 21 1 ? - - - - - - - - - - - BOTTOM EL. 794.0 BOTTOM EL. 794.0 (11 1.5% 14 FT ACCESS 2- CLASS B STONE 2 FT X 1 FT ANCHOR TRENCH CREST EL. 804.0 SUITABLE EARTHEN MATERIAL 2 FT X 1 FT ANCHOR TRENCH SEDIMENT BASIN OUTLET PROTECTION 750 750 COMPACTED TO 95% OF STANDARD 750 LINER SYSTEM 750 PROCTOR MAX. DRY DENSITY 0+00 0+50 1+00 1+50 2+00 2+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 WITHIN ±2% OPTIMUM MOISTURE Cross Section B-B' CUTOFF TRENCH DETAIL CONTENT Cross Section A-A PRINCIPLE SPILLWAY 72" SQUARE CONCRETE RISER Scale: 1" = 50' N.T.S. Scale: 1" = 50' W/TRASH RACK AND 67 FT OF 36" CMP RISER BUOYANCY CALCULATION o � o CV O Ir \ = J Demonstrate adequate stability by showing the downward force is a minimum of 1.25 Y Q N `" a- J Z \ to times the upward force. w Q 00 Q �, Skimmer Design - Sediment Basin SB-3 2 FT X 1 FT ANCHOR TRENCH •• o m Desired Skimmer Drawdown Time 3 days RISER DETAILS 14 ft. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) o Z v) TRASH RACK w UJ C) o Desired Skimmer Drawdown Rate 20 109 cf/day EL. 804.00 Z z Y w Ld Z Skimmer Size 4 in SKIMMER 1'FREEBO RA D 72" Square Concrete Riser N <a w Q o w of 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 Height =Approximately 6' o o o 0 Head on Orifice 0.333 ft 000❑ U0❑❑❑❑00❑❑❑❑0 EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.802.27 Weight- 15,220 Ib Calculated Orifice Diameter 2.242 in NORMAL POOL EL. 799.27 00ED] D0❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN. Actual Orifice Diameter(1/4 inch increments) 3.25 in i i 2 2 Where: EXISTING GRADE I I 1 1 Actual Skimmer Drawdown Time 3.36 days I I Riser Weight= 15,220 Ib 50% CLEANOUT EL. 796.82 I I 72"SQUARE Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete Required Volume 47,3041 cf II CONCRETE 4' X 4'X V CLASS B STONE 1 i RIS2ER i Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 lb/ft' = 3,675 Ib5. Q 36 DIA BARREL CMP \�\\�\\� \�\\�� \�k-V\��\\� \� \ \ �\ \� �\ Structure Weight= 15,220 Ib + 3,675 Ib = 18,895 Ib Z Z J WATER ENTRY UNIT I_______________I \ \ \ \ \ WITH TRASH SCREEN GENERAL NOTES: 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE ° ° ° ° a \I k \\ \ \ \ \ J PIPE. ° 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN BOTTOM OF POND EL. 794.00 a . G ° °° Buoyancy = Displacement Volume Of Riser x 62.4 Ib/ft3 Q „/ M W CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD ° W CONDITIONS WARRANT A CHANGE. ° ° ° d° ° d° a ° d ° 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. STABILIZED OUTLET Q 0 4 EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION SEDIMENT BASIN Buoyancy= 216 ft'x 62.4 lb/ft' _- 13,478.4 Ib Z ORIFICE OPENING INSIDE THE ANTI-FLOTATION BASE (IF APPLICABLE) CUT OFF TRENCH J V O W 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE O NTAL TUBE WITH A LINER SYSTEM CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. Downward Force (structure weight) x (buoyancy)> 1.25 Upward F buo T Z J pwar Force Y) O 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT MANNER. ELEVATION VIEW Z 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT 18,895 Ib > 13,478.4 Ib x 1.25 SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. SCHEDULE 40 PVC PIPE N.T.S. 18,895 Ib > 16,848 Ib (BARREL OR ARM) ARTHEN EMBANKMENT 72 Z Q A MAXIMUM HEIGHT OF FLOAT WHEN NO " SQUARE CONCRETE RISER ANTI-FLOTATION BASE IF APPLICABLE MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE ( ) � Q OPENINGS EXIST NOTES LL LEXIBLE HOSE (MAJOR STORM EVENT) ° e • r FLOAT ° < ° ° . ° 4 ° 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive Z ° = e ° strength of 4,000 psi. = Z LU Q _ INVERT OF LOWEST STORM ° ` ° i -III I GRATE WATER DISCHARGE OPENING PIPE VENT <, 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with J 0 HIIH ll (MINOR STORM EVENT) concrete shall be painted with a black bituminous enamel paint. O W TOP VIEW II FLEXIBLE HOSE MUST BE LOAT ° °a 3. Riser to be constructed according to the Riser Details. V ° SECURELY FASTENED TO ° 4 \ 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z Z W PVC VENT PIPE I ; STORM WATER THE WATER QUALITY DISCHARGE DISCHARGE OPENING \ \\ concrete riser and pipe boot for culvert. O O Z r - OPENING ° 6'-0" T-0° 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system OUTLET PIPE (emergency spillway, slope pipe/culvert outlets, etc.). 0 ~ J \ \�\ 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be LLI a '° reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. - Q ' LEXIBLE HOSE ° f^ : H i L = 1.4 X DEPTH ° _ ° BARREL CMP a V ' TO THE OVERFLOW I- ° a . I I MINIMUM LENGTH APPLIES °d ° ° WATER ENTRY UNIT i I ;i SCHEDULE 40 PVC PIPE ° ° d ° ° d ° ° ° ° °. I hereby certify that this document was `��`�� CAR'��.,� 1-1 BARREL OR ARM) ° ° °° ° supervision and is correct to the best of my ; O ••pF�Ss/O�'•.•2 - - '---; __ _ - - - - - - - - - - I ( ° a a prepared by me or under my direct personal END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ _ - knowledge and belief and that I am a duly �:•QQ �9 y =_ (NO SCALE) MINIMIZE CHANCE OF lic edWe Tonal Engineer under the = SKIMMER BECOMING STUCK g _ SEAL DRAWN BY T. R. EVANS 10/10 - SHEET NUMBER 1 t North Carolina. _ 048820 - FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W FRCLO H I SON INC. WWW.FAIRCLOTSKIMMER.COM STRUCTURE TELEPHONE:FAX: (919)1932711266244 ) EMAIL: LEPHON: (91 ) 732-I1244 OM PLAN VIEW (Signature +�� N.T.S. Date: 3/13/2024 F�j B WN�� 02C0-G007 - ACCESS ROAD NORMAL POOL EL. 793.02 EMERGENCY SPILLWAY DETAIL Stage Storage Curve ' LEVEL CONTROL SECTION SEDIMENT BASIN NO. 4 N.T.S.yv 799.50 z Z z 57.90 ft. DITCH NO. 10 797.50 1-0 TOP O)STRUCTURE J \ C *s 117 1.00ft. Freeboard 10 S? 0.98 ft. T 4 \' 1 FL 798 2 795.50 EMERGENC SPILLWA (796.02) ` \ �0, 50.00 ft. \ SLOPE DRAIN I NAD-83 1 TOP OF POND NC-SPCS Uj 793.50 EL. 798.00 � � PR NCIPAL SPI LWAY(793.)2) � T 1 Channel Design (Non-Erodible) Wetted Perimeter: 54.36 Discharge: 129.84 cfs / ` 3 / Area of Wetted Cross Section: 50.67 Depth of Flow: 0.98 feet `♦ J# 0 Channel Type: Trapezoidal, Equal Side Slopes Velocity: 2.56 fps 791.50 \ T 4? >k Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000 Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip Rap 50%CLEAN OUT L VEL(790.50 U)1 0 Base Dimension: 50.00 Freeboard: 1.00 feet 789.50 U 50%CLEAN OUT EL. 790.50 SEDIMENT BASIN NO. 4 PRINCIPLE SPILLWAY 787 0 1 EMERGENCY SPILLWAY DETAIL 50 N 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 14 SLOPE DRAIN f t CHUTE SECTION Outflow �; 'N 1 � POROUS BAFFLES (TYP.) N.T.S. Total Discharge: 130.75 cfs Freeboard \ �� ,,.• 1.00ft. Accumulative Storage (Acre-Ft)ft DELINEATED \ I 1Water Surface Elevation: 795.02 Q ft v � Tallwater Elevation: 0.00 WETLANDS 30.21 ft. Detention Base Elevation: 0.00 ft Storage volume computations .1 1 1 Outlet#1: Sediment Basin 4 Principle Spillway, Drop Pipe SB-4 ` j 2 2 Riser Top Elev: 793.02 ft I I _ 25•00 ft. Riser Length: 72.00 In ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE ' a> FLUME 1 �' 0.30 ft. Riser Width: 72.00 In (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL ' 7] 1 \ ® Orifice Coefficient: 0.50 (ac) (ac-ft) (ft) Weir Coefficient: 3.33 1 Channel Design (Non-Erodible) Channel Slope: 21.8000 Culvert Length: 105.00 ft 787.50 N/A N/A 0.6887 T 1 Mannin s n of Channel: 0.0175 789.50 N/A N/A 0.8048 0.8340 2.00 1.8350 1.3081 2.00 9' Culvert Diameter: 42.00 in 0.8340 1.00 0.8350 2.3081 3.00 Channel Type: Trapezoidal, Equal Side Slopes Culvert Invert In: 787.50 ft 790.50 N/A N/A 0.8633 \ \ _ 00 Dimensions: Left Side Slope 2.00:1 Discharge: 129.88 cfs 791.50 N/A N/A 0.9216 0.8670 1.52 1.4698 3.6483 4.52 � Culvert Invert Out: 785.34 ft 0.9670 1.52 1.4698 4.6481 5.52 T 1 % Right Side Slope 2.00:1 Depth of Flow: 0.30 feet 793.02 N/A N/A 1.0123 0.9813 0.48 0.4711 5.1192 6.00 EMERGENCY SPILLWAY Culvert Friction Coefficient: 0.02 I 1 Base Dimension: 25.00 Velocity: 16.78 fps 793.50 N/A N/A 1.0410 � LEVEL CONTROL SECTION EL. =796.02 Culvert Entrance Loss Coefficient: 0.90 1.1017 2.00 2.1813 7.3005 s.00 ,- 795.50 N/A N/A 1.1624 0 00 Wetted Perimeter: 26.35 Channel Linin Grouted Rock Ri Ra 1.17s9 0.52 0.6130 7.9136 s.52 Z Z Z Z j o� o T ` g p p 796.02 N/A N/A 1.1955 w w w w �� Area of Wetted Cross Section: 7.74 Freeboard: 1.00 feet 1.2260 1.48 1.8145 9.7281 10.00 2 o \,coo 00 1 797.50 N/A N/A 1.2896 2 cm) ooI 1 y-� , OUTLET PROTECTION 798.00 N/A N/A 1.3066 1.2981 0.50 0.6467 10.3748 10.50 0 0 0 0 1 1 w w w w BOTTOM OF PO D 1 \ I Ile Ile Ile Ile T 1 EL.787.50 AI ,N w w w w w w w w EMERGENCY SPILLWAY 1 N T i ♦ I CHUTE SECTION N 1 N N \ N I A PRINCIPLE SPILLWAY 1 �� CUTOFF TRENCH o NZ N I ,r 72 SQUARE CONCRETE SEDIMENT BASIN LINER I � 1 RISER W/TRASH RACK SYSTEM LIMIT N M 1 11 \ ' EXISTING GROUND (ABUTMENTS) Z \ � AND 105 FT OF 42 IN. CMP 1 850 EXISTING GROUND 850 1 1111 ST-110 � 2' MAXIMUM IF Q25 HWD EL. 795.02 50% CLEAN OUT EL. 790.50 NORMAL POOL EL. 793.02 FILL MATERIAL gEOD ROCK O T \ / 800 14 ft. 14 ft. 800 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - 2 FT X 1 FT ANCHOR\ T BOTTOM EL. 787.50 �1 TRENCH 2 FT X 1 FT ANCHOR 14 FT ACCESS 2 1 SUITABLE EARTHEN MATERIAL SEDIMENT BASIN TRENCH CREST EL. 798.00 COMPACTED TO 95% OF STANDARD T ACCESS ROAD I LINER SYSTEM PROCTOR MAX. DRY DENSITY 750 750 WITHIN ±2% OPTIMUM MOISTURE \ 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 CONTENT B Cross Section B-B' CUTOFF TRENCH DETAIL * Scale: 1" = 50' N.T.S. PLAN VIEW : SEDIMENT BASIN NO. 4 SCALE: 1" = 50' RISER BUOYANCY CALCULATION N Z 0) 850 EXISTING GROUND 850 Demonstrate adequate stability by showing the downward force is a It Q25 HWD EL. 795.02 minimum of 1.25 times the upward force. rJ Y Q N N NORMAL POOL EL. 793.02 _j Z :2 -, U) 50% CLEAN OUT EL. 790.50 OUTLET Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) w Q Q o 2 FT X 1 FT ANCHOR TRENCH Z N 0 ? I I PROTECTION 14 ft. 72" Square Concrete Riser Z z o w w z 800 �I I� 14 ft. 14 ft. REST 798.0 800 2' TRASH RACK RISER DETAILS Height =Approximately 6' o <a w Q o w 2 FT X 1 FT ANCHOR � EL. 798.00 Weight- 15,220 Ib o o � o � � BOTTOM EL. 787.50 2.06% SKIMMER 1'FREEBOARD TRENCH 2 FT X 1 FT ANCHOR o❑❑❑❑ao❑❑❑❑oo❑❑❑❑a EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.796.0 Where: SEDIMENT BASIN CLASS B STONE TRENCH NORMAL POOL EL. 793.02 o❑❑❑❑ao❑❑❑❑n11000a _ o❑❑❑❑ao❑❑❑❑oo❑❑❑❑a 1'FREEBOARD MIN. 750 LINER SYSTEM 750 I I 2 2 Riser Weight= 15,220 Ib 0+00 0+50 1+00 1+50 2+00 2+5 3+00 3+50 4+00 EXISTING GRADE i i 1 F 1 Weight of Concrete Base = (Length x Width x Depth) x Unit PRINCIPLE SPILLWAY 50% CLEANOUT EL. 790.50 I Weight of Concrete Cross Section A-A 72" SQUARE CONCRETE RISER I 72"SQUARE I �� \ \ �� W/TRASH RACK AND 105 FT OF 42" CMP 4'X 4'X 1' CLASS B STONE I \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ ��\ Weight of Concrete Base = 7 ft x 7 ft x 0.5 ft x 150 lb/ft' - 3,675 Ib Scale: 1" = 50' I CONCRETE I \ \ \ \ \ \\\ g ( ) Z Z J o RISER I 42" DIA BARREL CMP WATER ENTRY UNIT �O 1 5.52 \ \\\\\ \\\\ \ \ \ Structure Weight= 15,220 Ib + 3,675 Ib = 18,895 Ib J a WITH TRASH SCREEN GENERAL NOTES: ° • d \ \ \\ \ �\ \ \\\ \\ \\ _ (n O 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE ° ° \\ \ \ \ \ ` Buoyancy= Displacement Volume Of Riser x 62.4 Ib/ft3 PIPE' BOTTOM OF POND EL. 787.50 d • ° ° ° °O LU Z a 0 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN d ° CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD °CHANGE. • d a Buoyancy - 216 ft'x 62.4 lb/ft3 - 13,478.4 Ib 0 0 00 3. EMBANKMENT CONDITIONS VMUSTNBEACOMPACTED TO DESIGN SPECIFICATIONS. • ° ° ° ° d ° LU 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION STABILIZED OUTLET J V Z _j INSTALLED. SEDIMENT BASIN ANTI-FLOTATION BASE IF APPLICABLE CUT OFF TRENCH Downward Force structure wei ht > 1.25 x U ward Force buo anc Z J ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE LINER SYSTEM ELEVATION VIEW ( ) ( weight) p ( y y) Z ONST NTAL TUBE WITH A DISCHARGE END OF THE PIPE. LL U_ CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT 18,895 Ib > 13,478.4 Ib x 1.25 ,^ MANNER. N.T.S. Q V+ O 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT 18,895 Ib > 16,848 Ib V O SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. Skimmer Design - Sediment Basin SB-4 NOTES Z SCHEDULE 40 PVC PIPE C m 0. (BARREL OR ARM) ARTHEN EMBANKMENT Desired Skimmer Drawdown Time 3 days C MAXIMUM HEIGHT OF FLOAT WHEN No y 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive > Q MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE Desired Skimmer Drawdown Rate 32,832 cf/da stren th of 4,000 sI Z Z OPENINGS EXIST y g p LEXIBLE HOSE (MAJOR STORM EVENT) Skimmer Size 5 In ° : a • ° ' 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with Z LU Q FLOAT Head on Orifice 0.333 ft • °° ° 9 • 4 ° e . ° concrete shall be painted with a black bituminous enamel paint. INVERT OF LOWEST STORM ° .° ° • ; 3. Riser to be constructed according to the Riser Details. J 0 PVC VENT Calculated Orifice Diameter 2.865 in d -I11=11 GRATE WATER DISCHARGE OPENING PIPE • 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at r ' LU HMI}I�H (MINOR STORM EVENT) v TOP VIEW -II II LOAT Actual Orifice Diameter(1/4 inch increments) 3.5 in ° • ° concrete riser and pipe boot for culvert. Z W ; FLEXIBLE HOSE MUST BE •d• 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system Z (n SECURELY FASTENED TO Actual Skimmer Drawdown Time 3.30 days • d VC VENT PIPE I STORM WATER THE WATER QUALITY ° \\ \\\ (emergency spillway, slope pipe/culvert outlets, etc.). O Z DISCHARGE OPENING DISCHARGE OPENING • 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be Q - Required Volume 53,946 cf 6'-0" 7'-0" reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. W U) a OUTLET PIPE , r_. _ • t^ ° \ \\\ V - H LEXIBLE HOSE L = 1.4 X DEPTH ° - TO THE OVERFLOW ° d • • BARREL CMP 1111li!!!!/!/ - MINIMUM LENGTH APPLIES • • I hereby certify that this document was \� `� Cry L� / � d d < • • ° ° prepared by me or under my direct personal `. O WATER ENTRY UNIT i --- SCHEDULE 40 PVC PIPE • d • ° A. • ° ' - - - - - - - (BARREL OR ARM) • ° ------- d ° d < supervision and is correct to the best of my - - - - - - -- -- - _ _ .d know dge and belief and that I am a duly END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ = - lic n e rof s i n I Engineer under the SHEET NUMBER MINIMIZE CHANCE OF PLAN VIEW la o h S at Of orth Carolina. '� 048820 (NO SCALE) / �� ••�NGIN��' , SKIMMER BECOMING STUCK DRAWN BY T. R. EVANS 10 10 N.T.S. FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FARCLOTH I SON INC. �Sl9l72tU�B� ,,, STRUCTURE TELEPHONE:(9 9)I 732R 112 4 Date: 3/13/2024 '�.,FGj�B W0 02CO-0008 FAX: (919) 732-1266 EMAIL: WARRENOFAIRCLOTHSKIMMER.COM /!If I!II►1 e EMERGENCY SPILLWAY DETAIL LEVEL CONTROL SECTION N.T.S. 70.00 Stage Storage Curve �; 1.00ft\ `� �� 1.00ft. Freeboard SB-14 J p 0 798.00 (7 $00)STRUCTURE k / r - 62.00 - 797.00 Channel Design (Non-Erodible) Channel Slope: 0.1000 796.00 EME RGENC Y SPILL WAY(76.00) -83 9 y 's n of Channel: 0.0175\kx� . Mannin CS � `� Channel Type: Trapezoidal, Equal Side Slopes 795.00 Dimensions: Left Side Slope 2.00:1 Discharge: 167.01 cfs Uj ��\ \ Right Side Slope 2.00:1 Depth of Flow: 1.00 feet Base Dimension: 62.00 Velocity: 2.61 fps � 794.00 Wetted Perimeter: 66.46 Channel Lining: Grouted Rock Rip Rap p 793.00 \ ' Area of Wetted Cross Section: 63.87 Freeboard: 1.00 feet > PRINC PALS ILLWA (792.5 ) '�\\y ��?e o A w 792.00 i� CO �6o® ° EMERGENCY SPILLWAY DETAIL 791.00 v � �o� CHUTE SECTION 7900o LEA TL�� _ N.T.S. N r 49.75 G.: 789.00 ' N f I ♦ � � � 1 r gqfftt__ 0.1T.00ft. Freeboard 788.00 45.00 ft. 2 2 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 Q A BOTTOM OF POND\ / SEDIMENT BASIN NO. 14 PRINCIPLE SPILLWAY / EL.788.00 / Channel Design (Non-Erodible) Channel Slope: 50.0000 Accumulative Storage(Acre-Ft) ' / X♦ Manning's n of Channel: 0.0175 Outflow Q Channel Type: Trapezoidal, Equal Side Slopes Total Discharge: 206.62 cfs Storage volume computations Dimensions: Left Side Slope 2.00:1 Discharge: 166.96 cfs _0 � Right Side Slope 2.00:1 Depth of Flow: 0.19 feet Water Surface Elevation: 796.00 ft s6-14 / POROUS BAFFLES (TYP Tallwater Elevation: 0.00 ft.) Base Dimension: 45.00 Velocity: 19.57 fps Detention Base Elevation: 0.00 ft - - - - - - - - - - - - - - - - 2 ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE ' m Wetted Perimeter: 45.84 Channel Lining: Grouted Rock Rip Rap (n) (n) (n) (ac) AREA (n) (ac-ft) STORAGE INTERVAL k Area of Wetted Cross Section: 8.53 Freeboard: 1.00 feet Outlet#1: Sediment Basin 14 Principle Spillway, Drop Pipe (ao) (ac-ft) (n) Riser Top Elev: 792.50 ft - - - - - - - - - - - - - - - - Riser Length: 72.00 in 788.00 N/A N/A 1.2343 g 1.3007 1.00 1.2924 1.5402 1.00 789.00 N/A N/A 1.2788 Riser Width: 72.00 in 1.3007 1.00 1.2924 2.sao2 2.00 790.00 N/A N/A 1.3226 Orifice Coefficient: 0.50 790.33 N/A N/A 1.3374 1.3300 0.33 0.4432 2.9834 2.33 850 850 Weir Coefficient: 3.33 791.00 N/A N/A 1.3671 1.3448 0.67 0.8933 3.8767 3.00 SKIMMER ° Culvert Length: 80.00 ft 792.00 N/A N/A 1.4119 1.4234 1.50 1.7117 5.9694 4.50 50/o CLEAN OUT EL. 790.3 Culvert Diameter: 48.00 In 792.50 N/A N/A 1.4348 1.4234 0.50 0.7117 5.9694 4.50 0 0 0 0 Q25 HWD EL. 796.0 NORMAL. POOL EL. 792.5 EXISTING GROUND 793.00 N/A N/A 1.4578 1.4348 0.50 0.7146 6.6840 5.00 w w w w Culvert Invert In: 788.00 ft 1.4810 1.00 1.4722 8.1562 6.00 2 50%CLEAN OUT EL. 79().3 794.00 N/A N/A 1.5042 0 0 0 0 CLASS B S BONE Culvert Invert Out: 786.00 ft 795.00 N/A N/A 1.5513 1.5278 1.00 1.5188 9.6750 7.00 0 0 0 0 14 ' WIDE CREST 798.0 2 Culvert Friction Coefficient: 0.02 796.00 N/A N/A 1.6137 1.5825 1.00 1.5669 11.2419 8.00 _j _ / / p � _ / 800 Culvert Entrance Loss Coefficient: 0.90 798.00 N/A N/A 1.6870 1.6504 2.00 3.3321 14.5741 10.00 w w w w 800 �� 1 ��- 0 0 0 0 NORMAL POOL EL. 792.5 r_ - ::T�y -- - - - - - - - - - - - - - - - - W W W of 0% 13U 1 1 UM EL. f86.Q V14 'WIDE Discharge: 206.62 cfs 0 0 00 CREST 798.0 2 NIj O� SKIMMER r�� OUTLET PROTECTION PRINCIPLE SPILLWAY � s s s w w w w of / 750 AND SQUARE R COC^P ETE RISER\N/TRASH RACK 750 N PRINCIPLE SPILLWAY / / 72" SQUARE RISER W/TRASH RACK j AND 80 FT 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 o N N O(/F 48 IN CMP � � / �X EMERGENCY SPILLWAY B\ / / Cross Section A-A z \+♦ ' ` LEVEL CONTROL SECTION EL. 796.0 Scale: 1" = 50' \' EMERGENCY SPILLWAY �- �_� / CUTOFF TRENCH �� ' CHUTE SECTION / 850 850 OUTLET PROTECTION EXISTING GROUND (ABUTMENTS) 1j 50% CLEAN OUT EL. 790.3 NORMAL POOL EL. 792.5 \ \ , Q25 HWD EL. 796.0 �\ k� / 14'WIDE CREST 798.0 FILL MATERIAL 2' MAXIMUM IF NOT CUT TO BEDROCK L �.` C��k� / j BOTTOM E.L. 788.0 1 `x \ / 14'WIDE CREST 798.0 ��k i/ 750 750 2 1 L 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 SUITABLE EARTHEN MATERIAL COMPACTED TO 95% OF STANDARD 1 PROCTOR MAX. DRY DENSITY Cross Section B-B WITHIN ±2% OPTIMUM MOISTURE PLAN VIEW : SEDIMENT BASIN NO. 14 Scale: 1" = 50' CUTOFF TRENCH DETAIL CONTENT N Z O) O SCALE: 1" = 50' o o t N.T.S. Y a N Skimmer Design - Sediment Basin SB-14 w a :200 a RISER BUOYANCY CALCULATION I Desired Skimmer Drawdown Time 3 days o v0°i RISER DETAILS 1 14 ft. o Desired Skimmer Drawdown Rate 51,840 cf/day TRASH RACK Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times z z w o Skimmer Size 6 in p SKIMMER EL. 798.00 c9 � � ,�; � � z the upward force. 1'FREEBO7EMERGENCYSPILLW8"EL.796.0 w � = Q v J Head on Orifice 0.417 ft o❑❑❑❑00❑❑❑❑00❑❑❑❑00 0 `-' 0 V) a L` 0❑❑❑❑00❑❑❑❑Oo❑❑❑❑0 EMERGENCY SPILLWAY DEPTH Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Calculated Orifice Diameter 3.404 in NORMAL POOL EL. 792.5 0❑0❑1100❑❑❑❑00❑❑❑❑0 V FREEBOARD MIN. Actual Orifice Diameter(1/4 inch increments) 4.5 in = 2 2 72" Square Concrete Riser 1 1 Height =Approximately 5' (0.5' below grade) Actual Skimmer Drawdown Time 3.08 days EXISTING GRADE I E Weight- 13,270 Ib I CONCRETE Required Volume 1 92,988 cf 50% CLEANOUT EL. 790.3 RISER Where: I I 4'X 4'X 1' CLASS B STONE I ------- \ \ \ \ Riser Weight = 13,270 Ib a n 48' DIA BARREL CMP \ \ C� WATER ENTRY UNIT 1 I Z WITH TRASH SCREEN GENERAL NOTES: I_-- --4-------_I \ \\ \\ \\ \\\\\\\\\�\\\\ \ Weight of Concrete Anti-Flotation Riser Fill = (6 ft x 6 ft x .5 ft)x 150 lb/ft' 2,700 Ib - J 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE \ \ \ \\\\ \ \\ \\\\\\\ \\\ \\ \\ \ J PIPE. e e ° d 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN °. e ° CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD BOTTOM OF POND EL. 788.0 d < d ° °O a Structure Weight= 13,270 Ib + 2,700 Ib = 15,970 Ib Q W CONDITIONS WARRANT A CHANGE. e e d ' ° , 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. ° " , e d° 0 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION ° e d ° STABILIZED OUTLET Buoyancy= Displacement Volume of Riser x 62.4 Ib/ft3 Z INSTALLED. ( ) CUT OFF TRENCH O ORIFICE OPENING INSIDE THE ANTI-FLOTATION RISER FILL C� ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE ANTI-FLOTATION BASE IF APPLICABLE J W CONSTANT HYDRAULIC HEAD 6. DISCHARGE SYSTEM REGULARLYEND OF THE PE TO ENSURE IT IS FUNCTIONING IN A CORRECT (IF APPLICABLE) ELEVATION VIEW Buoyancy = 162 ft'x 62.4 lb/ft' = 10,108.8 Ib O = Z J MANNER. w/ 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT LL N.T.S. LL SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) SCHEDULE 40 PVC PIPE ARTHEN EMBANKMENT 15,970 Ib > 10,108.8 Ib x 1.25 (BARREL OR ARM) �'/^� V+ MAXIMUM HEIGHT OF FLOAT WHEN NO Z Q a MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE 72" SQUARE CONCRETE RISER ANTI FLOTATION BASE(IF APPLICABLE) 15,970 Ib > 12,636 Ib IM OPENINGS EXIST LEXIBLE HOSE (MAJOR STORM EVENT) ° d < e a ` 2 FLOAT • ° e d e 4 _ e INVERT OF LOWEST STORM PVC VENT ; ° e d �_ W -III-I GRATE WATER DISCHARGE OPENING PIPE •a NOTES C HII_H II (MINOR STORM EVENT) ° J O C TOP VIEW III FLEXIBLE HOSE MUST BE LOAT ° , d 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive V SECURELY FASTENED TO d e ° strength of 4,000 psi. Z �VC VENT PIPE STORM WATER THE WATER QUALITY °. g p W DISCHARGE DISCHARGE OPENING �\ \\\ \ \ 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with (n O Z OPENING 6'-0" 7'-0" concrete shall be painted with a black bituminous enamel paint. OUTLET PIPE _ -- e 3. Riser to be constructed according to the Riser Details. 0 J \ \ \ \ \ 4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be \ \ reviewed and approved b the Engineer once a Skimmer supplier/manufacturer lier/manufacturer has been chosen. LLI Q a ---;-- : _ LEXIBLE HOSE d, ° pp y g pp L = 1.4 X DEPTH I- TO THE OVERFLOW a MINIMUM LENGTH APPLIES , d e BARREL CMP WATER ENTRY UNIT i! i I I d ° e ° ° e ° ° \�`` IIII e e ° �1►IIIII/ (BARREL OR PIPE d e ° e I hereby certify that this document was �. A CAR .,SCHEDULE 40 PVC L ---- - - - - (BAR ARM) e° e e e d ° d ° prepared by me or under my direct personal .�� O� �'; END VIEW SIDE VIEW MAINTAIN DEPRESSION TO i - - - e. e d supervision and is correct to the best of my O •'pF�SS/p ,, MINIMIZE CHANCE OF know edge and belief and that I am a duly (NO SCALE) SKIMMER BECOMING STUCK PLAN VIEW IIC n e Wes; nEngineer under the = SEAL DRAWN BY T. R. EVANS 10/10 la o thrth Carolina. _2� :. 048820 �_ SHEET NUMBER FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W FARCLOTH I SON N.T.S. r y� ct, J. W.FAIRCLOTTH & SON INC.INC STRUCTURE TELEPHONE: (919) 732-1244 (Si •. �P FAX: (919) 732-1266 gnature) G r EMAIL: WARREN®FAIRCLOTHSKIMMER.COM ,, F f NBC Date: 3/13/2024 Gj/B wN� ,•` 02C0-G009 A9 Z ::, y C 10 — � � W 6 O O 06 O (DY Co - \ U U L O •L > U LL N L C O/ ca O U > (0 (6 ON C -0 / I ° QEUO � Ocn O "O 900 900 BEAVERDAM CREEK /� /� �1 OQ - \\ A+ / 860 BridgeCor Single Radius Arch (60'-2" Span x 30'-2" Rise) 860 0 0 0 0 \ w w w w a a a a STREAM CROSSING NO. 1 / ��x le 820 1% 820 le `\ � \\\ Fill o \ M \ FLO D PLAIN 30'-2"UPSTREAM MOD AR-�LQCK � IC L Existing Ground Bank Stabilization O G) x0 (see Typical on Sheet 02 O-G011) Existing Ground \ / Proposed Grade for 740 Proposed Haulroad Grade Structure Installation 740 Ae y T - we;I T QQ \ 700 700 12+00 12+40 12+80 13+20 13+60 14+00 14+40 14+80 HAUL ROAD PROFILE STATION 12+00 - 14+80 11 rn STREAM CROSSING NO. 1 \ SCALE: 1" = 40' Cr '► l % \ \ z o Ld ♦ \ \ Y Q N (n a- U tC i ♦ �" y U LLI m y 0 U LJ J � Z w � = Q v of SINGLE ARCH SP N PIER CAP 00i �� 7ENSIONS - 21 FT X 10 FT X 3 F (L X W� H)\ T ♦ O EAM M D LA B O K W LL \ C6 O F- 100-YEAR FLOODPLAIN Q Q 0 w LU Z a / Z a d O C� 1 \ ` y / � Z Z0 OC / QXO S 29 1 y = Z O w '00, a / / '` y O � w � 0 W Q U) C� / `� ♦` I y I hereby certify that this document was .`�\A ♦ 1 I NAD-83 prepared by me or under my direct persona. SS% AERIAL VIEW I \ NC—SPCS supervision and is correct to the best of my O ,•'pF O '•. 2 1 y knowledge and belief and that I am a duly = EAL"9<. ♦ = S - Iicen d r e Tonal Engineer under the - T' = 0 40 80 120 la h t f North Carolina. _2� ' 048820 = SHEET NUMBER ' �A. '�NGIN�C� (Signature) % , �P` Date: 3/13/2024 , 02C0-G010 F�?/g. wN��.`� SCALE 1"-40' STANDARDS BANK STABILIZATION GENERAL CONSTRUCTION NOTES ASTM D6684, Standard Specification for Materials and 1. Bank stabilization should be installed during predicted Manufacture of Articulating Concrete Block (ACB) dry-weather periods. Install silt fence with designed erosion _ Systems and sediment control measures prior to disturbance. � TRENCH 70'-0" MINIMUM LIMITS OF COMPACTED SELECT EMBANKMENT 2. Clear and grub only as necessary to install concrete footings. CONDITION GRANULAR STRUCTURAL BACKFILL CONDITION Install footings for installation of arch span at location shown on plans. Maintain necessary erosion and sediment control 10 <4<4 8.0' BACKFILL WIDTH 8.0' BACKFILL WIDTH E measures between footings and stream. SEE NOTE #1 SEE NOTE #1 ARCH SPAN 0 Q z NO IMPACTS TO 3. Clear and grub bankline of existing vegetation to stream FILL MATERIAL ABOVE 0O m� SURFACE WATERS Ordinary High Water Mark. 4,000 PSI CONCRETE, GROUT, OR OTHER � w MIN. COVER LEVEL OVERALL HEIGHT OF Q (AS SPECIFIED BY ENGINEER OF RECORD) Z 4. Grade bankline to a slope maximum of 2H:1V with toe bench TRENCH COVER = 8'-0" o � to be constructed at Ordinary High Water Mark of stream. WALL E E J 0� Compact subgrade soil as approved by the engineer of 4'-0" MIN. COVER � ARTICULATING CONCRETE BLOCK SYSTEM 0. UQ < record. No construction will take place within the stream and a- � MAXIMUM SLOPE OF 2H:1 V no impacts will occur to surface waters. 15 SEE NOTE #5 � J I BRIDGECOR Ov E 5. Place geotextile (with granular filter, if required) per In In �_ U, SINGLE RADIUS LL m manufacturer's installation requirements. Q o E 2 E ORDINARY HIGH WATER MARK 0 o 0 .o ARCH �_ v) REINFORCED CONCRETE 6. The articulating concrete block (ACB) system should be placed on 0 M Q ; U) NATURAL I E FOOTING the geotextile in such a manner as to produce a smooth plane E C .> M c Q UNDISTURBED 8 LOOSE LIFTS J E Q ° U surface in intimate contact with the geotextile. The ACB system U) 2 EMBANKMENT Q - ---STREAMBED will be precast blocks; no live concrete will come into contact 0 0 -5; .5 with flowing water. In curvature and grade change areas, GEOTEXTILE alignment of the individual block and the orientation of the -o 5 2 BEDROCK OR COMPACTED (AND GRANULAR LAYER, IF REQUIRED) neighboring adjacent block is to provide for intimate block-to-fabric �, o Cn FOUNDATION contact and block-to-block interloc. Care shall be taken during 0 O w U° Co 0 O_/ REINFORCED CONCRETE block installation so as to avoid damage to the geotextile or 0 ) .Q_m FOOTING 0 " 7- 0) .04 SPAN TYPICAL STREAM CROSSING BAN K STAB I L I ZAT I O N subgrade during the installation process. ACB should be sized to o .Q D .� o design flow velocity, design shear stress, and a minimum o ° C .FU NOT TO SCALE required factor of safety of 1 .5. Each step of installation, 0 -0 Q 0 SECTIONincluding subgrade preparation, geotextile (and granular filter placement, if required), ACB placement, and the overall finished NOT TO SCALE; MANUFACTURER PROVIDED SPECIFICATIONS FOR ARCH SPAN condition should be inspected and approved by engineer of record. 7. Install arch span per manufacturer's specifications. Repair 1.0 STANDARDS AND DEFINITIONS and/or replace any portion of ACB system that may be damaged or disturbed during arch span installation. C, U) U) Z Z UJ 1.1 STANDARDS - All standards refer to the current ASTM/AASHTO 8. Monitor and maintain bank stabilization over the life of the N o 0 SELECT GRANULAR STRUCTURAL BACKFILL LIMITS edition unless otherwise noted. project. The ACB system should be inspected quarterly and 0 " ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES: following peak flow events. Repair and/or replace any portion o 0 1.1.1 ASTM A761 "Corrugated Steel Structural Plate, Zinc Coated for of ACB system that may be damaged once identified. o m a INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY Fleld-Bolled Pipe, Pipe-Arches and Arches" 0 0 0 to BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY. (AASHTO Designation M-167). E UJ w w w WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN 1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12 N TRACTOR (D-4 OR LIGHTER) EQUIPMENT. °' " " MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL Division I - Design, AASHTO LRFD Bridge Design Specifications o N M NOTES MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE Section 12. o REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE Z N to 1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED 1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26 ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL. Division II - Construction. AASHTO LRFD Bridge Construction THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS. BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8" Specifications - Section 26. ASTM A807. Standard Practice for 3.0 ASSEMBLY AND INSTALLATION LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY. Installing Corrugated Steel Structural Plate Pipe. 2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A 3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius 8 LOOSE TYPICALLY BALANCED FASHION IN THIN LIFTS " A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED 1.2 DEFINITIONS ( ) AND arch structure shall be assembled in accordance with the plate layout drawings COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180. FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON-WOVEN 1.2.1 Owner - In these specifications the word "Owner" shall mean provided by the Manufacturer and per the Manufacturer's recommendations. 3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN PIEDMONT LITHIUM CAROLINAS, INC. Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs. DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND SITU MATERIAL. DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE 1.2.2 Engineer - In these specifications the word "Engineer" shall mean the 3.2 The single radius arch structure shall be installed in accordance with the plans and THE STRUCTURE. NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC. specifications, the Manufacturer's recommendations, and AASHTO Standard 4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER 1.2.3 Manufacturer - In these specifications the word "Manufacturer" Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO COMPACTION METHODS AND EQUIPMENT. MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779 LRFD Bridge Construction Specifications - Section 26. (HEAVIER THAN D-4). PATRICK IMHOF. 5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT 3.3 Trench excavation shall be made in embankment material that is structurally APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH 1.2.4 Contractor - In these specifications the word "Contractor" shall adequate. The trench width shall be shown on the plans. Poor quality in situ STRUCTURE. mean the firm or corporation undertaking the execution of any embankment material must be removed and replaced with suitable backfill as installation work under the terms of these specifications. directed by the engineer. J N o STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION, w = = 6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE REFERENCE AASHTO M-145 Y Q N `�' cn FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE GROUP CLASSIFICATION A-1-a A-1-b 1.2.5 Approved - In these specifications the word "approved" shall 3.4 The structure shall be assembled in accordance with the Manufactures's instructions. w Q 12 0 Q 0 refer to the approved of the Engineer or his designated All plates shall be unloaded and handled with reasonable care. Plates shall not be o FIRST SEVERAL INCHES OF FILL OVER THE CROWN. Sieve Analysis Percent Passing representative. rolled or dragged over gravel rock and shall be prevented from striking rock or other o o Z U? hard objects during placement in trench or on bedding. Z Z Y w w No. 10 (2.000 mm) 50 max. ---- 1.2.6 As Directed - In these specifications the words "as directed" shall Q w Q o w refer to the directions to the Contractor from the Owner and his 3.5 The structure shall be backfilled using clean well graded granular material. Backfill o Ld o o � a- No. 40 (0.425 mm) 30 max. 50 max. designated representative. must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each 075 0 200. . mm lift shall be compacted to the specified density. BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1 No ( ) 15 max. 25 max. 2.0 GENERAL CONDITIONS BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90% Atterberg Limits for Fraction Passing No.40 (0.425 mm) 3.6 If temporary construction vehicles are required to cross the structure, it is the PER AASHTO T-180. 2.1 Any Installation provided herein shall be endorsed by the Engineer, Contractor's responsibility to contact the Engineer to determine the amount of Liquid Limits ---- ---- discrepancies herein are governed by the Engineer"s plans and additional minimum cover necessary to handle the specific loading condition. 0 IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT specifications. YOUR LOCAL CONTECH REPRESENTATIVE. Plasticity Index 6 max. 5 max. Normal highway traffic is not allowed to cross the structure until the structure has V Z Q Stone Fragment, 2.2 The Contractor shall furnish all labor, material and equipment and been backfilled. If the road is unpaved, cover allowance to accommodate rutting Z J J Usual Materials Gravel and Sand perform all work and services except those set out and furnished by shall be as directed by the Engineer. Modified from AASHTO M-145 the Owner, necessary to complete in a satisfactory manner the site Q preparation, excavation, filling, compaction, grading as shown on the 4.0 EROSION AND SEDIMENT CONTROL Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and Z_ Q W W typically classified by AASHTO M-145 as A-3 Materials should not be used. plans and as described therein. This work shall consist of all J V 0 O existing material unless otherwise stated, preparation of the land to Z mobilization clearing and grading, grubbing, stripping, removal of 4.1 Construct Skimmer Basin or Sediment Trap as designed with temporary diversions. 0 If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a. be filled, filling of the land, spreading and compaction of the fill, and 4.2 Construct temporary stream crossings as shown in general details. Q Z Z Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for all subsidiary work necessary to complete the grading of the cut and („� 0 fill areas to conform with the lines, grades, slopes and specifications. 4.3 As construction of the crossing progresses, construct, wattles, slope drains and Z Engineering Purposes (United Soil Classification System), for comparable soil groups. update temporary diversions to direct all runoff to designed Skimmer Basin or Z This work is to be accomplished under the observation of the Owner or his designated representative. Sediment Trap. Upon completion of crossing, install permanent diversion ditches to direct all surface water runoff to applicable designed sediment structure. = Z U 2.3 Prior to bidding the work the Contractor shall examine, investigate and ~ :) Q H inspect the construction site as to the nature and location of the work, J Q W and the general and local conditions at the construction site, including Z U Z without limitation, the character of surface or subsurface conditions O Z V and obstacles to be encountered on and around the construction site Q Q and shall make such additional investigation as he may deem 0 LLJ necessary for the planning and proper execution of the work. W Q If conditions other than those indicated are discovered by the a Contractor, the Owner shall be notified immediately. The material which the Contractor believes to be a changed condition shall not be I hereby certify that this document was ��•�� C&R disturbed so that the owner can Investigate the condition. prepared by me or under my direct personal Q` ,••' ssi Z/ supervision and is correct to the best of my O ,•'pF O - 2.4 The construction shall be performed under the direction of the Engineer. knowle ge and belief and that I am a duly = =Q SEAL 9< •=� licen. d PrqeN ngineer under the _ = SHEET NUMBER law t rth Carolina. '� 048820 2.5 All aspects of the structure design and site layout including foundations, ;7,A backfill and treatments and necessary scour consideration shall be (Signature) ' P performed by the Engineer. . B. NJ Date: 3/13/2024 '�. FGj� N\�,.`� 02C0-G011 K 0 / \ \ T UC URE#28, SWS#1 / = / �— — — 0_ /A� _ I 16853 Sq. Feet V Q = 1)69V — —A / - A / I \ \ VA v / � / � � � I � � � , , 1 � ' I / �� ///� // - - �� Z / 1/ 1/////// / S DCAD STRUCT RE#27/. /'SEDCAD STRUCTURE #19, SWS1 101588Sq. Feet 2.33 Acres/ 563665 Sq. Feet Q = 10. 912.94 Acres ` ) III I I W Q - 45.75 / / 71/ / /+i I I j w / I S CAD STRUCTURE #24, SWS#1 SEDCAD STRUCTORE411, SWS#1 / A 137649 Sq. Feet 537530-Sq. Feet / A/ — -�o� — — � 3.16 Acres , 12.34 Acres i / / Q =44.06 / / \ — \ — / Q = 14.89 / / i �+ / / / / l l / /� _ / I �/ � � — / / —��\ \\\ K// E J ,fe jc— /\ \ / / te / lie �� +/ i — — �// =j l _ __ — I I III//I✓ z z z �\ ' — zz — i ST-109 0 0 0 SB-6` i \` % IC / D / 0 0 0 / a / 1�,751 sA��,� / ED�AD STRUCTURE#23, #1 SE ADS CT 10 SWS".#1 / \ ��\ - - _ /i/+' = G 32832 Sq. Feet- / l l // lI�J / l l I I I / // / / � 0 0 0 0 y/ \ \ / (. I ,,+/ = 0.75 Acres /= 186679 Sq. e \ \ �I A / /+ice j � = 3.25 / 4.29 A8.59le — I \ SST 1-Gs SEDCA TRUCT RE#22, SWS ST-107 /'o' -- - 32273 Sq. Feet 0.74 Acres SB-7 0 = 3.21 30,402 SF/ -- x a85� aas.o � — — 06 S �— D AD-S-TRUCTU #21, SW \ _ --t5509-Sq. Feet / / / / \ o EDCA� STRUCTURE#2 W — �36� 43092 S . Feet� � \ Q = 1.56 _ V \\ \ q _ , 0.99 Acres rtasF T-�06 ' _ / �/ — / / / -� / I I I I / / / I I NAD-83 ��C \ / / I I I I I NC-SPCS _ - - I I I O 0— a ��` — — — 12- HIGH SCREENING SOUND WALL Cn 10, w _ _ X_ X�_A_ v' O Q uu zzx a. — TEMPORARY CONSTRUCTION ENTRANCE = \ \ \ \ \ \\_ \ — __ \ \ _ \ ~ V O F- / Cl) EL Q PLAN VIEW _ — =_ _ - - __ — � � 1 � �\ � \ � _ _ l \ � \ \ i/ I \ \ \ \ \\ — 1 / I \ / _ / l I II \ \ \ \ SHEET NUMBER 02CO-H001 SCALE 1"=100' _ — — — — — _ \ / / _ / / \ Ile Lu — — // %;' / DIV RSION DI� CIH A 151 / _ � �'•' DA- � �°' , / � = I � � 1 ;+� ' / / /� / /// II w �/ / / l l l / l I I I I / I / / � /j � � l / l / / � l/ ( JI Illl l l l DA- oo, �i' DIVER 1V D �UH DA-'I 6/ / / y ,. IO1d Sedimentas�n No. 5 (SB-5) / ( •I ... � \ - _ / reg /J �/ _ = I / ,.....,.- - // I I I � I � / / // // / / J /� l l/l �// // /// / / / / / � l � I 11� cnLlj cn cn cn Llj IV �' �� ; % `r / +// _ / / / \ 1 \c� 1 / / 1 / \ / l l l l l I / / / I I l llll l� 0 0 0 EF2S 0 Llj � o \ / _ 0V DIVERSION DITCH DA-19� > > ST-40 oB-32s — � � / I '� ��: i , � — \ /� / / / — � \ _ - -- ------- ----- — • — / ' / - Sediment ST-107f sin No. 6 (SB-6) /DA-21 I / / _ 1 /� // \ \ o — - - -- — — — o / \\ T-_G6 - / IL Xz/ \ // /� / / // l I NAD-83 SE O=DIMEN��AS 7 7 DIVERSION,D1 '�H DA- w LLJ 17 LLJ LLJ un tzsl cn 12 HIGH SCREENING (SOUND) WALL / \ - X X X- \ - - - - - _ -- _ \ \ / _ \ \\ _ - w a. J \ \ - \ J Lu U) cl) Lu 0-..0 //Z/ / — / I \ \ \ v \ a t� 11 AERIAL VIEW — — V vv v vvv v v v _ /1 v _ / I V A � / \ \ I � / I \ \ V A SHEET NUMBER 0 100 200 300 SCALE 1 —100 \ — � -� \ — _ — _ � c — -- / I \ \ \ 1 ol Lu Ile / - 'i I I I \ \ \ \ �, , / / / I I 1 III am� w CNJ /i/i� > it bi 0000 � / J � NN ; N � � III I - 10,lo, \ I sB- �-- ,,� ,� v y _ 7 ---__ _ _ ' ' 8 - / N C D P C S 4x o 17 G \ \ � w � J o w \ LLB — _NTG SC\Id+AIG�SQUNDALL / I \ J V > Q J a W � Fn a W wcn EL Q PLAN VIEW I SHEET NUMBER 02CO-H003 SCALE 1"=100' _ cp /fo \ I I I V Lu� � � � � �� -If ,,- � � � � � l / / 1 111 111 II \ 11 / / I 11 11 � � � � � � � � � � / � ,, � / I 11 / / I II —i 8 , , ; / / I I I / / I I I // / / // \ / I I w oo� \ � � � � � � � = w, ,/ � _\ / / 111 111 / / �// l l I 1 /_ l / l// � \ � � \ � � o i� N 00 � � � � C\l � y� � v / / \ \ III / � �l// /eell , , \ i _ wwww J)/ / // / / / I / I I 1 / I / l I I o 0 0 0 ✓ / ✓ ✓ w w w w w ✓ w ✓ w\w ✓ w w --e-- ' // ,/,/ = i - / 64 / _ \ l I I I / / 0 w w w w w w w w 10, NN , N Ile Ff- I , A A w w Ile NAD-83 NC-SPCS \ I I 1 \��\\ / �i � � -- � 17 0 u) a- L, 8*9 Lu II SCREEN G�SOU�I D)�LL� \ — \ _ \ \\ _\ \ \ \ \ \\ _ _ —_� \ _\ \ \ _ \ _ / I I \ Z U V) a. > O Lu— — — _- - v vyvv vvv yv vv I \ I I v \ % _ v I v _ vvvv yvv I vv A v � ,— vv A w a B�v \ o PLAN VIEW v A v v _v / 1 � � � � \ / / / III / v \ v \ v _� \ \ \ 1 I \ SHEET NUMBER 0 100 200 300 02C0-H004 SCALE 1"=100' i �le �/ EMERGENCY SPILLWAY DETAIL Stage Storage Curve LEVEL CONTROL SECTION SEDIMENT BASIN NO. 5 8 4� N.T.S. \ FLUME \ NORMAL POOL E-,. 851.48 Z _ 41.09 ft. F- DITCH NO. 16 J SLOPE DRAIN / 0.52 ft. J_ 855.00 Ak OP le ,+ 1 1.00ft. Freeboard ( 55 00)STRUCTURE PRINCIPLE SPILLWAY 1 72" SQUARE CONCRETE RISER W/TRASH RACK �� 00 �° B T *4 2 35.00 ft. 2 85a.00 AND 109 FT OF 30 IN. CMP5� , EM=RGENCYj SPILLWAY(853.48) Q �60"""` / ��. ♦ �1 * NAD-83 853.00 NC-S�C'S 40 � $6o LU DITCH NO. 16 l . + 30 ;-�- Channel Design (Non-Erodible) e SKIMMER/ ACCESS ROAD Channel Type: Trapezoidal, Equal Side Slopes o 852.00 To vt OF POND j�� Dimensions: Left Side Slope 2.00:1 � - EL.848.00 f / ,� Right Side Slope 2.00:1 w PRINCI L SPILL AY(851.4 ) SEDIMENT BASIN Base Dimension: 35.00 851.00 LINER SYSTEM LIMIT ♦ , o Wetted Perimeter: 37.34` U SLOPE DRAIN / / Area of Wetted Cross Section: 18.89 850.00 '50%CLEAN OUT EL. 849.87-� /I / / . / ♦ -� /I / , �� Channel Slope: 0.1000 LEAN UT LEVEL 849.87 ie ♦ ./ POROUS BAFFLES (TYP.)• ,/ Manning's n of Channel: 0.0175 849.00 N DITCH NO. 19 B � �! / �� Discharge: 32.19 cfs � o N EMERGENCY SPILLWAY Depth of Flow: 0.52 feet 1 LEVEL CONTROL SECTION EL.=853.48 Velocity: 1.70 fps 848.00 X EMERGENCY SPILLWAY 0.00 0.40 0.80 1.20 1.60 2.00 � Q 1 1 Channel Lining: Grouted Rock Rip Rap CHUTE SECTION Freeboard: 1.00 feet X 1 Accumulative Storage (Acre-Ft) / �1/ 1 ♦%+/� Q 1 'oe �' EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 5 PRINCIPLE SPILLWAY Storage volume computations �� J XLD A'.*;+, _ CHUTE SECTION Outflow SEDIMENT BASIN NO.5 ' �� OUTLET PROTECTION N.T.S. Total Discharge: 70.63 cfs ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE + 846 Water er Elevation: tion:Elevation: 857.48 ft O O O ( ) (ft) (ac-ft) STORAGE INTERVAL ft ft ft ac AREA 7� ACCESS ROAD / ST-109 ;��i Detention Elevation: 0.00 ft (ac) (ac-ft) (ft) -� 19.54 ft. Detention Base Elevation: 0.00 ft 848.00 N/A N/A 0.2049 Agft. Freeboard Outlet#1: Sediment Basin 5 Principle Spillway, Drop Pipe 849.00 N/A N/A 0.2256 0.2153 1.00 0.2113 0.2113 1.00 PLAN VIEW : SEDIMENT BASIN NO. 5 2 2 Riser Top Elev: 851.48 ft 849.87 N/A N/A 0.2436 0.2346 0.87 0.2049 0.4162 1.87 15.00 ft. Riser Length: 72.00 In 0.2359 0.13 0.0271 0.4433 2.00 SCALE: 1" - 50' 850.00 N/A N/A 0.2462 rn rn rn rn Riser Width: 72.00 in 0.2569 1.00 0.2528 0.6961 3.00 Z Z Z Z 851.00 N/A N/A 0.2676 w w w w Orifice Coefficient: 0.50 0.2728 0.48 0.1309 0.8271 3.48 851.48 N/A N/A 0.2780 Weir Coefficient: 3.33 852.00 N/A N/A 0.2893 0.2784 0.52 0.1433 0.9704 4.00 0 0 0 0 Channel Design (Non-Erodible) Channel Slope: 50.0000 Culvert Length: 109.00 ft 853.00 N/A N/A 0.3118 0.3006 1.00 0.2962 1.2666 5.00 Manning's n of Channel: 0.0175 Culvert Diameter: 30.00 In 0.3173 0.48 0.1523 1.4189 5.48 0 0 0 0 853.48 N/A N/A 0.3228 Channel Type: Trapezoidal, Equal Side Slopes Culvert Invert In: 849.00 ft 854.00 N/A N/A 0.3347 0.3233 0.52 0.1665 1.5854 6.00 Ile Qf Qf Qf Dimensions: Left Side Slope 2.00:1 Discharge: 32.19 cfs a a a a 0.3442 1.00 0.3423 1.9277 7.00 0 Culvert Invert Out: 848.00 ft 855.00 N/A N/A 0.3537 • o 0 0 0 Right Side Slope 2.00:1 Depth of Flow: 0.14 feet N w w w w Q25 HWD EL. 852.48 Base Dimension: 15.00 Velocity: 15.59 fps Culvert Friction Coefficient: 0.02 0 s s s s SKIMMER y p Culvert Entrance Loss Coefficient: 0.90 900 PRINCIPLE SPILLWAY 900 Wetted Perimeter: 15.60 Channel Lining: Grouted Rock Rip Rap N 72" SQUARE CONCRETE RISER Area of Wetted Cross Section: 2.06 Freeboard: 1.00 feet o N ILO M 50% CLEAN OUT EL. 849.87 W/TRASH RACK AND 109 FT OF 30" CMP o N N OUTLET PROTECTION CUTOFF TRENCH z6 N M 2 FT X 1 FT � I� 14 ft. 14 ft. 900 900 ANCHOR 850 2 --?, CREST 855.0 850 EXISTING GROUND (ABUTMENTS) CBOT OM E . 848.0 0.92% Q25 HWD EL. 852.48 TRENCH 50% CLEAN OUT EL. 849.87 NORMAL POOL EL. 851.48 EXISTING GROUND 2 FT X 1 FT ANCHOR FILL MATERIAL TRENCH I I 2' MAXIMUM IF NOT CUT TO BEDROCK NORMAL POOL EL. 851.48 SEDIMENT BASIN 14 ft. �I 14 ft. 800 CLASS B STONE LINER SYSTEM 800 850 Z1 _ _ _ _- -_ 850 0+00 0+50 1+00 1+50 2+00 2+50 3+00 BOTTOM EL. 848.0 2 1 L EXISTING GROUND 14 FT ACCESS 1 Cross Section A-A CREST EL. 855.00 Scale: 1" = 50' 2' 800 800 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 SUITABLE EARTHEN MATERIAL COMPACTED TO 95% OF STANDARD 2 FT X 1 FT ANCHOR PROCTOR MAX. DRY DENSITY 2 FT X 1 FT ANCHOR Cross Section B-B' TRENCH WITHIN ±2% OPTIMUM MOISTURE TRENCH Scale: 1" = 50' CUTOFF TRENCH DETAIL CONTENT SEDIMENT BASIN N.T.S. LINER SYSTEM Skimmer Design - Sediment Basin SB-5 N 0 Desired Skimmer Drawdown Time 3 days RISER BUOYANCY CALCULATION C) Desired Skimmer Drawdown Rate 6,234 cf/day 2 FT X 1 FT ANCHOR TRENCH Demonstrate adequate stability by showing the downward force is a minimum of 1.25 w Q � 00 Q to Skimmer Size 2.5 in RISER DETAILS 14 ft times the upward force. o m Head on Orifice 0.208 ft TRASH RACK EL. 855.00 Downward Force structure weight) > 1.25 x Upward Force (buoyancy) z UJ w J w z Calculated Orifice Diameter 1.404 in SKIMMER ( 9 ) p ( Y Y) 7) 1'FREEBOARD a❑❑❑❑oa❑❑❑❑aa❑❑❑❑o EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.853.48 72" Square Concrete Riser 10 10 10 10 1 U) I a_ Actual Orifice Diameter (1/4 inch increments) 2 in 000000000 00000000 NORMAL POOL EL. 851.48 a❑❑❑❑oa❑❑❑❑aa❑❑❑❑o 1'FREEBOARD MIN. Height =Approximately 4 Actual Skimmer Drawdown Time 3.17 days = I I 2 2 Weight= 11,320 Ib EXISTING GRADE i i 1 F 1 Where: I I Required Volume 13,374 c CONCRETE CLEANOUT EL. 849.87 RISER 3.48' i �\ � \ \ \ \ \\ \\\ \\ \\ \\ Riser Weight= 11,320 Ib 4'X 4'X 1' CLASS B STONE I 30" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete 1' 1 • • I \ \\ \\ \ \\ \ \ \ ' 1 Q ° •, U WATER ENTRY UNIT I---- - --------I \ \\ \\ \\ \\ \\\ \ \\\\\\ \ s - WITH TRASH SCREEN GENERAL NOTES: \ \ \\ \ \\ \\� ��\�\\\� \�\ �\ \\ \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft - 3,675 Ib Z Z J 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGEPIPE. / • • • G 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN BOTTOM OF POND EL. 848.00 a . Q • •` °" Structure Weight= 11,320 Ib + 3,675 Ib = 14,995 Ib O CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD •0 0000000o • • • Q • a• Q CONDITIONS WARRANT A CHANGE. " a • a 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. STABILIZED OUTLET s 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft SEDIMENT BASIN CUT OFF TRENCH Z Q ID INSTALLED. ANTI-FLOTATION BASE IF APPLICABLE ORIFICE OPENING INSIDE THE ( ) ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE LINER SYSTEM ELEVATION VIEW y y_ 3 3 _ J V Z W CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. Buoyancy- 144 ft x 62.4 Ib/ft - 8,985.E Ib Z J 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT ANTI-FLOTATION RISER FILL N.T.S. O = MANNER. /�/ 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT (IF APPLICABLE) Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) li Z LL SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. O SCHEDULE 40 PVC PIPE 14,995 Ib > 8,985.6 Ib x 1.25 O Cn (BARREL OR ARM) ARTHEN EMBANKMENT U MAXIMUM HEIGHT OF FLOAT WHEN No 72" SQUARE CONCRETE RISER ANTI FLOTATION BASE (IF APPLICABLE) 14, 995 Ib > 11,232 Ib Z m a MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE OPENINGS EXIST ° a ' NOTES 0 LEXIBLE HOSE (MAJOR STORM EVENT) • i . a `FLOAT • • • ' • 9 • .1 • • • Z Z I- 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive = Z Z Z LU INVERT OF LOWEST STORM PVC VENT • •a strength of 4,000 psi. �_ =1I- GRATE WATER DISCHARGE OPENING HEEI HI H 11 PIPE •(MINOR STORM EVENT) • 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with J 0 �_ TOP VIEW II LOAT • a concrete shall be painted with a black bituminous enamel paint. U W FLEXIBLE HOSE MUST BE SECURELY FASTENED TO • \ \ 3. Riser to be constructed according to the Riser Details. W ; VC VENT PIPE STORM WATER ; THE WATER QUALITY \ 'w 1 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at O Z i DISCHARGE � DISCHARGE OPENING a OPENING • 6'-0" 7'-0" concrete riser and pipe boot for culvert. 0 O Z OUTLET PIPE _ �_. - 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system Q _ - • \� \ \\\ (emergency spillway, slope pipe/culvert outlets, etc.). a (n J �___;___ 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be W a a - LEXIBLE HOSE • • H L = 1.4 X DEPTH BARREL CMP reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a TO THE OVERFLOW a MINIMUM LENGTH APPLIES • a a • • • WATER ENTRY UNIT 1'. ' 1' a • • ° ° • • `��Illtll//j/ (BARREL OR ARM) PIPE •• e • • a a a • herebycertify that this document was ��N CAR = _ = _ _ _ _ • •. ,° prepared by me or under m direct personal 1 N TO _ _ supervision and is correct to the best of my O�'pFeSS/p' _ _ _ Q .y'.•�i END VIEW SIDE VIEW MAINMINIMTAIN DZEPCHANIOCE OF knowledge nd belief and that I am a duly SEAL 9< ' (NO SCALE) SKIMMER BECOMING STUCK PLAN VIEW lice Pr es io I leer under the = DRAWN BY T. R. EVANS 10/10 N.T.S. g 048820 = SHEET NUMBER ® J. W. FAIRCLOTH & SON INC. law t to o h Carolina. �� ; FAIRCLOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM ,(� TELEPHONE: (919) 2-1244 '/1�C' 02C0-H005 STRUCTURE FAX: (919) 732-1-1266 Si nature GI NE EMAIL: WARRENOFAIRCLOTHSKIMMER.COM •„•'g Date: 3/13/2024 /// w�\\,�,. p gp0 9p 4- \S5� � _8J�_ - _ EMERGENCY SPILLWAY DETAIL /� Stage Storage Curve DITC LEVEL CONTROL SECTION H NO. 19 N.T.S. SEDIMENT BASIN NO. 6 _ 3:Z�gp seF- / ft. 10 J � A le � B� - �85�_ / ft. 852.00 Ah FLUME 0.59�6p I / / 1 (8op 2 00 STRUCTURE SLOPE 2 2 � ,��-0- 1.00ft. Freeboard) DRAIN � ��\_ 41.00 ft. 851.00 S EME GENCY PILLWAY(850.41) i i `♦ \ LU ACCESS ROAD / Channel Design (Non-Erodible) Channel Slope: 0.1000 _j 850.00 $ Manning's n of Channel: 0.0175 g Ile / Channel Type: Trapezoidal, Equal Side Slopes o DITCH NO. C / / _ 849.00 � BOTTOM OF POND � I � Dimensions. Left Side Slope 2.00.1 Discharge. 45.75 cfs �, J► EL.845.00 �� SEDIMENT BASIN Ae Right Side Slope 2.00:1 Depth of Flow: 0.59 feet j \ SKIMMER ` LINER SYSTEM LlM T / Base Dimension: 41.00 Velocity: 1.84 fps uj ( ) . T PRINCI AL SPILL AY 848. 1 u Y 848.00 Cp 50%CLEAN OUT EL. 846.86 / Wetted Perimeter: 43.63 Channel Lining: Grouted Rock Rip Rap U \ / � <ZXZ rC Area of Wetted Cross Section: 24.82 Freeboard: 1.00 feetACCESS ROAD i ^ 27 NORMAL POOL EL. 848. te 847.00 «««< f CLEAN OUT LEVEL (846.86) -* G DITCH NO. 20 PRINCIPLE SPILLWAY N i ♦ �'�� 72" SQUARE CONCRETE RISER W/TRASH RACK 846.00 N � /' + AND 53 FT OF 30IN. CMP EMERGENCY SPILLWAY DETAIL B -� '� CHUTE SECTION 845.00 EMER • Q POROUS BAFFLES (TYP.) I OUTLET PROTECTION♦ � ♦ SEDIMENT BASIN NO. 6 PRINCIPLE SPILLWAY 0.00 a6o 1.20 1.80 2.40 3.00 �� GENCY SPILLWAY f +'♦" ♦♦+ CHUTE SECTION V ♦ ♦ ♦ ♦ Outflow Accumulative Storage (Acre-Ft) � Q A ♦ ♦ ♦ ♦♦ Total Discharge: 59.55 cfs > Storage volume computations �n / \ ♦♦♦ \ ♦♦♦♦�♦ 19.67 ft. Water Surface Elevation: 849.51 ft D I ; ♦ ♦ ♦�♦ 0.17 fft Tailwater Elevation: 0.00 ft °' ♦ ♦ + ♦ 1 1 1.00ft. Freeboard EMERGENCY SPILLWAY +♦♦♦ ♦♦ +♦♦♦ 2 2 T Detention Base Elevation: 0.00 ft SEDIMENT BASIN NO.6 ' 00 LEVEL CONTROL SECTION EL. =850.41 ♦♦ ♦ 15.00 ft. T / / -�. ♦♦ ♦+;♦♦ / Outlet#1: Sediment Basin 6 Principle Spillway, Drop Pipe ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE k / Riser Top Elev: 848.51 ft (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL / X Riser Length: 72.00 in (aG) (aG-ft) (ft)♦♦� ♦♦♦�♦ " X / ♦ '� ♦ / Channel Design (Non-Erodible) Channel Slope: 50.0000 Riser Width: 72.00 in Manning's n of Channel: 0.0175 Orifice Coefficient: 0.50 845.00 N/A N/A 0.3168 PLAN VIEW : SEDIMENT BASIN NO. 6 Channel Type: Trapezoidal, Equal Side Slopes 0.3293 1.00 0.3246 0.3246 1.00 Dimensions: Left Side Slope 2.00:1 Discharge: 45.76 cfs Weir Coefficient: 3.33 846.00 N/A N/A 0.3418 SCALE: 1" = 50' Right Side Slope 2.00:1 Depth of Flow: 0.17 feet Culvert Length: 53.00 ft 846.86 N/A N/A 0.3634 0.352E 0.8E 0.304E 0.6292 1.8E F Base Dimension: 15.00 Velocity: 17.88 fps Culvert Diameter: 30.00 In 847.00 N/A N/A 0.3668 0.3543 0.14 0.0450 0.6742 2.00 W Uj Uj Uj Culvert Invert In: 845.00 ft 848.00 N/A N/A 0.3922 0.3795 1.00 0.3747 1.0489 3.00 0 0 0 0 Wetted Perimeter: 15.75 Channel Lining: Grouted Rock Rip Rap 848.51 N/A N/A 0.4055 0.3989 0.51 0.2034 1.2523 3.51 p P Culvert Invert Out: 844.00 ft 0.4053 0.49 0.1969 1.4492 4.00 Area of Wetted Cross Section: 2.56 Freeboard: 1.00 feet Culvert Friction Coefficient: 0.02 849.00 N/A N/A 0.4183 Culvert Entrance Loss Coefficient: 0.90 850.00 N/A N/A 0.4450 0.4317 1.00 0.4266 1.8759 5.00 0 0 0 0 850.41 N/A N/A 0.4562 0.450E 0.41 0.1847 2.060E 5.41 � a a a Ile Q25 HWD EL. 849.41 0.458E 0.59 0.2687 2.3293 6.00 g 851.00 N/A N/A 0.4722 W W W W N 900 SKIMMER 900 0.4834 1.00 0.4812 2.8105 7.00 5 5 5 5 852.00 N/A N/A 0.4947 0w w w w UJ U 50% CLEAN OUT EL. 846.86 PRINCIPLE SPILLWAY eq N \ M u7 NORMAL POOL EL. 848.51 72" SQUARE CONCRETE RISER o N o W/TRASH RACK AND 53 FT OF o N N 30" CMP Q25 HWD EL. 849.41 14 ft. 14 ft. EXISTING GROUND 900 NORMAL POOL EL. 848.51 900 CUTOFF TRENCH z° N M 850 CREST 852.0 850 2 FT X 1 FT ANCHOR BOTTOM EL. 45.0 1 0% o EXISTING GROUND ABUTMENTS 50/o CLEAN OUT EL. 846.8E (ABUTMENTS) TRENCH OUTLET PROTECTION EXISTING GROUND CLASS B STONE 850 14 ft. 14 ft. 850 FILL MATERIAL 2' MAXIMUM IF NOT CUT TO BEDROCK 800 800 0+00 0+50 1+00 1+50 2+00 2+50 3+00 2 FT X 1 FT ANCHOR 27 BOTTOM EL. 845.0 2 - - - - - TRENCH 14 FT ACCESS 1 L SEDIMENT BASIN Cross Section A-A CREST EL. 852.00 1 LINER SYSTEM Scale: 1" = 50' SEDIMENT BASIN 800 LINER SYSTEM 800 2' 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 SUITABLE EARTHEN MATERIAL Cross Section B-B COMPACTED TO 95% OF STANDARD PROCTOR MAX. DRY DENSITY Scale: 1" = 50' WITHIN ±2% OPTIMUM MOISTURE CUTOFF TRENCH DETAIL CONTENT N.T.S. N Z O o o O Skimmer Design - Sediment Basin SB-6 RISER BUOYANCY CALCULATION Desired Skimmer Drawdown Time 3 days Demonstrate adequate stability by showing the downward force is a minimum of 1.25 _j Z : U) Q Q Desired Skimmer Drawdown Rate 9,774 cf/day times the upward force. w :2 ao (0 o m Skimmer Size 3 in 2 FT X 1 FT ANCHOR TRENCH Z V) Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) o TRASH RACK RISER DETAILS 14 ft. N Q w H Q O LA-1 Head on Orifice 0.25 ft Z y w J w Z Calculated Orifice Diameter 1.680 in EL. 852.00 72 Square Concrete Riser w of = Q C) of � Actual Orifice Diameter(1/4 inch increments) 2.5 in SKIMMER + V FREEBOARD Height=Approximately 4' " `� L` p❑❑❑❑p1000 p❑❑❑❑ EMERGENCY SPILLWAY DEPTH p } - Weight= 11,320 lb Actual Skimmer Drawdown Time 3.23 days 0❑❑❑❑00❑❑❑❑�0❑❑❑❑0 + EMERGENCY SPILLWAY EL.850.41 NORMAL POOL EL. 848.51 ❑❑❑❑00❑❑❑❑��❑❑❑❑0 V FREEBOARD MIN. Where: 2 2 Required Volume 1 23,2921 cf EXISTING GRADE I I 1 1 Riser Weight= 11,320 lb CONCRETE I 50% CLEANOUT EL. 846.86 RISER i \ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete I 3 WATER ENTRY UNIT 4' X 4'X 1' CLASS B STONE I --______ I \ \ \ \ \\ \ \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3= 3,675 lb V Q I I \ WITH TRASH SCREEN GENERAL NOTES: 1, _____a i 30" DIA BARREL CMP \ \ Z_ 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE PIPE. I--e_ _� \ \\\\\\\\ \\\\ Structure Weight = 11,320 lb + 3,675 lb = 14,995 lb J Q 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS INCONDITIONS CHANGE. ° d CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 000000000 3. EMBAN MENTVARR MUSTNBEACOMPACTED TO DESIGN SPECIFICATIONS. BOTTOM OF POND EL. 845.00 d � �` ° `" ° < °• Buoyancy = Displacement Volume of Riser x 62.4 lb/ft' Q W 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION <° ° d " < Z ORIFICE OPENING INSIDE THE INSTALLED. . 4 d°5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE ° d Buoyancy = 144 ft'x 62.4 lb/ft' = 8,985.E lb V 0 ORIZONTAL TUBE WITH A . STABILIZED OUTLET DISCHARGE END OF THE PIPE � W CONSTANT HYDRAULIC HEAD SEDIMENT BASIN ANTI-FLOTATION BASE (IF APPLICABLE) Q = 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT CUT OFF TRENCH J MANNER. LINER SYSTEM Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT SCHEDULE 40 PVC PIPE SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. ANTI-FLOTATION RISER FILL ELEVATION VIEW Q O MAXIMUM HEIGHT OF FLOAT WHEN NO LL (BARREL OR ARM) ARTHEN EMBANKMENT (IF APPLICABLE) N.T.S. 14,995 lb > 8,985.E lb x 1.25 14,995 lb > 11,232 Ib V Z Q W A MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE ii OPENINGS EXIST NOTES LEXIBLE HOSE (MAJOR STORM EVENT) 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 0 FLOAT 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive = Z Z INVERT OF LOWEST STORM PVC VENT ° ° dd ° 4 • strength of 4,000 psi. Z W a -1 I I-I WATER DISCHARGE OPENING " d a H�I±I-�H GRATE PIPE e . 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with (MINOR STORM EVENT) ° ° ; concrete shall be painted with a black bituminous enamel paint. J TOP VIEW -1111 FLEXIBLE HOSE MUST BE LOAT e ° p p Q W - - 3. Riser to be constructed according to the Riser Details. V SECURELY FASTENED TO A ^ �VC VENT PIPE l STORM WATER THE WATER QUALITY ° d 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z Z W LU DISCHARGE DISCHARGE OPENING ° - OPENING d �\ \ \ concrete riser and pipe boot for culvert. O Z OUTLET PIPE \ 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system 2 Q _ - ° 6'-0" T-0" (emergency spillway, slope pipe/culvert outlets, etc.). 0 J 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be LU a LEXIBLE HOSE \ reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a H L = 1.4 X DEPTH �- TO THE OVERFLOW d. '• , - MINIMUM LENGTH APPLIES ° . WATER ENTRY UNIT i ;i--- BARREL CMP ' BARREL OR PIPE d I hereby certify that this document was �.�`` R SCHEDULE 40 PVC %L - (BAR ARM) d ° ° e - - - - - - - - - - - - I _ _ __ d ° a ° ° prepared ban me is correct to th or under my e best ect ofmy personal � ,•' END VIEW SIDE VIEW MAINTAINMINI DEPRESSION HINCE OF ° A. ° d°< ° • O ASS/ ° d know d e nd beI f n th t I am a duly (NO SCALE) SKIMMER BECOMING STUCK = DRAWN BY T. R. EVANS 10/10 licen P fe sio al gin er under the SEAL _ J. W. FAH SON INC. PLAN VIEW In law of to a rolina. ;� 048820 ; FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET WW SHEET NUMBER W.FAIRCLOTRCLOTHSKIMMER.COM TELEPHONE: (919) 732-1244 i �� STRUCTURE FAX: (919) 732-1266 N.T.S. ' •�NGrN��•' EMAIL: WARRENOFAIRCLOTHSKIMMER.COM 02CO-H006 Date: 3/13/2024 '�.,F�/ N\�,.` �g0 / rV ACCESS ROAD y /le Stage Storage Curve le POROUS BAFFLES (TYP.) SEDIMENT BASIN NO. 7 -� �► DITCH NO. 20 Z ::, SLOPE DRAIN y A cRESTEL. 850.0 of _ �► ACCESS ROAD o EMERGENCY SPILLWAY DETAIL 850.00 TOP OF 3TRUCTURE _ LEVEL CONTROL SECTION (850.00) ---?9L52 4<4� N.T.S. 849.00 I B I I E ERGENC SPILLW Y(848.34) NAD-83 �8_ NC-SPcs 56.6564 gg f 848.00 LU \ BOTTOM OF POND I - O T OOtft. Freeboard � _ 0 /I� 1 T o EL.s43.00 I SKIMMER � ��` - �$� 1 } •0 847.00 2 �' I SEDIMENT BASIN 2 50.00 ft. \ _ ' LINER SYSTEM LIMIT - -- W 846.00 PRINCI DAL SPILL AY(846.34) PRINCIPLE SPILLWAY . � o 72" SQUARE CONCRETE RISER W/ U TRASH RACK AND 67 FT OF 36 IN. CMP 845.00 �C\ i Channel Design (Non-Erodible) Channel Slope: 0.1000 CLEAN OUT LEVEL(844.76) p Manning's In of Channel: 0.0175 N 50%CLEAN OUT EL. 844.76 NORMAL POOL EL. 846.34 _+ OUTLET PROTECTION Channel Type: Trapezoidal, Equal Side Slopes 844.00 ' N / / + Dimensions: Left Side Slope 2.00:1 Discharge: 68.22 cfs Right Side Slope 2.00:1 Depth of Flow: 0.66 feetX. \ + Base Dimension: 50.00 Velocity: 2.00 fps 843.00 Q _118"�\ / 0.00 0.80 1.60 2.40 3.20 4.00 4.80Wetted Perimeter: 52.97 Channel Lining: Grouted Rock Rip Rap �- EMERGENCY SPILLWAY _ /o A' + Area of Wetted Cross Section: 34.09 Freeboard: 1.00 feet LEVEL CONTROL SECTION EL. 848.34 -- _ �+ Accumulative Storage (Acre-Ft) . > Storage volume computations a) a) 1 EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 7 PRINCIPLE SPILLWAY SEDIMENT BASIN NO.7 m EMERGENCY SPILLWAY� �+� CHUTE SECTION / CHUTE SECTION Outflow ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE ft� (ft) (ac-ft) STORAGE INTERVAL N.T.S. Total Discharge: 79.92 cfs O (ft) (ft) (ac) AREA Water Surface Elevation: 847.34 ft Tailwater Elevation: 0.00 ft 844.00 N/A N/A 0.5001 843.00 N/A N/A 0.4676 PLAN VIEW : SEDIMENT BASIN NO. 7 29.6252 � Detention Base Elevation: 0.00 ft 0.4839 1.00 0.4781 0.4781 1.00 1 844.76 N/A N/A 0.5245 0.5123 0.76 0.3871 0.8652 1.76 SCALE: 1" = 50' . t Outlet#1: Sediment Basin 7 Principle Spillway, Drop Pipe 0.5163 0.24 0.1236 0.9888 2.00 0 1. ft. Freeboard 845.00 N/A N/A 0.5324 z z z z T Riser Top Elev: 846.34 ft 846.00 N/A N/A 0.5654 0.5489 1.00 0.5432 1.5320 3.00 2 25.00 ft. 2 1 Riser Length: 72.00 In 846.34 N/A N/A 0.5769 0.5711 0.34 0.1942 1.7261 3.34 0 0 0 0 Riser Width: 72.00 In 847.00 N/A N/A 0.5992 0.5823 0.66 0.3823 2.1085 4.00 Orifice Coefficient: 0.50 848.00 N/A N/A 0.6336 0.6164 1.00 0.6104 2.7189 5.00 w w w w Weir Coefficient: 3.33 848.34 N/A N/A 0.6455 0.6395 0.34 0.2174 2.9363 5.34 C: ft a a a a Channel Design (Non-Erodible) Channel Slope: 50.0000 Culvert Length: 67.00 849.00 N/A N/A 0.6685 0 Q25 HWD EL. 847.34 0.6511 0.66 0.4275 3.3639 6.00 0.6832 1.00 0.6806 4.0445 7.00 N w w w w Manning's n of Channel: 0.0175 Culvert Diameter: 36.00 in 850.00 N/A N/A 0.6978 0 0 0 1n 900 NORMAL POOL EL. 846.34 900 Channel Type: Trapezoidal, Equal Side Slopes Culvert Invert In: 843.00 ft Dimensions: Left Side Slope 2.00:1 Discharge: 68.24 cfs Culvert Invert Out: 842.00 ft EXISTING GROUND Right Side Slope 2.00:1 Depth of Flow: 0.16 feet Culvert Friction Coefficient: 0.02 0 N N N SKIMMER Base Dimension: 25.00 Velocity: 17.25 fps Culvert Entrance Loss Coefficient: 0.90 ° 50% CLEAN OUT EL. 844.76 EMERGENCY SPILLWAY N 848.3��i��CREST Wetted Perimeter: 25.70 Channel Lining: Grouted Rock Rip Rap 14 ft. Area of Wetted Cross Section: 3.96 Freeboard: 1.00 feet Z N M 850 27 - - 850.00 850 d I BOTTOM EL. 8 .0 " CUTOFF TRENCH 2 FT X 1 FT ANCHOR TRENCH CLASS B STONE EXISTING GROUND (ABUTMENTS) OUTLET PROTECTION 800 800 900 900 0+00 0+50 1+00 1+50 2+00 2+50 Q25 HWD EL. 847.34 FILL MATERIAL 2' MAXIMUM IF NOT CUT TO BEDROCK SEDIMENT BASIN Cross Section A-A' PRINCIPLE SPILLWAY 50% CLEAN OUT EL. 844.76 NORMAL POOL EL. 846.34 LINER SYSTEM 72" SQUARE CONCRETE RISER EXISTING GROUND - - - - - - - - - Scale: 1" = 50' W/TRASH RACK AND 67 FT OF 36" CMP I I 1 L 850 � � 14 ft. 850 1 BOTTOM EL. 843.0 2' 2 FT X 1 FT ANCHOR 14 FT ACCESS TRENCH SEDIMENT BASIN CREST EL. 850.00 SUITABLE EARTHEN MATERIAL LINER SYSTEM COMPACTED TO 95% OF STANDARD 800 800 PROCTOR MAX. DRY DENSITY 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 WITHIN ±2% OPTIMUM MOISTURE CUTOFF TRENCH DETAIL CONTENT Cross Section B-B' 2 FT X 1 FT ANCHOR N z o Skimmer Design - Sediment Basin SB-7 TRENCH N.T.S. o 0 1= Scale: 1" = 50' \ = D Desired Skimmer Drawdown Time 3 days RISER BUOYANCY CALCULATION Y Q 't Desired Skimmer Drawdown Rate 9,774 cf/day w Q :200 Q I• _j Z \ (n Skimmer Size 3 in Demonstrate adequate stability by showing the downward force is a minimum of 1.25 o m times the upward force. o N Head on Orifice 0.25 ft Z z o C) d Calculated Orifice Diameter 1.680 in 2 FT X 1 FT ANCHOR TRENCH Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) 0 � � w _j bi � Z o a w1-- Q o J Actual Orifice Diameter(1/4 inch increments) 2.75 in RISER DETAILS 14 ft. of 0 " 0 L` TRASH RACK �{ 72" Square Concrete Riser Actual Skimmer Drawdown Time 3.25 days EL. 850.00 Height=Approximately 4' SKIMMER V FREEBOARD Weight= 11,320 Ib 1010101000❑❑❑❑00111000 EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.848.34 Required Volume 28,350 cf 00❑❑❑00❑❑❑❑00❑❑❑❑0 Where: NORMAL POOL EL. 846.34 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN. 2 2 Riser Weight = 11,320 Ib EXISTING GRADE I I 1 F 1 CONCRETE I Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete Q 50% CLEANOUT EL. 844.76 RISER i Z WATER ENTRY UNIT I I �\ \ \ \ \� \� \� \ \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft - 3,675 Ib Z WITH TRASH SCREEN GENERAL NOTES: I 3.34' I \ a_ 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE \ \ \ \ \\\ \� \� \\ \\ \\ \\ \ \\ \\\\\ \\ \\ \\ \\ \ \\\\\\ \\\ J PIPE. 4'X 4'X V CLASS B STONE 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 1, e a 36" DIA BARREL CMP \ \ \ \ \ \ \ \ \ \ \ \ Structure Weight - 11,320 Ib + 3,675 Ib - 14,995 Ib C O CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD �e` a \ \ \ \ \ \ \ - = 0000o CONDITIONS WARRANT A CHANGE. I---- - --------I \ �\ \\ \\ \\ \\\\\\\ \\\\ \ \\ \ \ \\\\ \\ \ \ LPL LU 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. \ \\\ \\ \\� \�\\ Buoyancy = Displacement Volume of Riser x 62.4 lb/ft' Z Q ~ 0 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION . ORIFICE OPENING INSIDE THE INSTALLED. •• • A. . • e \ \ \ 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE BOTTOM OF POND EL. 843.00 c •< J V W ORIZONTAL TUBE WITH A DISCHARGE END OF THE PIPE. e ` a • e • 3 3 - CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT • , • e• • e • Buoyancy = 144 ft x 62.4 Ib/ft - 8,985.6 Ib O = Z J MANNER' STABILIZED OUTLET Z LL 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT SEDIMENT BASIN Downward Force structure weight) > 1.25 x Upward Force (buoyancy)SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. ANTI-FLOTATION BASE (IF APPLICABLE) CUT OFF TRENCH ( g ) P ( Y Y) a � V Q SCHEDULE 40 PVC PIPE LINER SYSTEM V O (BARREL OR ARM) ARTHEN EMBANKMENT ELEVATION VIEW MAXIMUM HEIGHT OF FLOAT WHEN NO MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE ANTI-FLOTATION RISER FILL N.T.S. 14,995 Ib > 8,985.E Ib x 1.25 Z OPENINGS EXIST (IF APPLICABLE) 14,995 Ib > 11,232 Ib m li LEXIBLE HOSE (MAJOR STORM EVENT) NOTES D � Z Z FLOAT 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive = _ 72" SQUARE CONCRETE RISER ANTI FLOTATION BASE (IF APPLICABLE) Z W a �I� H INVERT OF LOWEST STORM PVC VENT strength of 4,000 psi. �_ -Ili-II GRATE WATER DISCHARGE OPENING PIPE 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with J O M_ HI� • a TOP VIEW - (MINOR STORM EVENT) LOAT • 4 4 ° • 4 • concrete shall be painted with a black bituminous enamel paint. V 0 LU ' SECURELY FASTENED TO _ FLEXIBLE HOSE MUST BE • • Z ' e < . d 3. Riser to be constructed according to the Riser Details. W a , PVC VENT PIPE I STORM WATER THE WATER QUALITY e 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z (n r/ DISCHARGE DISCHARGE OPENING , Z OPENING concrete riser and pipe boot for culvert. 10 OUTLET PIPE �-, • a 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system Q A a • " \ (emergency spillway, slope pipe/culvert outlets, etc.). o U) J _ 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be yj Q -- _ LEXIBLE HOSE ' \ it H L = 1.4 X DEPTH 6-0" T-O" reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a (' �- TO THE OVERFLOW - MINIMUM LENGTH APPLIES e WATER ENTRY UNIT !, .r-- • \ \\\\\\ SCHEDULE 40 PVC PIPE a. '• . I hereby certify that this document was �� CAR BARREL CMP L i (BARREL OR ARM) ° • . prepared by me or under my direct personal �� • , • supervision and is correct to the best of my •'pF 0 2 END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ = d < ' �SS/ MINIMIZE CHANCE OF a • • • < < • , , knowle ge nd belief and that I am a duly _ :�0. 9�•;y (NO SCALE) SKIMMER BECOMING STUCK a licen a Pr fe sl al ngineer under the = SEAL DRAWN BY T. R. EVANS 10/10 ° • • ° •a A A.< E G law t t e N rth Carolina. _?� . 048820 C _ SHEET NUMBER FAIRCLOTH SKIMMER") DISCHARGE W.FAIRCLO DISCHARGE SYSTEM WITH OUTLET W FRCLOT HSK I SON INC. ° " IMMER.COM TELEPHONE: (919) 732-1244 STRUCTURE FAX: (919) 732-1266 (Signature) % '••. rr ' �Q' EMAIL: WARREN®FAIRCLOTHSKIMMER.COM + I • G�N``, ` PLAN VIEW •' Date: 3/13/2024 ',,F�'1/B: wN� 02C0-H007 N.T.S. ''��1j;11��```� PLAN VIEW \ f 0 100 200 300 SCALE 1"=100' Lu — � w 0CN \ o o — v 1 I F, �_ - - / o 00 0 0 00 or 100, — N \ \ •, ;0110, ' 1 % �. 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Ali 36 N SHEET NUMBER IN 02CO-JO01 — v // � F— PLAN VIEW 0 100 200 300 \; ,7 \ \\QD SCALE 1.9=100 = \ _ / \ \ \� \ `�\\ \ � \ _ � \ �� _ \ ••\ \\ \ � — � //� i _/�/ \/I1 / III � - - (� -' � l/� J \ — '�•, /w5- 88t, lI / I / l \ I I \ \ � _� < ICI0 Lu ZZ �5 \ �j //� /� � \ X� w CD OB- I I I SCR ING BERM II \ CONCENTRATE PLANT AND � `�`` I INDUSTRIAL MINERALS PLANT / \ w w \ \ \\ ` _ w \ \ \ > > > 1 1 - 1 C\ RETE- -16 z N VIVASHOU = 10' H x 10' W x 3' D\ �\ �\ \ / \ \\ \ \\ \� \ \ \I I / v V A \\ \ A\ PLANT AREA ENTRANCE \ \ \ \ \ \ �\ _ I �\ sue= \ v v \ DA-40 \\ \ \ \ vE % � � \ V V A I V A \ \j+� _ \V\ \\ \\\\ _ \VA\V� \\ _�\V�V� \ �' \ A NAD-83 �\ vv \ F v / I I — „ V A \ \ \ \ 1 \ \\\V A\ \\\ vvv ) f , , \ I I \ VA \ vv ,� I V A I I I I III I 1 \\_\ \\ V A\ V A \��:''� u U N o z vv v �v A i v / / / / � 1 IIII II II I I \ IIII \ � v oo3: ww , = o LLJ 0 : Q a "WIGH\SCREENING (SOUND)WALL _ i�i / _ \ I I I I \ \ I I I I \ V A ` w 17 � _ LLI w o w � = QC) Q � v \ �� \/ I vv O / __ — v� v \ `v / %_ III \ 1 I I I \1 _\ �' a x w O/WII DA- O z a z D \\ Lu a. f -PLANT AREA ENTRANCE \ 54 \ \� � z wz `, \ ` f� l _ / J l l 111 I 1 / ,� = 1 \ o Fn a z w .\ / / do—, cn Lu a. --DA-48 LOCKING GATE \c\v \\ � 1 \ �/ 1 i ee� �i' vV SHEET NUMBER PLAN VIEW ` 300 \�\ \ - - _ \ \ \ \ \��\ \>��•, �\ \ \ \ i �l llj/> I SCALE 1 =100' Z = - - / \ \\ ,� W / v vv_ v \ \ v�\ / — Lu CD `v�v - / � > � v-�v vv,vv v, CONCENTRATE PLANT AND INDUSTRIAL \ \ vvv `� MINERALS PLANT SITE RECLAMATION: STRUCTURES REMOVED, REGRADED \ VIA TO DRAIN, RE-VEGETATED. or � v \ \ r, > u U N oILI N cn cn o , < / \ \ �o 0 — � v , ' Q 0 ; o IGH SCREENING (SOUND) WALL / /ii' / _ \ \V ' '� o LLJ o ,�, � � l I 111 II II I I 1 \ , � v 0 � � w I III I IIIII I �)) \v \ Avg w � / = < uQf ooUo � 2 v7 \VAN �/ � Z C60 Lu c/) aEr a. a VIA -�° vim, � v , % �y / / �I� � � �I / I� �\ v v vvvv / / 111 I 1 \ N V y\\\ z Lu v4 / NORTH LAKE WEST LAKE ! >— \\\\\ a t� - % y �)>y� / ! � 1 �� , '% �:`v \ v `;•. ,', > / / / > / �,, '' P 11 LOCKING fi• A I / / / / 1 // i /w/ \ SHEET NUMBER w 10 w �l �� •� v' I . l / � > �' \ //- \V \\/_�� A I / /' �\ // • / 1 I / i �.01 - NORMAL POOL Channel Design (Non-Erodible) � '� EL. 832.0 EMERGENCY SPILLWAY DETAIL Stage Storage Curve Channel Type: Trapezoidal, Equal Side Slopes Sediment Basin No. 16 '�i ' ice / \ t LEVEL CONTROL SECTION Dimensions: Left Side Slope 2.00:1 i ice ' / A _ N.T.S. Right Side Slope 2.00:1 836.00 To OF STRUCTURE Z _ /_ Base Dimension: 30.00 TO .00) !. 835.00 Wetted Perimeter: 34.21 J i� SLOPE DRAIN 37.77 ft. Area of Wetted Cross Section: 30.05 \ / B ` \ 834.00 C 1.00ft. Freeboard Channel Slope: 0.1000 EME ENCY PILLW Y(834.06) WV 1 T Manning's n of Channel: 0.0175 ` 50%CLEAN OUT / I \ 2 0.94 ft. I 833.00 Q EL. 830.2 � 30.00 ft. -I Discharge: 74.01 cfs Depth of Flow: 0.94 feet Velocity: 2.46 fps 832.00 Uj OROUS BAFFLES (TYP.) 16 P y p PRINCI AL SPI LWAY( 32.00) SKIMMER Channel Linin Grouted Rock Ri Ra C 9 p p 0 831.00 A 1Z g36� /0 � Freeboard: 1.00 feet c PRINCIPLE SPILLWAY 72" SQUARE GYes�� / > CONCRETE RISER W/TRASH RACK /� c�� DITCH NO. W 830.00 AND 60 FT OF 36 IN. CMP / / / 42 BOTTOM OF POco EL.8a8.00 �� EMERGENCY SPILLWAY DETAIL channel Design (Non-Erodible) s2s.00 v EMERGENCY SPILLWAY / _ " IC CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes LEVEL CONTROL SECTION EL. = 834.06 / �? �j N.T.S. Dimensions: Left Side Slope 2.00:1 828.00 G �\ �C Right Side Slope 2.00:1 ' Base Dimension: 25.00 827.00 ' N EMERGENCY SPILLWAY / � / - / Wetted Perimeter: 25.73 CHUTE SECTION - �- Area of Wetted Cross Section: 4.16 826.00 29.66 ft. 0.00 0.60 1.20 1.80 2.40 3.00 3.60 4.20 4.80 5.40 6.00 Q �0.16ft. 1.00ft. Freeboard Channel Slope: 50.0000 OUTLET PROTECTION / T 2 2 TI Discharge: 74.01 cfs Q Manning's In of Channel: 0.0175 Accumulative Storage (Acre-Ft) 25.00 ft. IN / \ ) �� -� I :_ / Depth of Flow: 0.16 feet Storage volume computations a J D Velocity: 17.81 fps ai SEDIMENT BASIN NO.16 Channel Lining: Grouted Rock Rip-Rap in Freeboard: 1.00 feet 71 4�/ /% ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE �a (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL )I i (ac) (ac-ft) (ft) DITCH NO. 42 / 900 900 826.00 N/A N/A 0.4004° 50/° CLEAN OUT EL. 830.2 827.00 N/A N/A 0.4338 0.4171 1.00 0.4106 0.4106 1.00 2 -'� - �� EXISTING GROUND 828.00 N/A N/A 0.4670 0.4504 1.00 0.4441 0.8548 2.00 NORMAL POOL EL. 832.0 829.00 N/A N/A 0.5007 0.4839 1.00 0.4775 1.3323 3.00 N N N N 0.5179 1.00 0.5115 1.8437 4.00 Z Z Z Z CREST 836.00 830.00 N/A N/A 0.5351 w w w w SKIMMER 0.5386 0.20 0.1077 1.9514 4.20 2 850 85O 830.20 N/A N/A 0.5421 0.5526 0.80 0.4383 2.3898 5.00 0 0 0 0 PLAN VIEW : SEDIMENT BASIN NO. 16 I 831.00 N/A N/A 0.5701 I� 14 ft. 832.00 N/A N/A 0.6056 0.5878 1.00 0.5812 2.9709 6.00 _j _ SCALE: 1" = 50' OUTLET PROTECTION _ 21 833.00 N/A N/A 0.6417 0.6237 1.00 0.6168 3.5878 7.00 0 0 0 0 0.6600 1.00 0.6531 4.2409 8.00 x � x 1.67 0 2 834.00 N/A N/A 0.6784 w w w w BOTTOM EL. 828.00 0.6794 0.06 0.0408 4.2816 8.06 o a a a 834.06 N/A N/A 0.6804 •N 0 0 0 0 800 CLASS B STONE 800 836.00 N/A N/A 0.7467 0.7126 1.94 1.3776 5.6592 10.00 j N N N uwi w w w w SEDIMENT BASIN NO. 16 PRINCIPLE SPILLWAY 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 Cq N Cq Outflow o N N PRINCIPLE SPILLWAY Cross Section A-A - Total Discharge: 82.67 cfs 72" SQUARE CONCRETE RISER Scale: 1" - 50' CUTOFF TRENCH o N InWater Surface Elevation: 833.06 ft W/TRASH RACK Z ML Tailwater Elevation: 0.00 ft AND 60' OF 36" CMP EXISTING GROUND (ABUTMENTS) Detention Base Elevation: 0.00 ft Outlet#1: Primary Spillway, Drop Pipe FILL MATERIAL 2' MAXIMUM IF NOT CUT TO BEDROCK Riser Top Elev: 832.00 ft 900 900 Riser Length: 72.00 in - - - - - - - - - Riser Width: 72.00 in 50% CLEAN OUT EL. 830.2 NORMAL POOL EL. 832.0 1 Orifice Coefficient: 0.50 Q25 HWD EL. 833.06 EXISTING GROUND 1 Weir Coefficient: 3.33 Culvert Length: 60.00 ft 850 850 2' Culvert Diameter: 36.00 in 2� 14 ft. 14 ft. SUITABLE EARTHEN MATERIAL Culvert Invert In: 829.00 ft Culvert Invert Out: 828.00 ft COMPACTED TO 95% OF STANDARD CREST 836.00 BOTTOM EL. 828.00 PROCTOR MAX. DRY DENSITY Culvert Friction Coefficient: 0.02 WITHIN ±2/° OPTIMUM MOISTURE Culvert Entrance Loss Coefficient: 0.90 800 800 CUTOFF TRENCH DETAIL CONTENT 0+00 0+50 1+00 1+50 2+00 2+50 3+00 N.T.S. Cross Section B-B' Scale: 1" = 50' N Z 0)0 3:: C14 O H Skimmer Design - Sediment Basin SB-16 J z < � cn a `D w a :2 00 a I Desired Skimmer Drawdown Time 3 days o m RISER BUOYANCY CALCULATION Z Desired Skimmer Drawdown Rate 20,109 cf/day o Skimmer Size 4 in Demonstrate adequate stability by showing the downward force is a minimum of 1.25 Z z w w Z times the upward force. � Q w � Q O w Head on Orifice 0.333 ft RISER DETAILS 14 ft. o o o 0 Q_ U- Calculated Orifice Diameter 2.242 in TRASH RACK EL. 836.00 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Actual Orifice Diameter (1/4 inch increments) 2.75 in SKIMMER 1'FREEBOARD 000000000000000000 72" Square Concrete Riser Actual Skimmer Drawdown Time 3.20 days 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.834.06 Height -4.0' NORMAL POOL EL. 832.0 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN. Weight- 11,320 lb I I 2 2 Required Volume 32,274 cf EXISTING GRADE ; E Where: 72"SQUAB I CONCRETE I 50% CLEANOUT EL. 830.2 RISER \\ \ Riser Weight= 11,320 lb (� Z WATER ENTRY UNIT I 4.0' I \ \ \ \\ \ \ \ \ \ \ \ \\ \ \\ \\ \ \ \\ \ \ \ \ \ \ \ \ Weight of Concrete Base - (Length x Width x Depth)x Unit Weight of Concrete Z J J WITH TRASH SCREEN GENERAL NOTES: I I \ \ \ \ \ 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE 4'X 4'X V CLASS B STONE I I \ \ \ \� \�\� \�\\ \\ \\ \\\ \ \ \\ \\ \\\\\\\ g - ( g p ) g PIPE. -----a--------1 , 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 1' t • ° ° I 36 DIA BARREL CMP C 0 CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD I d ° • J \ \ \ \ \ Weight of Concrete Anti-Flotation Base = 7 ft x 7 ft x 0.5 ft x 150 Ib/ft3 = 3,675 lb 00 0o CONDITIONS WARRANT A CHANGE. I--- - --------I \ \ \ \ \\ \\\ \\\\\\\\\ \ \ \ \ \ \ g ( ) Q 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. �\ ��\ \\ \\\� \�\ \ \\ \ r 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION ° °° • ° ° d Structure Weight- 11,320 lb + 3,675 lb - 14,995 lb ' 1 ORIFICE OPENING INSIDE THE INSTALLED. BOTTOM OF POND EL. 828.00 A . ° •O ° •° • J U O IW 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE d ORIZONTAL TUBE WITH A • ° d DISCHARGE END OF THE PIPE. ° • ° d J CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT ° ° d • ° Buoyancy = Displacement Volume of Riser x 62.4 lb/ft3 Z MANNER. STABILIZED OUTLET 7. LL EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT ANTI-FLOTATION RISER FILL ANTI-FLOTATION BASE IF APPLICABLE CUT OFF TRENCH Z SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. (IF APPLICABLE) ELEVATION VIEW ( ) Buoyancy = 144 ft'x 62.4 lb/ft' = 8,985.6 lb V O 0 SCHEDULE 40 PVC PIPE (BARREL OR ARM) ARTHEN EMBANKMENT N.T.S. MAXIMUM HEIGHT OF FLOAT WHEN NO MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z m a OPENINGS EXIST LEXIBLE HOSE (MAJOR STORM EVENT) 14,995 lb > 8,985.6 lb x 1.25 __ in 995 lb > 11232 lb Z FLOAT 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 14, , Z Q 2 INVERT OF LOWEST STORM PVC VENT -I -� WATER DISCHARGE OPENING a NEwI I H GRATE PIPE ° ° NOTES J -II (MINOR STORM EVENT) d° ° 9 O TOP VIEW I FLEXIBLE HOSE MUST BE FLOAT ° ° -4 ° ° ' 1 Q W 111 ° d 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive V SECURELY FASTENED TO strength of 4000 psi. Z IW VC VENT PIPE I STORM WATER THE WATER QUALITY , p d Z DISCHARGE DISCHARGE OPENING ° OPENING • ° , 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with O Z °; concrete shall be painted with a black bituminous enamel paint. Q OUTLET PIPE = - - °• d \\ \\ 3. Riser to be constructed according to the Riser Details. 0 J 4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be ILL) Q ;• ; i, H i LEXIBLE HOSE L = 1.4 X DEPTH ° 6-0" 7'-0" reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. TO THE OVERFLOW MINIMUM LENGTH APPLIES ° WATER ENTRY UNIT 1 ;; I --- SCHEDULE 40 PVC PIPE ° °° ° ° I hereby certify that this document was �� CA _ (BARREL OR ARM) •° BARREL CMP prepared by me or under my direct personal �� ''i -� _ _111 ° ° d supervision and is correct to the best of m �� ESS% Off/ END VIEW SIDE VIEW MAINTAIN DEPRESSION TO ° d ° ° ° • ° • ° • _ p y ' MINIMIZE CHANCE OF d knowledge and belief and that I am a duly O 2�� ,•=y�_ �' 9< (NO SCALE) SKIMMER BECOMING STUCK ° A. ° d ° d lice d ro ess'onaI Engineer under the = SEAL _ DRAWN BY T. R. EVANS 10/10 - ° °O •^ °d •° la h to o North Carolina. ;2� 048820 SHEET NUMBER FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FARCLOTH I SON INC. WWW.FAIRCLOTHSKIMMER.COM TELEPHONE: 919 732-1244 STRUCTURE FAX: (919) 732-1266 PLAN VIEW (Signature) i �^ r�•'''•Q�� EMAIL: WARREN OFAIRCLOTHSKIMM ER.COM Date: 3/13/2024 �'�.ryFG/i•.�•.•N\�� 02CO-JO04 N.T.S. 13 W NIN lie -r/— \ V A o V I \, r\ A D AU RUCTURE#1 S S c et \ ,'i, 5016 Acres 12' HIGH SCREENING SOUND WALL / / �� ; / WrRU # ; SWS #1 150 y S t1.84 drys � /� / � ' TEMPORARY CONSTRUCTION ENTRANCE \ \ \ 7 lo HEPHZIBAH CHURCH RD. r,+; r �/r _ ram CLOSED \ \ r.,+� ,,T�'/� \\ \ \ \ \ v \ \\/ ir' / �,i r/r \\ */ \ \ \ \ \ \ \ SED ADS RUCTURE 18 SWS#1 373320 Sq. Feet \ \ w 8.57 Acres /j / //�� / �� /�� \ //� l �,+'i -,'� / ,� / ,r r - ( 1 A ( �� ✓ V AA \ V A \ Q7.1� V A 0 //g\/ �// �% / i '�� / ♦ ':' / .i+''/ �� rid-�j� / � —\ ,'+'' i - LOCKING GATE /��\�\\\/ \\ �\ �+� +i r,� IC SEDCAD STRUCTURE#14, SW #1 _ / / '+i' / ' IC - / 4410.17 gcres et I _-- xl / ' ' � �� / T SEDCADiSTRUCTURE #16, SWS#1 \� A \ \ \ �� \ STRU R #4, SWS# / - AD ST CTURE #2, �#1 �� / Q 56:00� \ \ � I r� \ ` r �� / A A \ \ \ \ �\ �� — �� • — � 11 56 S Fee r 10 2�50 Aareseet / 63 S eet IC q — \ r r \ \ / o II II l l / Q A \ 0 Acre �/" y 0 Acres �-f-�♦ / / \ �► Q = 15.86 Q 11.26 �♦ V �� A \ \ \ r +� - v A \ //X l > �� Illlll 11 l/ I �' �%� v �' �— + �•+ I y — _ A \� ,��`' I , �� V A _ _ i/\\/ u I L 14 SK70 XCrestEI.84 \\ /,�/ �� \ � � 77�.Sq. Feet \ , � j 0.18 Acres �� / Q = 9.53 SE AD STRUCTURE#3, SWS#1 w w Li w 0 .RUCTURE# 78285 Sq. Feet ) �� I /� , /+' / SEDSAD STRUCTURE#12, �� I \ _ — I w w 1.80 Acres I IJ, I / / / I "� \�I ,/ I *� I[ // 55757 Sq. Feet/ W 1 \ :° 0 0 fi j Q ' , � %'j�-r{-i Ii / \ 1Q$ 5.55s \ \ \ I / J / Ld 1 / / / \ I \ \ \ I I / ` N N N SEDCAD S R, CTURE \ A S RUCT R #13 SWS` / / 78844 Sq. Feet/ 1.61 Acres i 5 81 . e S et — \ / Qom- D AD STRUCTU #19, SWS#1 SEDCAD STRUluroki2#k6, syV81 / / / / / / A� A / \ r \ 2142197 Sq. Feet. 289054 Sq. Feet //� y — — _ 49.12 Acres 6.64 Acres \ / / / / / l III /j\/ \ \ \ \ _ _- \ I ` J \ / \ \ / �2 = 144.19 SED AD STRUCTURE #9, SWS #1 284447 Sq. Feet 6.53 Acres /� / I I/ III I I I l \ \ \ \ \ \ / \ \ \ \ I / / / / / \ NC DS 83 P S Q =20.72 / co Cn •� J A U1 SW #1 616374 Sq. Feet z LLJ — : 14.15 Acres /\ �� \ \\ \ \ z z Y . - 1�30 A � w w COQ Qow � \ \� \ � - // IS EDCAD STRUCTURE#23, S-WS #1 1645384 Sq. FeJe V AVM a. 37.77 Acres V \ \\\ Q— 115.7- 6 � II ; � \ ►x �s257 1 l�► I I fi \A \\ — \ 1'k \ ztt— Ixl \ _AD TR CT RE SWS 1 24965 Sq. Feet (/� Q / 0 A\\ 0.57 Acres \ \ =,40.20� �, I IIIII ►x►v — AVA \ \ \ — _ w I l ) v t� \ Ix I I I I / \\ \�\� \� / � �: \ �- � A y. �\ �� ,� \ �\y � � w X� ��1 v 1 v �� \ \ z oc > �' / ►; \,,�� y — �, �� %� _�_ .y / J \ � l � l�ll /�� \ III / vw I v v I yy X� XITemporary Diversion to Pit once a. \ \ / ( �� \\ \\ I /�� \� \ \� I Z 0 a -Z I III 1XI mining advances to drainage area \� \ I / 1 �\ \ / \ (�\ �—\ I ) // // �� J I I \ / /ice = \ \\\ \ I J 0 H fit ► � / �\ � � _ � / � \ \ �. \ �� \ C � \ EDCAD STRU-CTU E 0, S S#1 218671 Sq. Feet \am Creek 5.02 Acres _ I V\ \ \� \ \ f \\\\\\\ \ \ \ \� — — 1 I \\ \ Be Q�1 1 0 \ / T� \\\\\\ \ \� \ �\ \ \ \ \ j /// / �/ _ �V \ W Q 0 averd c? A X — \ v1/i/ PLAN VIEW 300 SHEET NUMBER —� — o oo zoo \�I I U CTURE #2§, $WS 1 84942 Sq, Feet' A / I V V 02C0-K001 1.95 Acres �SCALE 1"-100' _ 5.59 jell o A/ \\ 7 A I \ I +1 L / � \ / o \ ) -3 NORTH PIT CONVEYOR ACCES,� ROAD r /\ for isturb r' _ X , , S K w HEPHZIBAH CHURCH RD. CLOSED Ile \ r 71 868 \ , / /b • J w / r ' \ \ \ \\ \ —LOCKING GATE \ v \ I T 7I A 0 ' 2 0/ I I \ DA-62 \ p � x/ 1 \ \ ' N'ice � � / ; •,;� I Ile 4 / x DA- Ilel \\DA-56 �' 88 — _ \ ; I / / , // T Q ee eet y \� \\ \ / \ \\ \ /+r -15 nor nstr y �_ /�/ A-� �� • > q/ NEAREST OCCUPD �I DWELLANC 1 `\500,,ft. / DA-55— \ A DA-93 WHITESIDES ROAD CROSSING -25 �v zzzz wwww / \ \ DA�9 I I - I \I '\— 1 /' ie N N ) / / vvv v I DAB i NORTH PIT HAUL ROAD �o ( � I ; NAD-83 ( — A� WEST PIT NC—sPcs DA-99 \ / MAGAZINE LOCATION \ LA ww , = o � cn cn c� � w cn 17 Vx - � w c-1 o w U O w J Q z -. 23 ------- \ \ / \\ EV T N = \ �I — DA- Lu sl W a PIX a. SOUTH PIT C ROAD YOR ACCESS — — -/ �� 0�� % � ICI ;� � � �;\\vim �i Z a MAIN HAUL ROAD z W 07 Beaverdam Creek _ _ ; / ; _ \ / �/ �\ \� �= W a a. PLAN VIEW DA-67 0 100 200 300 � v I � / � � III \ ��, � � \ � —� — � �--�� II \ � � I SHEET NUMBER v�� 02C0 KO02 SCALE 1"=100' �� II I I I / �// I o / K at w/w w wow w w �✓ /� I�I w �� ` w w w/ I / / ///7� // W W \\ g�0 � � w � •i- y � w w w w w � � w �j �/��jw�ll�k w .� .i- �\ .i- w /•i- /` / / / � \'�� / �/ w w,� \` L\ \ _\ �\ /,/ / \ �\ \ /�\ / /,/%i// / / �" w\w W .i- w � \ \\ WA ol 50 / Lu 0__� -H-EP-HZIBAH CHUR �. ,/;\ _ ,' w w LOCKING GATE 1 \-7'\ 44 / / I/ /j% / —1�\ Q / WHJTESIDES ROAD CROSSING= �� \ \ \ ,+�/ W W > / I ----- /' \ ��'Q BE LEFT IN PLACE)i , I J / \ SOUND WAL01 L � � u� NAD-83 NC—SPCS WEST LAKE 4 LLJ N 0 XI ►i I \�� I ��y'�` �_\ ��\ MAGAZINE RECLAMATION: can Q STRUCTURESREM REMOVED, � W Iv �X ► \\\ \� REGRADED TO DRAIN, J V Z RE-VEGETATED.IJ j ► w%-=�i W 4 Q = - / iXi ` \\\\\ ' — ��V // �\ — Z H F- cn Q a Lu -ver r� Creek — // / w == ea r — a. \\\\ 000 PLAN VIEW 3O0 SHEET NUMBER 0 100 200 �f'� I \ 02CO-KO03 SCALE 1"=100' 2 H \ of ie it LU Ox /— C-3 —� / �♦ �� \ o o vOi Y co m \\ �/ � �♦ II i" � o g > E0 0 o c T ♦ I c �-0 Cnc`ao •La•� 0tS- \ 10 i ♦ I 'O cr O >1-0 O / \ ' ♦ I I \ I to .. O •- L L 40 ' •/ L T N N\ + I I ♦+ � O C AO � = � �\ • , II I (6 N .4 O '� co -A- ♦ LO N LO N \ , ♦ I U Q E 'U � L u) \ / / ie ' I II ♦ I O E O � N 2 fC 0 -0 Q � H v \ \\ +♦;,I I •III I< (� ,I ♦ ♦� II 940 940 LLJ 00 \ o 0 I+♦ ,I 40 I♦,I C/L Whitesides Road O x� ♦ I II II y ♦ • �Q II II BridgeCor Horizontal Ellipse \ \ I ,♦ - �Gj ♦ ♦ (45'-5" Span x 28'-0" Rise) o \ Q ,• �� , 900 900 LL LL 1 C-4 ,�� / III�♦ I, \ ,• o 0 LL LL III 10% 0% s% � N\ 1 NORTHFASf ODULAR BLOCK WALL IiI _ 860 860 o x 'Q \ 1 , -� \. Fill 28'-0" o 0 1 / \ II �I j ',I I � -— - - - A- - — l z N s�� + '♦� \ 820 ie Existing Ground 820 \ ��J. +• I \ III \ I ,I ie 45'-5" ♦ I • I \ , I• III Proposed Grade for + \ �', , /IC Structure Installation Proposed Haulroad Grade I 780 780 34+00 34+40 34+80 35+20 35+60 36+00 36+40 36+80 I G O� GA �5 � \ -- SK70 4 HAUL ROAD PROFILE STATION 34+00 - 36+80 --------- rx I �I �� \ I ► I i� � WHITESIDES ROAD TUNNEL BENEATH HAULROAD CROSSING u' y y SCALE: 1" = 40' \ � ♦ � 0 � X Crest �i SOUTHWEST MO BLOCK A / o w SB 14 \ � 40 W Q :5 00 Q w o z z o U o / �CO / - y y cD � c� z / O� y \ w � = Q cap � ' J xQ 0 0 U 0 Un 0- L, 41 ' ' � 41, \ I I , ♦ �I \ V \ % "'( y Z I / x Z / ♦ J 119x0o ♦ Z Q \ 2 .. O -17 W Z V W OZ H pox 2 CP \ y\ 0o W ya. I hereby certify that this document was � CAR �•,� prepared by me or under my direct personal O '. y • supervision and is correct to the best of m knowledge and belief and that I am aduly yQQ�FESS/O�9<y = AERIAL VIEW - / lice d Pr fe si al En sneer under the SEAL g� NAB-83 / j \ / law e t to f rth Carolina. 048820 �_ 40 80 120 SHEET NUMBER NC-sPCs w � �- . �I \ / � / \ � \ I (Signature) �� • NGIN��• ,`Q ` Date: 3/13/2024 'r,;F�j B,' N\� 02CO-KO04 SCALE 1 —40 P IZ :) - 10 J TRENCH 62'-0" MINIMUM LIMITS OF COMPACTED SELECT EMBANKMENT~ Q CONDITION GRANULAR STRUCTURAL BACKFILL CONDITION W 8.0' BACKFILL WIDTH L 8.0' BACKFILL WIDTH SEE NOTE #1 F SEE NOTE #1 FILL MATERIAL ABOVE MIN. COVER LEVEL OVERALL MAX. HEIGHT OF � m a o E o 7� J 1.0 STANDARDS AND DEFINITIONS 3.0 ASSEMBLY AND INSTALLATION Q� U) Q N M Q SEE 06 o 1 LLI .1 STANDARDS - All standards refer to the current ASTM/AASHTO 3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius L BRIDGECOR edition unless otherwise noted. arch structure shall be assembled in accordance with the plate layout drawings HORIZONTAL Q provided by the Manufacturer and per the Manufacturer's recommendations. � °' .� 2 ELLIPSE a- J 1.1.1 ASTM A761 Corrugated Steel Structural Plate, Zinc Coated for �_ o L J Fleld-Bolled Pipe, Pipe-Arches and Arches" Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs. � o O 9 g pp q O Co c �- TRENCH w (45'-5" SPAN X 28'-0" RISE) 0 J (AASHTO Designation M-167). a) `� Cn + - - O m 3.2 The single radius arch structure shall be installed in accordance with the plans and � E _� Q 1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12 U specifications, the Manufacturer's recommendations, and AASHTO Standard ° c- E .L) ° ° U) o- Division I - Design, AASHTO LRFD Bridge Design Specifications , 0 o ._ w Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO `6 o 0 N 0 � M \ U Section 12. o Q LRFD Bridge Construction Specifications - Section 26. Q 1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26 3.3 Trench excavation shall be made in embankment material that is structurally Division II - Construction. AASHTO LRFD Bridge Construction adequate. The trench width shall be shown on the plans. Poor quality in situ NATURAL Specifications - Section 26. ASTM A807. Standard Practice for UNDISTURBED 8" LOOSE LIFTS p embankment material must be removed and replaced with suitable backfill as \ Installing Corrugated Steel Structural Plate Pipe. directed by the engineer. EMBANKMENT 1 ,. 1N. .2 DEFINITIONS Z Z Z 3.4 The structure shall be assembled in accordance with the Manufactures's instructions. 0 0 0 1.2.1 Owner - In these specifications the word "Owner" shall mean All plates shall be unloaded and handled with reasonable care. Plates shall not be o 0 0 PIEDMONT LITHIUM CAROLINAS, INC. rolled or dragged over gravel rock and shall be prevented from striking rock or other w w w hard objects during placement in trench or on bedding. 1.2.2 Engineer - In these specifications the word "Engineer" shall mean the o a a SPAN Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC. 3.5 The structure shall be backfilled using clean well graded granular material. Backfill o 0 0 must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each w w w 1.2.3 Manufacturer - In these specifications the word "Manufacturer" lift shall be compacted to the specified density. Cq shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779 M SECTION PATRICK IMHOF. 3.6 If temporary construction vehicles are required to cross the structure, it is the N Contractor's responsibility to contact the Engineer to determine the amount of o � N to1.2.4 Contractor - In these specifications the word "Contractor" shall additional minimum cover necessary to handle the specific loading condition. Z mean the firm or corporation undertaking the execution of any installation work under the terms of these specifications. Normal highway traffic is not allowed to cross the structure until the structure has been backfilled. If the road is unpaved, cover allowance to accommodate rutting 1.2.5 Approved - In these specifications the word "approved" shall shall be as directed by the Engineer. refer to the approved of the Engineer or his designated SELECT GRANULAR STRUCTURAL BACKFILL LIMITS representative. ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES: 4.0 EROSION AND SEDIMENT CONTROL 1.2.6 As Directed - In these specifications the words "as directed" shall INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY refer to the directions to the Contractor from the Owner and his 4.1 Construct Sediment Basin, Skimmer Basin, or Sediment Trap as designed with BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY. designated representative. temporary diversions. WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS FROZEN LUMPS AND FOREIGN 2•0 GENERAL CONDITIONS TRACTOR (D-4 OR LIGHTER) EQUIPMENT. 4.2 As construction of the crossing progresses, construct wattles, slope drains and MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL NOTES MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE 2.1 Any Installation provided herein shall be endorsed by the Engineer, update temporary diversions to direct all runoff to designed Sediment Basin, Skimmer REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE discrepancies herein are governed by the Engineer"s plans and Basin or Sediment Trap. Upon completion of crossing, install permanent diversion 1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED specifications. ditches to direct all surface water runoff to applicable designed sediment structure. ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL. 2.2 The Contractor shall furnish all labor, material and equipment and 4.3 The drainage area to the north of Whitesides Road Crossing will drain to the existing THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS. BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8" perform all work and services except those set out and furnished by stream and Sediment Basin No. 14 prior to Concentrator Plant Pad construction. o o LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY. the Owner, necessary to complete in a satisfactory manner the site Culvert C-4 and associated permanent diversion ditch will be installed prior to w o J J 2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A Concentrator Plant Pad construction. Culvert C-3 will be installed as the pad lifts are Y Q N U Z BALANCED FASHION IN THIN LIFTS 8" LOOSE TYPICALLY AND A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED preparation, excavation, filling, compaction, grading as shown on the J Z < N �, Z ( ) FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE plans and as described therein. This work shall consist of all installed until final pad elevation is achieved. w Q Q COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180. PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON-WOVEN mobilization clearing and grading, grubbing, stripping, removal of Z � 3. MONITORING OF THE TWO RADIUS ARCH STRUCTURE IS REQUIRED GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN existing material unless otherwise stated, preparation of the land to0 o DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND SITU MATERIAL. be filled, filling of the land, spreading and compaction of the fill, and Q w Q o w DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE all subsidiary work necessary to complete the grading of the cut and ino o U1 a_ THE STRUCTURE. NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED fill areas to conform with the lines, grades, slopes and specifications. GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER This work is to be accomplished under the observation of the Owner 4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING or his designated representative. COMPACTION METHODS AND EQUIPMENT. MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS (HEAVIER THAN D-4). 2.3 Prior to bidding the work the Contractor shall examine, investigate and 5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT inspect the construction site as to the nature and location of the work, APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH and the general and local conditions at the construction site, including STRUCTURE. without limitation, the character of surface or subsurface conditions V Q and obstacles to be encountered on and around the construction site Z Z_ J STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION, J 6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE REFERENCE AASHTO M-145 and shall make such additional investigation as he may deem - Q H FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE GROUP CLASSIFICATION A-1-a A-1-b necessary for the planning and proper execution of the work. C/j 0 Q 0 W FIRST SEVERAL INCHES OF FILL OVER THE CROWN. Sieve Analysis Percent Passing If conditions other than those indicated are discovered by the Z Q ID Contractor, the Owner shall be notified immediately. The material J U J No. 10 (2.000 mm) 50 max. ---- which the Contractor believes to be a changed condition shall not be O = W disturbed so that the owner can investigate the condition. H Z No. 40 (0.425 mm) 30 max. 50 max. Q Z 2.4 The construction shall be performed under the direction of the Engineer. („� O D BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1 No. 200 (0.075 mm) 15 max. 25 max. Z ~ BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 % 2.5 All aspects of the structure design and site layout including foundations, _ a Atterberg Limits for Fraction Passing No.40 (0.425 mm) backfill and treatments and necessary scour consideration shall be Q PER AASHTO T-180. Y H Liquid Limits ---- ---- performed by the Engineer. Z IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT J O YOUR LOCAL CONTECH REPRESENTATIVE. Plasticity Index 6 max. 5 max. W Stone Fragment, Z Z 0 Gravel and Sand Usual Materials O Z Cl) Modified from AASHTO M-145 LU Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and W Q typically classified by AASHTO M-145 as A-3 Materials should not be used. a 0 If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a. I hereby certify that this document was Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for prepared by me or under my direct personal �"� , s,. OZ Engineering Purposes (United Soil Classification System), for comparable soil groups. supervision and is correct to the best of my O QoF�ss�oti /� knowledge and belief and that I am a duly _ =Q SEAL 9< 7 lic n 'e rM I Engineer under the = = = SHEET NUMBER la c h North Carolina �� ' 048820 rr (Signature) 02C0-K005 Date: 3/13/2024 ' F 850 850 K g NORMAL POOL EL. 786.0 Stage Storage Curve _ 50% CLEAN OUT EL. 783.11 S - / SEDIMENT BASIN NO. 18 EXISTING GROUND `: _ 14 ft. Access Q25 HWD EL. 789.11 OUTLET PROTECTION ~ �CREST 792.0 � SKIMMER 792.00 800 14 ft. 800 (79 00)STRUCTURE 2 7 791.00 \\ 21 0 790.00 ME ENC SPI LWAY(790.11) BOTTOM EL. 780.0 2.29/G Q / 789.00 Lj I CLASS B STONE U) 78800 750 750 / OUTLET PROTECTION 787.00 - -� 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 \4+ 0 4+50 5+00 5+50 .° 786.00 PRINCIPAL SPILLWAY PRI CIPA SPIL WAY 786.0 ) � � SLOPE DRAIN Cross Section A-A 72" SQUARE CONCRETE RISER W/TRASH RACK w 785.00 Scale: 1" = 50' AND 84' OF 60" CMP 784.00 - - \ 783.00 CLE N Ou LEVIL(78 .11) CO x / 782.00 0 i � - • R ! 781.00 SLOPE DRAIN G II I 850 850 780.00 N / ° 0.00 2.00 4.00 6.00 8.00 10.0012.0014.0016.0018.00 20.00 22.00 24.00 26.00 28.00 ' 0 1 50% CLEAN OUT EL. 783.11 NORMAL POOL EL. 786.0 04 50%CLEAN OUT EL. 783.11 Accumulative Storage(Acre-Ft) Q T Q25 HWD EL. 789.11 Q CREST 792.0 Storage volume computations • POROUS BAFFLES (TYP) ` � �� 800 _ _ 21 SOO - - - - - - SEDIMENT BASIN No.18 BOTTOM OF POND - - - Q ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE � -• > _0 E .780.0 � � � (ac) (ac-ft) (ft) � j�, /' � `� ?� 21 (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL J_I`// / / ♦` BOTTOM EL. 780.0 NORMAL POOL EL. 786.0 780.00 N/A N/A 1.8723 73 1.9263 2.00 3.8325 3.8325 2.00 + 750 750 782.783.1111 N/A N/A 2.040 N/A N/A L9803 2.0103 1.11 2.2266 6.0590 3.11 ' m SKIMMER- ♦ JJ 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 784.00 N/A N/A 2.0888 2.0345 0.89 1.8216 7.8807 4.00 786.00 N/A N/A 2.2007 2.1448 2.00 4.2682 12.1489 6.00 788.00 N/A N/A 2.3150 2.2578 2.00 4.4938 16.6427 8.00 Cross Section B-B 1 790.00 2.4317 2.3734 2.00 4.7243 21.3670 10.00 N/A N/A Pill 790.11 N/A N/A 2.4376 2.4347 0.11 0.2678 21.6348 10.11 PRINCIPLE SPILLWAY �> � � $ Scale: 111 - 50 792.00 N/A N/A 2.5392 2.4855 1.89 4.6925 26.3273 12.00 / 72" SQUARE RISER W/TRASH RACK '�-��__ _ � Q AND 84 FT OF 60 IN CMP EMERGENCY SPILLWAY LEVEL? CONTROL SECTION EL. 790.11 i �� ♦ T 0 0 of K RISER BUOYANCY CALCULATION w w Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times SEDIMENT BASIN NO. 18 PRINCIPAL SPILLWAY ir ir RISER DETAILS 14 ft. the upward force. a a EMERGENCY SPILLWAY �� ` TRASH RACK o 0 0 �,, EL.792.00 Downward Force(structure weight)>1.25 x Upward Force(buoyancy) Outflow > N N CHUTE SECTION �\`\ SKIMMER 1'FREEBOARD Total Discharge: 254.62 cfs w w 72"Square Concrete Riser QY W W EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.790.11 Water Surface Elevation: 789.11 ft Height Approximately 5' OUTLET PROTECTION NORMAL POOL EL.786.0 V FREEBOARD MIN. Weight=13,270 lb Tailwater Elevation: 0.00 ft cNv a 2 2 Detention Base Elevation: 0.00 ft a? o 0 \ C SLOPE DRAIN EXISTING GRADE I G„ I 1 1 Where: Q \ to ONCRETE a o I I Riser Weight=13,270 b Outlet#1: Sediment Basin 18 Principle Spillway, Drop PI 50/o CLEANOUT EL.783.11 RISER p p Y� p p Weight of Concrete Base=(Length x Width x Depth)x Unit Weight of Concrete Riser Top Elev: 786.00 ft 0 04 9 ( 9 p ) 9 Z 4 X 4 X 1 CLASS B STONE 1 I� c - Riser Length. 72.00 In I 60"DIA BARREL CMP Weight of Concrete Anti-Flotation Base=(7 ft x 7 ft x.5 ft)x 150 lb/ft'=3,675 lb Riser Width: 72.00 in 7-, _d_____J \\� \\ \ \ \ \� \ Structure Weight=13,270 Ib+3,675 Ib=16,945 Ib Orifice Coefficient: 0.50 /; UTLET PROTECTION BOTTOM OF POND El 780.0 d. 4. •• dN Weir Coefficient: 3.33 d ~ Buoyancy=Displacement Volume of Riser x 62.4 lb/ft' d 4. Culvert Length: 84.00 ft j d STABILIZED OUTLET Buoyancy=180 ft'x 62.4 Ib/ft'=11,232 lb Culvert Diameter: 60.00 in j ANTI-FLOTATION RISER FILL ANTI-FLOTATION BASE(IF APPLICABLE) CUT OFF TRENCH Culvert Invert In: 780.00 ft i i (IF APPLICABLE) ELEVATION VIEW Downward Force(structure weight)>1.25 x Upward Force(buoyancy) 16,945 lb>11,232 lb x 1.25 Culvert Invert Out: 779.00 ft N.T.S.� Culvert Friction Coefficient: 0.02 16,945 lb>14,040 lb Culvert Entrance Loss Coefficient: 0.90 Cc 72"SQUARE CONCRETE RISER ANTI-FLOTATION BASE(IF APPLICABLE) cb d 4 d `lJ � ,.. NOTES / e 0 � / � .v •.d 1. Portland cement concrete(type II recommended)for the inlet base shall have a minimum compressive .� strength of 4,000 psi. d 2. Where corrugated aluminum or aluminized steel pipe is used,all areas where the pipe is to be in contact with PLAN VIEW : SEDIMENT BASIN NO. 8 d concrete shall be painted with a black bituminous enamel paint. 3. Riser to be constructed according to the Riser Details. 6-4- T-a, 4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be SCALE: 1" = 50' reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. d• • BARREL CMP d e .• : • . . .. , WATE ENTRY UNIT •. • ° d WITH TRASH SCREEN GENERAL NOTES: • •• • d 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE PIPE. 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 0) PLAN VIEW CONDITIONS WARRANT A CHANGE. N � O 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. CV N.T.S. 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION 0 0 ~ ORIFICE OPENING INSIDE THE INSTALLED. N 0 J NTAL 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE Q \_ d O TUBE WITH A Y CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. U 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT J Z \ MANNER. W < -Q � � 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT I SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. O M SCHEDULE 40 PVC PIPE Z (BARREL OR ARM) ARTHEN EMBANKMENT Q •• MAXIMUM HEIGHT OF FLOAT WHEN NO LLt LL1 0 U MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE Z Z OPENINGS EXIST 2V LLI J 7 Z LEXIBLE HOSE (MAJOR STORM EVENT) (n Q Uj 1- Q 0 J EMERGENCY SPILLWAY DETAIL FLOAT Q Q U 0 Q_ LL LEVEL CONTROL SECTION - N.T.S. _ INVERT OF LOWEST STORM P -II I=II WATER DISCHARGE OPENING PIPE VENT GRATE (MINOR STORM EVENT) TOP VIEW -III LOAT FLEXIBLE HOSE MUST BE SECURELY FASTENED TO �VC VENT PIPE STORM WATER THE WATER QUALITY DISCHARGE DISCHARGE OPENING OPENING 1.00ft. Freeboard _ T OUTLET PIPE 2 0.89 ft. 1 = -'-;. _ LEXIBLE HOSE 115.00 ft. _ I L = 1.4 X DEPTH I- TO THE OVERFLOW Q MINIMUM LENGTH APPLIES Z Trapezoidal Channel WATER ENTRY UNIT I SCHEDULE 40 PVC PIPE Z = _ �'_ ' � �' (BARREL OR ARM) Equal Side Slopes - - END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - = O Channel Lining: Grouted Rock Rip-Rap (NO SCALE) MINIMIZE CHANCE OF W SKIMMER BECOMING STUCK DRANK BY T.R.EVANS 10/10 00 FAIRCLOTH SKIMMER®DISCHARGE SYSTEM WITH OUTLET 3•W FARCLOTH I SON INC. Z Q WV. AIRCLOTTH&SON INC. _ TELEPHONE: (919)732-1244 Channel Design (Non-Erodible) Wetted Perimeter: 118.97 Discharge: 254.17 cfs STRUCTURE EMAIL. WARREN919)7 3 2-1 2 616MMERCOM J 0 W Area of Wetted Cross Section: 103.72 Depth of Flow: 0.89 feet O = Z J Channel Type: Trapezoidal, Equal Side Slopes Velocity: 2.45 fps UL Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000 Z O Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip-Rap Base Dimension: 115.00 Freeboard: 1.00 feet Skimmer Design - Sediment Basin SB-18 V Z Q a Desired Skimmer Drawdown Time 3 days Im �CUTOFF TRENCH Desired Skimmer Drawdown Rate 32,832 cf/day Z Skimmer Size 5 in Z Z Q EMERGENCY SPILLWAY DETAIL EXISTING GROUND (ABUTMENTS) Head on Orifice 0.333 ft CHUTE SECTION Calculated Orifice Diameter 2.865 in J Q 2 W 0.17 ft. FILL MATERIAL Actual Orifice Diameter(1/4 inch increments) 3.75 in V 0 2' MAXIMUM IF NOT CUT TO BEDROCK Z W 1 1 1.00ft. Freeboard Actual Skimmer Drawdown Time 3.27 days O Z Z --------------------------- ----- ----- ----------------------------------- -------- 2 80.00 ft. 2 1 Required Volume 61,254 cf Q j J Trapezoidal Channel 1 W_ ff< 0- Equal Side Slopes a v Channel Lining: Grouted Rock Rip-Rap 2' I hereby certify that this document was �.�`�� CA �''., SUITABLE EARTHEN MATERIAL �� R� Channel Design Non-Erodible Wetted Perimeter: 80.77 Discharge: 254.24 cfs o prepared by me or under my direct personal 9 ( ) g COMPACTED TO 95/o OF STANDARD ��•oFeS supervision and is correct to the best of m S/�'• �� Area of Wetted Cross Section: 13.77 Depth of Flow: 0.17 feet PROCTOR MAX. DRY DENSITY p y Q. 'L'•,2 Channel Type: Trapezoidal, Equal Side Slopes Velocity: 18.46 fps WITHIN ±2% OPTIMUM MOISTURE knowledge and belief and that I am aduly Dimensions: Left Side Slope 2.00:1 Channel Slope: 50.0000 lice pled ro es Tonal Engineer under the = = SHEET NUMBER p p CUTOFF TRENCH DETAIL CONTENT g - Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip-Rap la o h t North Carolina. _2� :, 04$820 C Base Dimension: 80.00 Freeboard: 1.00 feet N.T.S. ;�� ,Fj� �Q�•.' (Signature) �� , ••,CG f NBC .• ,`Q�: 02CO-KO06 Date: 3/13/2024 '�.,FGJ/B:•wN��,•` / I II 1 U I TI X \\\\\ I III \ I I I 4 S e t \\ Ixl -�.5 �/ �� \ \\ \ I \ 2 Ixl H / �_ II I�I III I I I / I I �/ / /�y � N \ �\\ \/ J X11, I I I \ \ \ / � I I � /� \ \ SED D STRUCTURE 24 W # � � / � \ � \ ( � \ \ \ \ \\\\ 1 I I I - / \\ I I I I I III I I I I �� /\ \ \\ \ \ \ 09507 Sq. Fe /� \`\ \ \ \ \ \ Ixl \ _ \ I I , I I\ \ I I i II 1 IIII I / /i� 7 Acres °/ / I II \ IxlIX 1 II I X1, Gres — I I A I / — —� 12 \\\\ \\\ v� forconstruc�on 006 ��— \ ,SRD A TRC�C-T 2 511�15#1 \ \ \ \ \ _ / //�/�/ / I / \ / \\ I 1 I I \ Ixl \ \\ \ \\\ disturbance sequencing \\ — _ / I/ / \ / I / — WEST PIT DEWATERINNG \\ I K44\ I \ POND N0. 2 _ _ _ \\ \ I I �� RAIN GE AREA PRE WES�PLC - J kCresf@( \ \ I I I 11 ~ I I \ 7 x �/ � \\\\ \\ \\\\ \\\ ` \ \\ \� /\// / 228254 Sq. Feet \� � � ///� � � \ \\tc\\� �� y / / s.o \ \� w --5.24 Acres \ � �\ ' / � � / \ \ \ XI SEDC \\ \\\ \\\\I I 231 Sq Feet_ 0.56�cres E \ I I —Q = 1.3 - -� \\� \ �I I I -x- (-y �//� ,�/ � �/ , I � \ \ \\\\ y\ \ - ��?\�� ''�•��/��/ // � �\\�I \ � o S CAD S R \\ \ \\ �_ \�� .1 01a-Sq. > 1.38 Acres \\ Temporary Diversion to Pit once mining advances to drainage area �� \\\\\ �� STREAM CROSSING NO. 0000 (NO STREAM IMPACTS) 000 Ld / / I l I \ I� IIIII ql o a a a a � � � �'' I / \ � / 11 ► I Dt -UCTURE#6,I S \� 351153 Sq. FeetLd Acres \ / l /�/ 1 t ��► / \ \\ \ \ \ ��\\\\ \\\\ /// ��// / //// \ \\ \\ 8.06 N Q \ ; 0 04 M zN I Z\/v SEDCA STRUCTIJ E , SWS# 396603 Sq. Feet IT 9.10 Acres CD Q , 40.29 NC DSPCS -83 10 5642 SR. Feet � r q \ 1 I \ SED D STRUC U E# , SW #1 I / +\ I I / / � \ `fit/ �� / / / / / / 78 Ages 144719 Sq. Feet / 3.32 Acres / Q = 14.38' I I 1 7 � � S DC STRUCTURE# 405223 Sq. Feet= /`/// 0 9.30 Acres z Q =40.29 \ / \ — \ — — \ / ////ii\ \ / / l / \ Cr) Q w Q o rcid ` v a. v / /, / y / �� // / / /c�/ I l I /\ I / e / ( / � / /� I ,� Cn ADSTRUC U E# , SWS# � /� Z Q 62076 Sq. Feet SOUTH PIT WA�EF G AND / J V W 1.,43 Acres V A / � / � � � � Z F a LU / — _ � z \\ \� \ / Q� — 2 J / �- a. � � V / �,� �� V / V / J V 0-004 Cl) S PIT DEWATE I V LU SEDCAD TRUCTURE#10, SWS#1 I \\ \ \ \ \\ / / / / / //i 127469 Sq. Feet \\ \ _ _ \ 2.93 Acres I �\y�� \ \ A k \ V A 1 I 1 AA /�PLAN VIEW 11114 \�Y� /, SHEET NUMBER 0 100 200 300 02C0-L001 SCALE 1"=100' i / I I Ia I — \` ° / / / DA-lx OIx xi > > \ \ \\ OII I • 11 - - _ \ \ I► ICI I I I � _ / _ f � �%� \ \ \J- � _/// / l \ \ \ � \111 II — I I I I ICI I I \ III // \ \ , \ \/ / ( \ �N I" O x1 WESTEPi�DEWATER C� I I I I 1 \; II \ _ — _ 1 11 ► III \\\ / \ I � f \ /��_ — _ \ \ \ w \ \ I I ICI I III DA-PRE W€S 1 IIII I 1 Ix \ \ / / \\\\ l =\ \\\\ / See<Sheet I I I I III I / \ Ix1 \ \ / /'�� —�\\ \ f r Gonstruetn \ I JAI d turban�se nG — \ ( I 111 I \ ,x1 _, I ( L j Ix� T / �j/ / \\\,\\ \\ O \\\\ C� O\ \\\ \ / / , „ \ \ ` E 9.0 \\�\� _ • w —SOUTH L ROAD UTH PIT HAUL \\ \\\ ,!, \ _ � �\ \ \ � ,� �_ .\\moo\=\\\ � — � � _ — v eB-'2 I \ - _ =�� / 11 1 _ \ \\ \\ \ � -_ (No Stream Impats� / %� \ / 1 \ / _\ \\ — O �\ • > 10 00000 � � � � u \\_\ d d d d d \NEA EST OCCUPIED DWEL I I¢ \ 500 ft. / I / / / 1,, / J T � \ I / I / NAD-83 06 \� x I / / / ouTH PIT /j /// / / / I 0 ww ,NoS - = o co LLJ z z Y c� o � W UT IT 7 TF42 D ( � � _ � ` = a Z a. 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W W/ N AD—83 \ \ \ \ / /// J \ \�J,\ \\\ I •Y •Y •Y •L \•Y Y \ Y\ Y \ •Y W I •Y/ Y I W I •Y •L I.LI �•Y�j/////L//}� /}' �r W •Y I W W •Y •Y /•Y W Y �L •L y •Y Y / .�Y �v //W/ N C—S P C S •Y JW Y�� W •Y / /// /�/ / JJJ I ({/�/ I \�I \ \ Y W YY 1 W W W W W Wl W Y Y / /yam / {L I `\I \ \W �Wj�/�/ yr W •Y rV Y/ YY /W W W Y Y Y W W W W W W W W/W y� �Y W/� �/ / W/ W �/W W 1 EA T�CCU D DWEIN� W \\,{1\ \ W Y W W W Y •Y •Y W W W/ Y •Y \ �1\ \ /•Y �k�� W/W/- •Y •Y W W W W •Y •Y W Y •Y •Y •Y W W /W Y •Y iQ / CWy0', W W W / �V: � ft. 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Bench (Typical) / I / / 1 \ \ \ \ �\ \ \ •Y •Y W Y •Y/ W W W •Y •Y W �V J� �Y /Y �Y W �Y W� �Y �/ •Y W/ j �Y W /W `Y/ W �Y/ �Y �Y/W // �� / ✓/ I / / \ \ � � � Qf7 •Y Y Y Y L W / •Y/ Y Y Y •L W •Y Y �Y ,(j•L •L •Y Y L •L •L •Y Y I �Y W Y W�/ � Y__�Y � W /W �Y •1✓ .Y�X� �Q /.y � W � Y /W Wl I �V�I Y /W/ I � / � / J J Y \ `_Y W W/ W W /W / �Y /'/ W W/W /W / W �Y W��Y W l_yQ�(-�� / �y I / I I I I / / /�-� Y/ O I \ �/ / / / / / \ \ \\ \ W W Y W W W W /W W W�\ I•Y/•Y/W/W W j W / Y •Y W W Y/ Y/" ICY / hY J / I / / // Q L, ■ ��j I •Y W W •Y •Y •Y W W Y W •Y ((( +`+\ / /\\ / ��(�/ W /W W W��W� � ( / � W � W / / /W // I W /� W � � I 1 / � 1/\ / � � / N I� G/ �'1 O / / / / � � I / / \ \� /� /� �' / /JJ � J�" (�� L .L I� W�-m-' Y /J� � •y� �Y-/�/q/, �L L Y / // /// I W /WI (Y W .Y \\ / / / / //�/� � Z -,-/Y � �l/ / / / � / � / / / 8 ALL SCREENING BERMS TO BE SEEDED UPON \ / CONSTRUCTION W W p W p DC a. \ —Bi r/_ ` \ \ \ 1 ` 1 \_�-/ / / I \ / 11 I W PLAN VIEW 300 � � / / f � \, � S�v �1-�j�t`�I I � � I `o� �, � � I � � � I //� // ,� W �� ,� �/ � W�� j,�, SHEET NUMBER \ �l ( ` � I I I I rIIIIIoII l / y 02CO-L003 SCALE 1 =100 Y / A9 Z ::, \ \\� 10 _ _ C LU ------------- T \ - _ ♦ � \ � �/ �•; � � ... off � � � Q E c . ca cn c� o �'� '"L Cr - \ Cn cU y i \ \ c c 0 —_ - c y _ N — U N o f 3 a) 0 U loe 1 � \ 900 900 �1 Ylot / a z z z z 860 860 0 0 0 0 � o000 BridgeCor Single Radius Arch (60'-2" Span x 30'-2" Rise) C a a a o w w w w o y /x 00_` 820 820 / \ Q N a a 0 p \ M / j M o o N / I --- M Fill Z N M \ 780 780 y 2 STREAM OS ING NO. 2 'I� FLOOD PLAINYr 30'-2" Ly Existing Ground -� �\ SK44 740 60' 2" Existing Ground 740 Proposed Grade for Structure Installation � (� \ �� _ �♦ 'r ' � \� � Bank Stabilization Proposed Haulroad Grade y e r ♦ _ / + (see Typical on Sheet 02CO-L005) 41 \ 700 700 \\ \ 12+00 12+40 12+80 13+20 13+60 14+00 14+40 14+80 o /� \ \\ \ \ HAUL ROAD PROFILE STATION 12+00 - 14+80 y STREAM CROSSING NO. 2 T �\\ SCALE- 1" = 40' \ Z 71 \ N z � o / - // �� ♦ / l� DOWPSfiREAdFODULAR BUC � A\ U Z N M\ w / / y� /� \ \ \ o F- _� � V) LLI SINGLE ARCH SP � PIER CAP / �' DIMENSIONS - 142 FT X"10 FT X 3 FT L X W X H i UP�STREA�1-fdl"6DUCAR K WALL 1 0- E R L O Ly I / rev . � \ \ Z ROPM LU ,�� I \\\ O J / \ Z K43 \ \ Z Z 7�_ D ♦ / \ ., — / � O ♦ \ F- /* / / ♦ / Z Z Q i / o W WCn QCn / „/ T i 0- C� I hereby certify that this document was \A CAR ''�,� C / / \ NAD-83 prepared by me or under my direct personal , . '. \ / Q` , NC-SPCS supervi ion and is correct to the best of my ,•.8�ESs/p�,./2 kno le ge a d b lief nd that I am a duly �:QQ ��;y AERIAL VIEW �- - - lice P of ss' n n Weer under the - SEAL law t S at arolina. 048820 ; 40 80 120 SHEET NUMBER �• Date: 3/13/2024ignature) b ,C'`Q� SCALE 1"=40' 02C0-Loo4 BANK STABILIZATION GENERAL CONSTRUCTION NOTES 1. Bank stabilization should be installed during predicted dry-weather periods. Install silt fence with designed erosion and sediment control measures prior to disturbance. Z _ 2. Clear and grub only as necessary to install concrete footings. Install footings for installation of arch span at location shown 10 J on plans. Maintain necessary erosion and control measures between footings and stream. ARCH SPAN NO IMPACTS TO 3. Clear and grub bankline of existing vegetation to stream w SURFACE WATERS Ordinary High Water Mark. Q U - z 4. Grade bankline to a slope maximum of 2H:1V with toe bench 1 1 1 U- Q lil O co to be constructed at Ordinary High Water Mark of stream. No MAXIMUM SLOPE OF U) I construction will take place within the stream and no impacts 2H:1 V I= 2i co_I will occur to surface waters. J I 5. Place geotextile or granular filter per manufacturer's TRENCH 70'-0" MINIMUM LIMITS OF COMPACTED SELECT EMBANKMENT _MINIMUM RIPRAP THICKNESS = LARGER OF 1.5d5o OR d�oo installation requirements. � o � Y CONDITION GRANULAR STRUCTURAL BACKFILL CONDITION 6 � ° a 0 _� 8.0' BACKFILL WIDTH 8.0' BACKFILL WIDTH REINFORCED CONCRETE Q ORDINARY HIGH WATER MARK 6. Place riprap onto bankline. Riprap layer thickness should not o o be less than the spherical diameter of the D100 stone nor o 2i , o o ; less than 1.5 times the spherical diameter of the D50 stone, Q T CM ° Cn SEE NOTE #1 SEE NOTE #1 FOOTING whichever results in the greater thickness. Layer thickness a E � .> ( Q � - ca o L a 0 «S \\ FILL MATERIAL ABOVE STREAMBED should not be less than 1 ft for practical placement. Riprap 2 o, ", \ J BENCH INTO BANK should be well graded, and angular. River Rock is not o > o MIN. COVER LEVEL OVERALL HEIGHT OF Q .� �, TRENCH COVER - 8'-0" GEOTEXTILE acceptable. Riprap should be sized to withstand toe scour -0 �, 00 WALL w BEDROCK OR COMPACTED OR GRANULAR FILTER and channel migration for the anticipated flow velocity in each a) L 4'-0" MIN. COVER U Q FOUNDATION stream. Recommended stone gradations are as follow: .§ C > >1 0 J Nominal Riprap Class 6y C O N . SEE NOTE #5 - - - � o = ate J TYPICAL STREAM CROSSING BANK STABILIZATION Median Particle Diameter , d�g �85 d,�a 0 � � � � � M BRIDGECOR OIL cress srZe Hain Maxt>nax Min Max Min Max Max a, U Q E U Lu I ! 8 in 3.7 5.2 5.7 6.9 7.8 9.2 120 U O ._ E SINGLE RADIUS m NOT TO SCALE 11 9in 5.5 7.8 6.5 -`-10.5 11.5 14.0 18.0 C o 0 o a ARCH w < III 12 in 7.3 l 40.5 11-5 14.0 155 1851 24.0 ° Q `� ~ IV 15 in 9.2 13.0 14.5 117.5 19.5 23.0 130.0 NATURAL I � \ UNDISTURBED 8" LOOSE LIFTS J w V 16In 11.0 15.5 17.0 20.5 23.5 1 27.5 36.0 EMBANKMENT C) vl 24In 14.5 21.0 23.0 27.5 31.0 37.0 48.0 Vill 30 in 18.5 26.0 1 28.5 34.5 39.0 46.0 60.0 IX 36 in 22.0 31.5 34.0 41.5 4TO 155.5 72.0 X 42In 25.5 36.5 40.0 148.5 54.5 64151 84.0 1 .0 STANDARDS AND DEFINITIONS Z Z Z CE REINFORCED CONCRETEL1 7. Install arch span per manufacturer's specifications. Repair o 0 0 7 0 FOOTING 1.1 STANDARDS - All standards refer to the current ASTM/AASHTO and/or replace any riprap that may be damaged or disturbed SPAN edition unless otherwise noted. during arch span installation. o 0 0 1.1.1 ASTM A761 "Corrugated Steel Structural Plate, Zinc Coated for 8. Monitor and maintain bank stabilization over the life of the o SECTIONField-Boiled Pipe, Pipe-Arches and Arches" project. Riprap should be inspected quarterly and following o 0 0 (AASHTO Designation M-167). peak flow events. Signs of scour or areas where riprap has cr W W W eroded should be repaired once identified. N 1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12 0 \ M M Division I - Design, AASHTO LRFD Bridge Design Specifications Section 12. d N M SELECT GRANULAR STRUCTURAL BACKFILL LIMITS ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES: 1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26 Division II - Construction. AASHTO LRFD Bridge Construction INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY Specifications - Section 26. ASTM A807. Standard Practice for 1Z BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY. Installing Corrugated Steel Structural Plate Pipe. WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT 1.2 DEFINITIONS 3.0 ASSEMBLY AND INSTALLATION J TRACTOR (D-4 OR LIGHTER) EQUIPMENT. THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL 3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius NOTES MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE 1.2.1 Owner - N these specifications the word "Owner" shall mean arch structure shall be assembled in accordance with the plate layout drawings REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE PIEDMONT LITHIUM CAROLINAS, INC. provided by the Manufacturer and per the Manufacturer's recommendations. 1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED 1.2.2 Engineer - In these specifications the word "Engineer" shall mean the ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL. Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC. Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs. THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS. BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8" LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY. 1.2.3 Manufacturer - In these specifications the word "Manufacturer" 3.2 The single radius arch structure shall be installed in accordance with the plans and 2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A specifications, the Manufacturers recommendations, and AASHTO Standard BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779 Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180. FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE PATRICK IMHOF. LRFD Bridge Construction Specifications - Section 26. PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON-WOVEN 3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN 1.2.4 Contractor - In these specifications the word "Contractor" shall 3.3 Trench excavation shall be made in embankment material that is structurally N Z DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND SITU MATERIAL. mean the firm or corporation undertaking the execution of any adequate. The trench width shall be shown on the plans. Poor quality in situ N 0 0 DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF installation work under the terms of these specifications. embankment material must be removed and replaced with suitable backfill as Y Q N `� in DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE p THE STRUCTURE. NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED 1.2.5 Approved - In these specifications the word "approved" shall directed by the engineer. w QZ 12 Q 4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER refer to the approved of the Engineer or his designated Z N MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS representative. 3.4 The structure shall be assembled in accordance with the Manufactures's instructions. o 0 o COMPACTION METHODS AND EQUIPMENT. All plates shall be unloaded and handled with reasonable care. Plates shall not be Q w Q o w (HEAVIER THAN D-4). 5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT 1.2.6 As Directed - In these specifications the words "as directed" shall rolled or dragged over gravel rock and shall be prevented from striking rock or other o o U o (n a_ L- APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH refer to the directions to the Contractor from the Owner and his hard objects during placement in trench or on bedding. STRUCTURE. designated representative. 3.5 The structure shall be backfilled using clean well graded granular material. Backfill STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION, 2.0 GENERAL CONDITIONS must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each 6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE REFERENCE AASHTO M-145 lift shall be compacted to the specified density. FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE GROUP CLASSIFICATION A-1-a A-1-b 2.1 Any Installation provided herein shall be endorsed by the Engineer, FIRST SEVERAL INCHES OF FILL OVER THE CROWN. Sieve Analysis Percent Passing discrepancies herein are governed by the Engineer"s plans and 3.6 If temporary construction vehicles are required to cross the structure, it is the specifications. Contractor's responsibility to contact the Engineer to determine the amount of Q Z No. 10 (2.000 mm) 50 max. ---- additional minimum cover necessary to handle the specific loading condition. Z Z Z 2.2 The Contractor shall furnish all labor, material and equipment and No. 40 (0.425 mm) 30 max. 50 max. perform all work and services except those set out and furnished by Normal highway traffic is not allowed to cross the structure until the structure has Uj Q J the Owner, necessary to complete in a satisfactory manner the site been backfilled. If the road is unpaved, cover allowance to accommodate rutting Q W Q C/) No. 200 (0.075 mm) 15 max. 25 max. H BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1 preparation, excavation, filling, compaction, grading as shown on the shall be as directed by the Engineer. Z � :3 BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 % plans and as described therein. This work shall consist of all V W Atterberg Limits for Fraction Passing No.40 (0.425 mm) = o O PER AASHTO T-180. mobilization clearing and grading, grubbing, stripping, removal of 0 � N Z Liquid Limits ---- - existing material unless otherwise stated, preparation of the land to 4.0 EROSION AND SEDIMENT CONTROL Q Z IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT be filled, filling of the land, spreading and compaction of the fill, and O YOUR LOCAL CONTECH REPRESENTATIVE. Plasticity Index 6 max. 5 max. all subsidiary work necessary to complete the grading of the cut and 4.1 Construct Skimmer Basin or Sediment Trap as designed with temporary diversions. Z Z 0 Stone Fragment, fill areas to conform with the lines, grades, slopes and specifications. CD Usual Materials Gravel and Sand This work is to be accomplished under the observation of the Owner p 4.2 Construct temporary stream crossings as shown in general details. ? � Z = Modified from AASHTO M-145 or his designated representative. _ Cl) Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and 2.3 Prior to bidding the work the Contractor shall examine, investigate and 4.3 As construction of the crossing progresses, construct wattles, slope drains and - � W typically classified by AASHTO M-145 as A-3 Materials should not be used. inspect the construction site as to the nature and location of the work, update temporary diversions to direct all runoff to designed Skimmer Basin or J Q Z 0 and the general and local conditions at the construction site, including Sediment Trap. Upon completion of crossing, install permanent diversion ditches to C� Z If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a. without limitation, the character of surface or subsurface conditions direct all surface water runoff to applicable designed sediment structure. O Z V V and obstacles to be encountered on and around the construction site 0 Q Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for and shall make such additional investigation as he may deem W Engineering Purposes (United Soil Classification System), for comparable soil groups. necessary for the planning and proper execution of the work. LV Q If conditions other than those indicated are discovered by the a ~ Contractor, the Owner shall be notified immediately. The material which the Contractor believes to be a changed condition shall not be I hereby certify that this document was �•``�� CAR`' •, disturbed so that the owner can investigate the condition. prepared by me or under my direct personal `�� O� g supervision and is correct to the best of my O () ee S 0 knowledge and belief and that I am a duly R- ti � - 2.4 The construction shall be performed under the direction of the Engineer. license Professional Engineer under the = SEAL la f h a e of North Carolina. 048820 SHEET NUMBER 2.5 All aspects of the structure design and site layout including foundations, - vJ, F �: backfill and treatments and necessaryscour consideration shall be (Signature) NGiNE� Pam; Date: 3/13/2024 `'', FGj� N\, 02CO-L005 performed by the Engineer. ';rk B;t W 0 .�` \ y+� +( �I -�SE CA STR CTU E#11 S#1 / / / / \\\ �� \ 1 1 I I I 1 1 I I I / F- \ R I \ + 7131 Sq. 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S y y _ C S S#1 I I \ \ vv , � _ %�y y v� vQ� ; v Ix; I IIII I 83 5 Feet Imo= — — � 20Sq. \ 11I 1.57 Acres 1 \ I �� \ \ I \ \ \\ �� _ — \ �� -- A I I SHEET NUMBER Q - 6.80 EXISTING CROSSING — 8 9 0 \ I SEDCAD STRUCTURE#31, SWS#1 \ /% \ \\\ /,__ \_ Ix I (NO STREAM IMPACTS �\ y \ \ I �34010 Sq. Feet �� I� — 1 �- I K � / \ l A � V� \ I 16�85 Acres I �— I I I I I / / / // / \ — \ \ �\ 1 �— \ Q = 53.48 \\ Ixl / 02C0-P001 \ � �� III I I � / / I \\�j �\\\� � \ \ � - \\\ \\ \� \ .\ � - � _ ---- — ✓� / \ /\ � �, =iy/� �� I 1 = _ ., \ - \ \ \ \ _ \ / / �\r /ll I � \1 I I I III I� I �\ \ \ , \ PLAN VIE W 0 100 200 300 , \ _ , t - � �� / � � ► � � III � . , _ — / _ // � / III I 1 \ \ � SCALE 1 =100' _ W � _ I � � �E ATERI�G�PiO�� / / / / —_ / 1 � _ / � I \ \ �V _ \ \ � � \ — � / / � o AA DA J � \ g 4 = / � \ c - o00 - - - // dddd - - \ � C NAD-83 ��% _ _ z � = w w ; co /i _ co COQa z zz � ww � CI) oo � o � A/ DA-39 \ STOTOPSOIL RAGE PILE \\ Z Z \ _ / EXISTING STREAM�ROSSING'i _ �/ J V 1 (No Stream Im acts) I \ �� /SBy12 Q LLBa. y / \ 1I a. \ > G 7\ _ Fn __ - ►\ ll F vvAv__� � F ___ _ — �v \ w I x Q a C� \ \\=\tG \ \ \9 Ft Diamet t; 'u \ Ixl t e— \ ` _ I , ` 80 •� SK5 C 5 ; I / x; SHEET NUMBER ix, � � \ PLAN VIEW 0 100 200 300 F- I � SCALE 1 =100 Z = y \y \\ \ \ NORTHI/A LAKE I / I/ gam ��' \ - �A.;� �� -� - / /// / / �� v _ A� Lu �(I I v \4 I�I � \\\ \ I w Why I I J � J \ o 0 0 l/F 48 ddd �----- / Z- - / / / lull/ // /// /�i // / ✓ !_�i l�/ /�j/// !-/�� \�� \ �\ \ — — ��\ \ \ . \ \ \ \ \ �/L— ix N A D-8 3 ■ /, /� _ V�jj %/�� A y A V A \ \ �'\ \ \ VA \ \\�� // ��/ �� A NC-SPCS WEST LAKE - �VW W 0\ c \ < a- N 17 w � w w ✓ ✓ w w w ✓ w w w w w ✓ w w w w w ✓ w w w w w ✓ ✓ w w \\ P, o W W O 1 Y J � z \\��` �� / w / w w w I L w /✓ ✓ w /w w w ✓ w w w w w w w w w//✓ w w \ w w/ '/ / \ I 0 0 O 0 U, L� ' )III / / \� � �//� /� w // /w/ �/w/ � ✓ � /� .�/ w�,� ✓ ✓ w wl w I w ✓ w w w w/w / ✓ ✓/w w � // // // /r I \ � � -_ � I \ \ \ \\ I Lu I 0 I �\ —- - - w � � �� I �� — Ix o v� ixll SHEET NUMBER /�// /� / C / \ \ \ \ \\�I\\\\\\ (' ✓ �✓ wl wow �✓ w w� �� j �w ✓ w ✓= w w - ✓ �� ` ��1=-, \\ \\\\ I j I / Stage Storage Curve EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible) SEDIMENT BASIN N0. 11 LEVEL CONTROL SECTION . Trap Equal p o / Channel Type: ual Side Slopes 780.00 N.T.S. TOP OF S RUCTURE Dimensions: Left Side Slope 2.00:1 (780.00) 'r moo/ Right Side Slope 2.00:1 779.00 1,'., Z _ ' ----� o Base Dimension: 20.00 vA F_J� � � ACCESS ROAD / 26.93 ft. 778.00 Wetted Perimeter: 23.27 o Area of Wetted Cross Section: 15.72 777.00 1.00ft. Freeboard i DITCH NO. 31 / 2 2 0.73 ft. Channel Slope: 0.1000 t j 776.00 ` � 20.00 ft. Manning's n of Channel: 0.0175 2_ e O 775.00 Q FLUME Discharge: 32.48 cfs I De th of Flow: 0.73 feet � 774.00 NAD '$3 -� p a� �� Uj NC-S Velocity: 2.07 fps W CS �j/ / W 773.00 Channel Lining: Grouted Rock Rip Rap IL Freeboard: 1.00 feet 772.00 2 ® \ 771.00 CO `NORMAL Pool EL. 776.27 � SLOPE DRAIN EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible) 770.00 0 PRINCIPLE SPILLWAY 72" SQUARE CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes 769.00 1 CONCRETE RISER W/TRASH RACK N.T.S. Dimensions: Left Side Slope 2.00:1\\ AND 80 FT OF 24 IN. CMP Right Side Slope 2.00:1 768.00 N 50%CLEAN OUT EL. 773.19 Base Dimension: 10.00 0.00 0.50 1.00 1.50 2.00 2.50 0 N \ Wetted Perimeter: 10.77 Accumulative Storage (Acre-Ft) 14.69 ft. Area of Wetted Cross Section: 1.79 Q � 0.17 fft � • MCP 1 1 1.00ft. Freeboard Channel Slope- 50.0000 Storage volume computations ' EMERGENCY SPILLWAY o \ p 9 p LEVEL CONTROL SECTION EL. =777.27 \ 0 I 2 10.00 ft. 2 Manning's n of Channel: 0.0175 ' I' MMER I Discharge: 32.48 cfs SEDIMENT BASIN NO.11 � ; OUTLET PROTECTION / Depth of Flow: 0.17 feet ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE a \o o N N Velocity: 18.15 fps (ft) (ft) (ft) (ac) AREA ft JI f O (acft) STORAGE INTERVAL o Co m °° ( ) ( ) ( ) m A \ .73 w TT Channel Lining: Grouted Rock Rip Rap ac ac ft ft JD Freeboard: 1.00 feet SEDIMENT BASIN NO. 11 PRINCIPLE SPILLWAY / �\ 7600 768.00 N/A N/A 0.0713 Outflow 770.00 N/A N/A 0.1071 0.0892 2.00 0.1716 0.1716 2.00 -1- 772.00 N/A N/A 0.1455 0.1263 2.00 0.2450 0.4166 4.00 EMERGENCY SPILLWAY J Total Discharge: 58.51 cfs 0.1578 1.19 0.1874 0.6039 5.19 CHUTE SECTION / 50% CLEAN OUT EL. 773.19 773.00 N/A N/A 0.1701 li / Water Surface Elevation: 777.27 ft 0.1662 0.81 0.1369 0.7408 6.00 774.00 N/A N/A 0.1869 -� FLUME SKIMMER Tailwater Elevation: 0.00 ft 776.0o N/A N/A o.231s 0.2092 2.00 0.4098 1.1506 8.00 l SLOPE DRAINS Detention Base Elevation: 0.00 ft 776.27 N/A N/A 0.2381 0.2348 0.27 0.0634 1.2140 8.27 POROUS BAFFLES (TYP.) Q25 HWD EL. 777.27 N RMAL P L EL. 77 .27 777.27 N/A N/A 0.2620 0.2468 1.00 0.2500 1.4640 9.27 O 00 6 Outlet#1: Sediment Basin 11 S Principle Spillway, Drop Pipe 0.2555 0.73 0.1882 1.6522 10.00 Z Z Z Z p p y p p 778.00 N/A N/A 0.2794 w W W W w 0.3024 2.00 0.6002 2.2524 12.00 0 0 0 0 EXISTING GROUND Riser Diameter: 72.00 in 800 800 Riser Top Elev: 776.27 ft 780.00 N/A N/A 0.3255 j 10 ft. Orifice Coefficient: 0.50 CREST 780.00 L- o 0 0 0 DITCH NO. Weir Coefficient: 3.33 i1 2� w w w w �T 2 Culvert Length: 80.00 ft 0 a a a � / o 0 �;✓ / / 9.06/o BOTTOM EL. 768.00 Culvert Diameter: 24.00 in N W W W o Xk 750 750 Culvert Invert In: 769.00 ft a s s s > / CLASS B STONE w w w w / 1� / 0+00 0+50 1+00 1+50 2+00 Culvert Invert Out: 761.85 ft / V N Culvert Friction Coefficient: 0.02 OUTLET PROTECTION Cross Section A-A' Culvert Entrance Loss Coefficient: 0.90 a \_ / � \ N \ PRINCIPLE SPILLWAY CUTOFF TRENCH N 72" SQUARE CONCRETE RISER Scale: 1" = 50' 6 - N M W/TRASH RACK AND 80 FT OF 24 CMP EXISTING GROUND (ABUTMENTS) Z / f / FILL MATERIAL 2' MAXIMUM IF NOT CUT TO BEDROCK o ° / o00 50/° CLEAN OUT EL. 773.19 1 L / FLUME Q25 HWD EL. 777.27 1 T o o NORMAL POOL EL. 776.27 ' 0 / 2 V 800 800 ;0(fSUITABLE EARTHEN MATERIAL 0 �l 10 ft. �I l� loft. COMPACTED TO 95% OF STANDARD PROCTOR MAX. DRY DENSITY PLAN VIEW : SEDIMENT BASIN NO. 11 - - - - - - - - - 21 WITHIN ±2% OPTIMUM MOISTURE SCALE: 1" = 50' BOTTOM EL. 768.00 CUTOFF TRENCH DETAIL CONTENT 750 750 N.T.S. 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Cross Section B-B' 10 FT ACCESS CREST EL. 780.00 Scale: 1" = 50' N Z 0) Skimmer Design - Sediment Basin SB-11 0 0 0 Desired Skimmer Drawdown Time 3 days 0 Y Q N cn a Desired Skimmer Drawdown Rate 6,234 cf/day (,.I a M Go a J Z \ (r) Skimmer Size 2.5 in 0 m RISER BUOYANCY CALCULATION Head on Orifice 0.208 ft o UJ 0 Calculated Orifice Diameter 1.404 in 2 w _j 7 Z Demonstrate adequate stability by showing the downward force is a minimum of 1.25 N Q LEI 1- Q 0 LEI Actual Orifice Diameter(1/4 inch increments) 2 in RISER DETAILS 14 ft. times the upward force. 0 0 0 0 N 0- U_ Actual Skimmer Drawdown Time 3.20 days TRASH RACK � EL. 780.00 SKIMMER 1'FREEBOARD Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Required Volume 13,500 cf a❑❑❑❑Da❑❑❑❑aa❑❑❑❑O EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.777.27 72" S uare Concrete Riser a❑❑❑❑a a❑❑❑❑a a❑❑❑❑a q NORMAL POOL EL. 776.27 1'FREEBOARD MIN. f Height =Approximately 8' I 2 2 Weight= 19,120 lb EXISTING GRADE E Where: CONCRETE I WATER ENTRY UNIT 50% CLEANOUT EL. 773.19 i RISER i �\ \ \ \ \ Riser Weight - 19,120 Ib V Z WITH TRASH SCREEN GENERAL NOTES: I 8 27' I - Z J 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE I I \ \ \\ \ \ \ \ \ \\ \ \\ \\ \ \\ \\ \ \ \\\\\ \\\\\ \\� PIPE. 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 4'X 4' X 1' CLASS B STONE F--------------, ,� CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 1,CHANGE. a° • ° I 24 DIA BARREL CMP Weight Of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete O 000000000 3. EMBANKMENT CONDITIONS NMUSTNBEACOMPACTED TO DESIGN SPECIFICATIONS. I--d -�- <----- - �\\ \\ \ \\ \\ \ \\ ORIFICE OPENING INSIDE THE 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION • d \\ \� \ \�� \\\ \ \e \\ \\ \ Weight of Concrete Anti-Flotation Base = (7 ft x 7 ft x 0.75 ft)x 150 lb/ft3 = 5,512.5 lb Z Q 0 INSTALLED. • • ° ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE d ° • •° < °• • •• CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. BOTTOM OF POND EL. 768.00 d Structure Weight= 19,120 lb + 5,512.5 lb = 24,632.5 lb J V Q LLI 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT . d ° MANNER. • • ° ° d• • • d • O Z 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT STABILIZED OUTLET s SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. Buoyancy= Displacement Volume of Riser x 62.4 Ib/ft � ANTI-FLOTATION RISER FILL ANTI-FLOTATION BASE IF APPLICABLE CUT OFF TRENCH Z SCHEDULE 40 PVC PIPE ARTHEN EMBANKMENT IF APPLICABLE ( ) _ Q 0 MAXIM(BARREL OR ARM) ( ) ELEVATION VIEW Buoyancy 288 ft'x 62.4 lb/ft' = 17,971.2 lb �V1 L MERGENCY SPILLWAY OTHER USTORM WATER M HEIGHT OF FDIISCH DISCHARGE LOAT WHEN NO N.T.S. y y OJ OPENINGS EXIST �j ` li LEXIBLE HOSE (MAJOR STORM EVENT) Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) _ � m 0 FLOAT 24,632.5 lb > 17,971.2 lb x 1.25 = Z Z _ INVERT OF LOWEST STORM PVC VENT 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 24,632.5 Ib > 22,464 lb Z Q -�� WATER DISCHARGE OPENINGLU H:I±I H GRATE (MINOR STORM EVENT) PIPE ° d J TOP VIEW -II IILITILI FLEXIBLE HOSE MUST BE LOAT ° • 4 • ° 9 NOTES O _ W I SECURELY FASTENED TO • • ° ° • 0 Q _ PVC VENT PIPE STORM WATER THE WATER QUALITY ° 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive DISCHARGE DISCHARGE OPENING °d ° ° strength of 4,000 psi. Z W Z OP 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with O Z OUTLET PIPE � r ° ° • d - = d concrete shall be painted with a black bituminous enamel paint. Q �\ 3. Riser to be constructed according to the Riser Details. 0 (n J _ LEXIBLE HOSE ° 4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be IJj Q H I L = 1.4 X DEPTH //�� 6'- " - a V I- TO THE OVERFLOW 0 T0" reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. MINIMUM LENGTH APPLIES WATER ENTRY UNIT i! ; i i--- SCHEDULE 40 PVC PIPE • •\ \\\\\ ``\ ' ---------- I i _ (BARREL OR ARM) • ° I hereby certify that this document was � % -I BARREL CMP prepared by me or under my direct personal N C�+ARO �'• END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - - d �' A � • �JS� •' � i (NO SCALE) SKIMMER MINIMIZE CHANCE 0 d ° • ' • d • ° ° ° • knowledge and belief and that lames duly y �O,QQoF o ti • � � BEC MING DRAWN BY T. R. EVANS 10/10 •° • • ° d d lic n ed r fes Tonal Engineer under the = SEAL FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W FARCLOTH I MSONER INC. • .. =� :• 4j4�_ SHEET NUMBER WWW.FAIRCLOTHSKIMMER.COM Ia t e t e f North Carolina. 048820 STRUCTURE TELEPHONE: ()19) -12-1244 ��•..�^, FAX: 919 732-12 I ' ` EMAIL: WARREN®FAIRCLOTHSKIMMER.COM PLAN VIEW (Signature) !� •• .,, . ' �P�� Date: 3/13/2024 '', FGj/ \�,.`� 02CO-P004 N.T.S. B, V0IN . '////1;11110� EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible) LEVEL CONTROL SECTION Channel Type: Trapezoidal, Equal Side Slopes Stage Storage Curve � FLUME N.T.S. Dimensions: Left Side Slope 2.00:1 SEDIMENT BASIN NO. 12 _ ACCESS ROAD Right Side Slope 2.00:1 o Base Dimension: 40.00 760.00 O TOP OF STRUCTURE o DITCH NO. 32 - �� (760 00) J 46.75 ft. Wetted Perimeter: 43.08 '�Q gg f � �"J6 1 Q � �0�1 OOtft. Freeboard Area of Wetted Cross Section: 28.46 759.00 ' �qo SL"DOPE DRAIN 2 2 Channel Slope: 0.1000 <., 758.00 0 40.00 ft. Manning's n of Channel: 0.0175 10 B1 Discharge: 57.97 cfs _j 757.00 / S N/ D 83/ - Depth of Flow: .69 feet INCNC SPCS Uj Velocity: 2.04 fps � O 756.00 A Channel Lining: Grouted Riprap CZ� o Freeboard: 1.00 feet W 755.00 ♦ -� ♦ + 754.00 C EAN OUT LEVEL(75 .93) CO / ♦/ � Channel Design Non-Erodible U ( ) 753.00 / EMERGENCY SPILLWAY DETAIL Channel Type: Trapezoidal, Equal Side Slopes ♦� CHUTE SECTION ° / � Dimensions: Left Side Slope 2.00:1 752.00 FLUME f N.T.S. Right Side Slope 2.00:1 o / Base Dimension: 20.00 ' / MMER / e _ 751.00 U; �* Wetted Perimeter: 20.72 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 :, 50%CLEAN OUT EL. 753.93 Area of Wetted Cross Section: 3.29 Q Accumulative Storage (Acre-Ft) ♦ ( ♦ NORMAL POOL EL. 756.31 24.65 ft. 0.1g ft Channel Slope: 50.0000 X 1 1 1.00ft. Freeboard Manning's n of Channel: 0.0175 , POROUS BAFFLES (TYP.) 2 2 _T_ Storage volume computations < ♦ 20.00 ft. Discharge: 57.93 cfs / ♦ Ar OUTLET PROTECTION Depth of Flow: 0.16 feet SEDIMENT BASIN N0.12 a SLOPE DRAIN ♦ *� Velocity: 17.61 fps EMERGENCY SPILLWAY ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE CO Freeboard: 1.00 feet �♦ * LEVEL CONTROL SECTION EL. =757.31 Channel Lining: Grouted Riprap (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL ♦ BOTTOM OF AOND SEDIMENT BASIN NO. 12 PRINCIPLE SPILLWAY (ac) (ac ft) (ft) EL.7,51.00 ♦ EMERGENCY SPILLWAY 751.00 N/A N/A 0.4071 ♦ 0 50% CLEAN OUT EL. 753.93 Outflow 0.4264 1.00 0.4192 0.4192 1.00 j 4 CHUTE SECTION 752.00 N/A N/A 0.4457 0 0.4651 1.00 0.4579 0.8771 2.00 M Total Discharge: 79.92 cfs 753.00 N/A N/A 0.4845 Q25 HWD EL. 757.31 SKIMMER 0.5031 0.93 0.4699 1.3470 2.93 � I Water Surface Elevation: 757.31 ft 753.93 N/A N/A 0.5218 W 800 800 Tailwater Elevation: 0.00 ft 754.00 N/A N/A 0.5244 0.5044 0.07 0.0271 1.3741 3.00 >f PRINCIPLE SPILLWAY NORMAL POOL EL. 756.31 0.5449 1.00 0.5373 1.9114 4.00 0 0 0 0 H Detention Base Elevation: 0.00 ft 755.00 N/A N/A 0.5654 " SQUARE CONCRETE RISER W/TRASH RACK 0.5865 1.00 0.5787 2.4900 5.00 W W W W 72 SQ W 756.00 N/A N/A 0.6077 AND 53 FT OF 36 IN. CMP 756.31 N/A N/A 0.6211 0.6144 0.31 0.1905 2.6805 5.31 v D. Outlet#1: Sediment Basin 12 Principle Spillway, Drop Pipe 0 0 0 11 7 I I 0.6293 0.69 0.4308 3.1113 6.00 A \ � F� 10 ft. OUTLET PROTECTION Riser Top Elev: 756.31 ft 757.0o N/A N/A o.s5o9 0.6732 1.00 0.6649 3.7762 7.00 w -CREST 7 0.0 Riser Diameter: 72.00 In 758.00 N/A N/A 0.6954 0 0 0 0 FLUME 750 1 i�-/. 750 759.00 N/A N/A 0.74100.7182 1.00 0.7098 4.4860 8.00 Orifice Coefficient: 0.50 BOTTOM EL 51.0 3Weir Coefficient: 3.33 760.00 N/A N/A 0.7792 0.7601 1.00 0.7566 5.2426 9.00 o Q Q Q PRINCIPLE SPILLWAY > N N N N �, °° 72" SQUARE CONCRETE RISER Culvert Length: 53.00 ft °' w w w w 0o CLASS B STONE W/TRASH RACK Culvert Diameter: 36.00 in EXISTING GROUND AND 53' OF 36" CMP Culvert Invert In: 752.00 ft 700 700 Culvert Invert Out: 750.42 ft N M \; M Culvert Friction Coefficient: 0.02 0+00 0+50 1+00 1+50 2+00 2+50 o N 4 \ Culvert Entrance Loss Coefficient: 0.90 SLOPE DRAIN Z Cross Section A-A' CUTOFF TRENCH Scale: 1" = 50' S - EXISTING GROUND (ABUTMENTS) DITCH NO. 35 ��-� �7f, 50% CLEAN OUT EL. 753.93 �j Q25 HWD EL. 757.31 FILL MATERIAL 800 800 2' MAXIMUM IF NOT CUT TO BEDROCK NORMAL POOL EL. 756.31 IL ?� 2.� 10 ft. 750 - - - - - - - - - - - - - 750 2� PLAN VIEW : SEDIMENT BASIN NO. 12 BOTTOM EL. 751.0 10 FT ACCESS - L SCALE: 1 50 CREST EL. 760.00 SUITABLE EARTHEN MATERIAL COMPACTED TO 95% OF STANDARD EXISTING GROUND PROCTOR MAX. DRY DENSITY WITHIN ±2% OPTIMUM MOISTURE 700 700 CUTOFF TRENCH DETAIL CONTENT 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 N.T.S. Cross Section B-B' Skimmer Design - Sediment Basin SB-12 Scale: 1" = 50' o � o N O 1-- Desired Skimmer Drawdown Time 3 days (, Y Q N Desired Skimmer Drawdown Rate 51,840 cf/day w a M 00 a Skimmer Size 6 in RISER BUOYANCY CALCULATION co Head on Orifice 0.417 ft o o o Calculated Orifice Diameter 3.404 in TRASH RACK RISER DETAILS 14 ft. Demonstrate adequate stability by showing the downward force is a minimum of 1.25 ,�; _j 7 z Q w Q o w EL. 760.00 times the upward force. w 0� = Q U Q� Actual Orifice Diameter(1/4 inch increments) 3 in SKIMMER 10 " 1010 ICL `` Actual Skimmer Drawdown Time 3.02 days ❑❑❑❑00❑❑❑❑00❑❑❑❑0 1'FREEBOARD Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) a❑❑❑❑n0❑❑❑❑00❑❑❑❑O EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.757.31 NORMAL POOL EL. 756.31 N7 000❑❑00❑❑01:1000111100 1'FREEBOARD MIN. 72" Square Concrete Riser Required Volume 40,572 cf = I 2 2 Height=Approximately 6' i EXISTING GRADE i 1 _] 1 Weight= 15,220 Ib 72" QU8BL CONCRETE I 50% CLEANOUT EL. 753.93 RISER I Where: WATER ENTRY UNIT 4'X 4'X 1' CLASS B STONE I ______________ I Riser Weight= 15,220 Ib WITH TRASH SCREEN GENERAL NOTES: 36" DIA BARREL CMP 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE 1 °° ° I PIPE. I d \ \�\\�\ \\ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete J Q --- --------i \ \ \ \ \�\\ \ \\ \ \ \ \ \ to O H 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN - \ \\ \\\\� \ CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD , \ \\ \\� \� \ �\ �\ �\ 00000000o CONDITIONS WARRANT A CHANGE. d ° ° d°° Weight of Concrete Anti-Flotation Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3 = 3,675 Ib Q N LLI 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. BOTTOM OF POND EL. 751.00 ° d ° Z r 0 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION ° < INSTALLED. ° ° d° Structure Weight = 15,220 Ib + 3,675 Ib = 18,895 Ib V ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE ° d e g ORIZONTAL TUBE WITH A DISCHARGE END OF THE PIPE. STABILIZED OUTLET O C LU ONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT ANTI-FLOTATION RISER FILL ANTI-FLOTATION BASE APPLICABLE CUT OFF TRENCH O = Z MANNER. - ( ) Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 - 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT (IF APPLICABLE) ELEVATION VIEW W ILL SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. N.T.S. Q Z O SCHEDULE 40 PVC PIPE LLL^LLL/ (BARREL OR ARM) ARTHEN EMBANKMENT Buoyancy = 216 ft'x 62.4 lb/ft' = 13,478.4 Ib MAXIMUM HEIGHT OF FLOAT WHEN NO O v+ MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z Q a OPENINGS EXIST ■.. LEXIBLE HOSE (MAJOR STORM EVENT) 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 18,895 Ib > 13,478.4 Ib x 1.25 ? � Z FLOAT d 18,895 Ib > 16,848 Ib Z Z Q _ INVERT OF LOWEST STORM PVC VENT ° ° d -III-I WATER DISCHARGE OPENING LU G ATE 9 � R PIPE ° 4 ° NCI±IH II (MINOR STORM EVENT) ° ° ° ° d NOTES J O TOP VIEW II LOAT I FLEXIBLE HOSE MUST BE 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive 0 Q W SECURELY FASTENED TO A W �VC VENT PIPE I( STORM WATER THE WATER QUALITY ° strength of 4,000 psi. Z DISCHARGE DISCHARGE OPENING °d, Z OPENING d 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with Q (n Z \\ \ concrete shall be painted with a black bituminous enamel paint. 0 Q OUTLET PIPE - 3. Riser to be constructed according to the Riser Details. 4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and well be Q LEXIBLE HOSE reviewed and approved b the Engineer once a Skimmer supplier/manufacturer lier/manufacturer has been chosen. - H L = 1.4 X DEPTH \ \\\ pp Y g pp TO THE OVERFLOW d, 'A a v •, ; MINIMUM LENGTH APPLIES ° WATER ENTRY UNIT ( ' I; I BARREL ORO RMC PIPE d ° BARREL CMP I hereby certify that this document was nli= _ _ _ _ _ _ _ ° prepared by me or under my direct personal , _ _ ° d ° d , • ° ° supervision and is correct to the best of my ; ,.•pF�SS/� ,.� END VIEW SIDE VIEW MAINTAIN DEPRESSION TO I - _ _ ° A. ° A. d know edg and belief and that I am a duly =2Q 9<:y (NO SCALE) MINIMIZE CHANCE OF A. °d - SEAL = SKIMMER BECOMING STUCK - DRAWN BY T. R. EVANS 10/10 lic n e rof s i n I Engineer under the _ . la o h Sat f orth Carolina. ;� : 048820 �; SHEET NUMBER FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W FARCLOTH I SON INC. PLAN VIEW J. W.FA IRCLO HSKIMMER.INC ,(. TELEPHONE: (919) 732-1244 i ``/`/ !�••• STRUCTURE EMAIL: WARREN OFAI N.T.S.RCLOTHSKIMMER.COM (Signature) %,�°'• .C'tN� • ,`Q'�� Date: 3/13/2024 '�.,F!?iB wH� %,.`� 02CO-P005 = 80� 1 �j ` / EXISTING CROSSING 80�\ \ \ I SEDCASTRUCTURE#31 — — — — _ SK4 M-� (NO STREAM IMPACTS) vz A3 sAcreset II I Q 53.48 \V A\ Ixl \ / � // /�/l /� �� — — QISEDCAD-STRUCTURE#�TS # // �`///� Lu 1 — \ �/ — / / / — / �396440 s meat- /// / \ \\ \ 1 I b 1 0342 q;Feet it - — _ _ / / / / �10 - _ — 09�res_ /2. 0 cues / / / � — —C 398 1 / 11 \ / l / // / � / /r� / / / / _ _ — /�/ III I 'a I , NM� //// 1 / I � / � � ! / / / / w / — 7 _ F _ lilt llll �11 ) F /// / � � �, I � \ ,q , - SEDC S RUQ R #26, #1 \ \\\ U � � � 1 1 � / �//� / �/// �v = � _ \�_\\\ ( I I I I 1 \ — �/ 6 49 q. 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