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Home My WebLink AboutSW7110605_APPROVED PLANS_20120104STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW DOC TYPE ❑CURRENT PERMIT APPROVED PLANS ❑ HISTORICAL FILE DOC DATE YYYYMMDD 134 L and%r LEGEND BURGESS PERQUIMANS COUNTY �-VACINITY MAP Q� NOt TO SCALE J \ \farms >` SITE LOCATED AT THE INTERSECTION OF HOLIDAY LANE (HCSR 1429) AND MATHEWS ROAD, APPROXIMATELY 7 MILES FROM INTERSECTION OF U.S,17 AND HARVEY PT. RD. IN HERTFORD AL13FA1ARLL' S OFI_'VD SYMBOLILINETYPE DESCRIPTION DPP F— OHE r- 1D- P6Wi1 j FH - EXISTING RIGHT OF WAY = EXISTING EDGE OF PAVEMENT = EXISTING ROADWAY CENTERLINE - EXISTING PROPERTY LINE = EXISTING DRAINAGE PIPE = EXISTING SWALE CENTERLINE = EXISTING POWER POLE = EXISTING GUY WIRE = EXESTING OVERHEAD ELECTRICAL = EXISTING HEDGE ROW/ TREFUNE = PROPOSED SILT FENCING = PROPOSED LIMITS OF DISTURBANCE LENGTH OF EX. DITCH TO BE FILLED v EXISTING GROUND CONTOUR (W/ELEVATION) - PROPOSED GROUND CONTOUR (W/ELEVATION) = EXISTING WATER MAIN (SIZE AS NOTED) - PROPOSED WATER MAIN (SIZE AS NOTED) = PROPOSED WATER SERVICE - PROPOSED FIRE HYDRANT ASSEMBLY _ N = PROPOSED GATE VALVE (SIZED AS NOTED) H - PROPOSED POST HYDRANT f ! = 22.5- FITTING (W/REACTION BACKING) = 45- FITTING (W/REACTION BACKING) - APPROXIMATE "404" WETLAND LIMITS - PROPOSED SEWER SERVICE S - PROPOSED SEWER CLEANOUT H N - PROPOSED SEWER GATE VALVE/CHECK VALVE ----» EIFU r6Fu---.- - EXISTING FORCE MAIN (SIZED AS NOTED) ---'V" Peru = PROPOSED PRESSURE SEWER MAIN (SIZED AS NDTED) = PROPOSED DRAINAGE PIPE W/DROP INLET .,. = PROPOSED DRAINAGE SCALE �y = PROPOSED DRAINAGE FLOW ARROWS 0+00 = ROADWAY STATONING M5 an] ch 9 mmi a' m I relTiTj -0k 61 mW11:9 PERQUIMANS COUNTY, NORTH CAROLINA LIST OF DRAWINGS0 : COVER SHEET 1 EXISTING SITE CONDITIONS 2 ROADWAY PLAN/PROFILE 3 5 7 10 11 12 13 14 15 16 17 ROADWAY PLAN/PROFILE ROADWAY PLAN/PROFILE ROADWAY PLAN/PROFILE ROADWAY,PLAN/PROFILE ROADWAY PLAN/PROFILE ROADWAY PLAN/PROFILE PROPOSED DRAINAGE IMPROVEMENT PLAN SEDIMENTATION & EROSION CONTROL PLAN CONSTRUCTION DETAILS CONSTRUCTION DETAILS CONSTRUCTION DETAILS CONSTRUCTION DETAILS CONSTRUCTION DETAILS CONSTRUCTION DETAILS CONSTRUCTION DETAILS N04 &44�� One -Call Center inc. Know what's below Call before you dig. a STORMS14 R APPROVEI'-F,.' . i� NORTH C.A.F.C'LINA GNVI-N*AENTW MANAGEMENT ^X,` F.., '��T �N DIVISION CF'aVh'I j 0 74�4 NOTE: THE INFORMATION DESCRIBED HEREON IS BELIEVED TO BE ACCURATE, COMPLETE, AND CURRENT, BPG INC. MAKES NO WARRANTY AS TO THE ACCURACY, COMPLETENESS OR CURRENCY OF THE CONTENT. IT IS THE CONTRACTORS RESPONSIBILITY TO VERIFY THIS INFORMATION BEFORE RELYING ON IT. THE CONTENT OF THESE DOCUMENTS MAY INCLUDE TECHNICAL INACCURACIES OR TYPOGRAPHICAL ERRORS. IF SUCH CONDITIONS EXIST, THE CONTRACTOR SHALL CONSULT WITH THE ENGINEER PRIOR TO PROCEEDING WITH THE SCHEDULED WORK UNTIL AUTHORIZATION TO PROCEED HAS BEEN GRANTED. a F 0 3 D .o Ci ply C U l�O fn I o r 0 WU`DZr7[�+F IN U} (V y N X N i Ln (!'1 ai i � G y E j IL n,.. c� ,i Lj o O . rn O F" �aQ �aV3 V3 L� C7 a Ng � Q w oo�o Od0?C U #J�U U 4�E a ox LA O *� Ln J ce U O0 H z j 4 OU W z Z cr- il. O J W Z W U DO 3 a a d LL LL Z O O U) U �L, Lil LIJ L Q � I I d t ' r �';� `o eft '+>: �: ^�,•,1 G�^ -•{, }� A irk y.. DATE: SCALE; 5-5-I1 A5 NOTED DESIGNED; CHECKED: BPG AMR ORAWN: APPROVED; DMR DMR SHEET: 1 1 OF CAD FILE. 471 WATERLEAF-BAS PROJECT NO: 3471 F '-�r if TREELINE LOCATION � a L II r O � I i ! Q III I � i— �' — Ills III D I I Z 1 • I �7 O ?\ \t II Q I 17, \ I a } I I / 1 - it \ } 1 1 � 1 � !r f rr o r • }3 / 1 } -A� L III ` 1 r I I I 1 Z! \ V 4 r" \ j D • � o , �\ /�/ \♦ �'9 tea' � ' �- � � • 4 � 4 EX. IV RCP CULVERT INV. IN: 6.54 /o INV. OUT. 6.04' ;</ f s �! EX. 24' CHIP CULVERT INV. IN: 1.30' / I INV. OUT 0.95' / i�3 j. EX. 18' RCP CULVERT 4 1 � / � �t }/ s�tf `.�... \ • f • i � INV. IN: 5.74 1 1 I INV. OUT: 5.71' 4 91 _ i / vK0' t ♦ a � J 1 `% r � / ~gam / FF \ I O \ m m �w on - — — CONSTRUCTION ROAD POAD t / / 1 t \ \ i l l } d I f I 1 I r I t 1 I / 1 \ ! \ f ti i TRZELINE LOCATION ` r TREY -LINE LOCATION J ! \ 1 1 y / \ Of TREELINE tOCATION I I • I I ! I f — � �— r� ,. r-I ` f / ,ko' a � s �9~ a � r Q ti 4 sk — —5 / -4- -5� \ \ ,6 / •yam -6 .,,.. I y 1 `1z_ t}}�\\ten 1 ! �I , PLAN TRACT BOUNDARY RIGHT OF WAY ---• — _________________. BOUNDARY BEING VACATED — — — — ----- AD,;OtNING LOT LINE — • • — • • — EXISTING DITCH CENTERLINE ---------------------- EXISTING GROUND CONTOUR AS NOTED EXISTING TREELINE EX4STING CULVERT r - APPROXIMATE "404" WETLAND AREA GRAPHIC SCALE 0 50 100 200 { IN FEET) 4: ` 1 inch = 100 ft. 40D Q � (� 6 3 P O O c U to Sl7 U p i � q00 pn`O O x3 EL mtD I cV Zn2N[^t Ln E�1��'' Q y'. IN 1. a V cC e: U) "gam. C N E O 0 m W �0 0 wz a w0� cs z d Qv 0 R, 0 Z 01, 0 a 04 �W H I zot o .0 0 ODu a Cu zO uy � 03 W W� a3Q� Q Z .Yl D_ Q U oD! 0 z Z o z Z W t� CL m� 2 O LU U m a a d Z o o a N w wQ a Q O � 1! tip.. , ! '� • _ y ,7 4 DATE: 05 - 16 -11 OES sNE0_ CHECKER' BPG DMR DRAWN: Arr ovm: DMK DMR SHEET: 1 17 OF CAD FILE: 3471-WATERLEAF-SASE PROJECT NO: 3471 1 I EXISTING LIFT ' ly ._. STATION j{2QD r 1-4'x6" TARPING / SLEEVE FOR \ / 0 0 / CONNEC710f>' TO EX. 6" EX. 8" WATER / J / ( \ PRESSURE I&IN W/ MAIN / / \ / \ 1-4' GATEIV I j` \1-4' CHEf/K VALVE T,y4%2.5" REDUCER 4 LF bF 16" RCP PIPE \ / PIPE INV. IN 7.60' \ EX. 6' FORCE MAIN PIPE INV OUT:7.40'� / 1-6' GATE VALVE\ 1-6"X8" TAPPING SLEEVE \ ON EX. 8" WATER MAIN \ C) 2-45' ELLS I SWALE INDIVIDUAL SEWER SERVICE HIGH POINT CONNECTION, MAINTAIN 10' ' / ELEV: 9.29' LATERAL SEPARATION FROM WATER SERVICE, (TYP.) C + RUN WATER URLITY CROSSING • f \ •• / AIN) (OPEN (SEE DETAIL) N� / OADWAY CUT) "\ \ GRADE EX. ROADWAY SWALE • T ,_` FROM THIS POINT TO • p6W DOWNSTREAM CROSS \ CULVERT PIPE, SWALE / BEGIN SWALE INV. 7.40' HIGH POINT �•' OWNSTREA I OPE ®0.2% W/ MIN. 3:1 ELEV: 9.59' \ H:V SIDE SLOPES • P6WA4 , f/DIRECTION _ / \ •• • _ 1-6" ERE HYDRANT ASSEMBLY W/ � 7-6" GATE VALVE C WATERLEAF TRAIL ROADWAY PLAN SCALE:1"=30' PLAN VIEW-STA. 0+00-9+00 DAT / I I I \ I I \ ( I \ / / I \ I \ I I / I I / 11 / I � I / I FILL PORTION OF EXISTING WATERLEAF TRAIL DITCH FOR ROADWAY (45' FUW) 1 i / CONSTRUCTION I I li TIUTY CROSSING (SEE DETAIL) P2.5 (45' RAN) P6WM •_ �-- P6WM INDMDUAL WATER SERVICE CONNECTION, MAINTAIN 10' LATERAL SEPARATION FROM SEWER SERVICE, (TYP.) P2.5FM •I- P6WM FILL PORTION OF EXISTING Oil FOR ROADWAY CONSTRUCTION PROPOSED 2.5" PRESSURE MAIN �.•." P25FM PROPOSED 6' WATER MAIN INDIVIDUAL SEWER SERVICE 40 LF OP 18" RCP PIPE CONNECTION, MAINTAIN 10' PIPE INV IN:7.4' LATERAL SEPARATION FROM SWALE WATER SERVICE, (TYP.) HIGH POINT UTILITY CROSSING ELEV: 9,88' (SEE DETAIL) P2. FM P2.5FM r---� P2. P2.5FM-•-r-�'�� P6WM UTILITY CROSSING (SEE DETAIL) 163 LF. OF 18'0 HDPE PIPE. SLOPE ® 0.47. P6WM ' / P2Z5FM P2.5FM P2.5FM �•""'��• CO In ° I Q1 - P6`NM / I SWALE HIGH POINT PROPOSED DROP INLET I ELEV: 9.88' GRATE ELEV.: 9.2' 1 18' 0 PIPE INV ELEV. IN: 7.2' \ 18' 0 PIPE INV ELEV, OUT: 7.2' \! INSTALL DROP INLET BARRIER UNTIL SURROUNDING AREA IS STABILIZED \ \ 1-6" FIRE HYDRANT ASSEMBLY W/ 1-6" GATE VALVE INDIVIDUAL SEWER SERVICE \ \ \ CONNECTION, MAINTAIN 10' LATERAL SEPARATION FROM \ \ WATER SERVICE. (TYP.) \ N N sz w_iszd - . ED WATERLEAF LF OF 18" RCP PIPE PIPE INV, IN: 8.10' PIPE INV OUT:7.90' POND INLET SWALE W/ 6:1 H;v SIDE SLOPES PIPE INV. IN: 7.90' SLOPE 0 0.1% O HIGH POINT ELEV = 11.08 > HIGH POINT ELEV = 10.76 HIGH POINT STA = 6+0428 LOW POINT ELEV = 10.93 . HIGH POINT STA = 1+00.08 LOW POINT STA = 8+35.36 m PVI STA = 0+83.42 LOW POINT ELEV = 10.30 PVI STA = 5+99.93 PM STA = 8+36.42 LOW POINT STA = 3+72.35 PVI ELEV = 11.08 Y PVI ELEV = 10.79 PVI STA = 3+75.08 A.D. _ -0.42 PVI ELEV = 10.93 A.D. _ -1.45 A.D. = 0.20 PVI ELEV = 10.29 K = 30.00 ¢ K = 30.00 K = 30.00 U+00 1+00 WATERLEAF TRAIL ROADWAY PLAN SCALE:1 "=30' PROFILE VIEW-STA. 0+00-9+00 2+00 3+00 4+00 5+00 6+00 7+00 9+00 IF a � O m v n � (J T N o C L N I o NUo WI µW.. ik�pD ON(D O mU'OZMN GINCO _ u`o #! N ppN Nv N J N �NO Z COX NQ ED M d Yv csL, r C8L � N � w � a G� ut 1 E n n o ull U c . c w LVAR c o w O[� 0 SON �O F az� w0� o �rJWW �zAN� W moaz m5oo l W U 0. O iqi� C aaO d R! a a 4 oz zIN 0 0Ej � F-I W5 OUFV 3 a o oz0 w O O H � a p z Z -1 0 7 U ®O Z H O ^�^ h� z z }} F�..{ a w r�LU WM a w F+i O W S I- w W m W a a GO D] U Z Z O_ 0~ d U to W LLI n O Z •I / 94 ss q . a 1A. DATE: " °•• ,BCALEa 5-5-11 AS NOTED °ESIGNEP. CHECKED: BPG DMR DRAWN: AP ROVED: DMR DMR SHEET: 2 1 1 / r/7 OF CAD FILE: 471 W ATERLEAF-BAS PROJECT NO: 3471 1-2.5' GATE VALVE 1-1.5" GATE VALVE (SILAS PLACE) 1-1.5' CHECK VALVE (SILAS PLACE) 1--2.5"X2" REDUCER 1--2'X7.5" REDUCER (SILAS PLACE) SWALE HIGH POINT ELEV: 9.10' •P/ �a f �� /� PROPOSED 2.5' ` PRESSURE MAIN / 00 P • • i` INDIVIDUAL SEWER SERVICE �O • CONNECTION, MAINTAIN 10' LATERAL SEPARATION FROM sO / WATER SERVICE, (TYP.) •; ! 4 a- ti e C3 Aj .� 9 SO s 1� WATERLEAF TRAIL ROADWAY PLAN SCALE:1 "=30' PLAN VIEW-STA. 9+00-18+00 40 LF OF 18° RCP PIPE 1-2' GATE VALVE 1 1 PIdE INV OUT:7.7' 1-1.5' GATE VALVE (HOOD COURT) • •, UTILITY CROSSING (SEE DETAIL) • / 1-1,5" CHECK VALVE (HOOD COURT) z • 1 4 1-1.5" REDUCER (HOOD COURT i ! ) JLI �0 r��• • • - • • i SWALE �. JJ A �� _r �...-..--^� •.. y-7 } Ir •!� �•� ELF-V: 9,60' '5 •• / Qk SWALE • •'Za O �� • •• F HIGM POINT Q ELEV: 9.10'�jQ Q p -�� --- } .{• } - 1 (D O 1-6" FIRE HYDRANT ASSEMBLY W/` •P /w�Z 1 1--6" GATE VALVE SWALE ` ELEV- 9.60' gas aI-A _ 00 to to d r i �� . •• d UTILITY CROSSING (SEE DETAIL) ` • �` ` 1 INDIVIDUAL ATER SERVICE " • I •• '� CONNECTION, MAINTAIN 10' • •• 1 y� • • 4 Q ' ` LATERAL SEPARATION FROM O� 1 SEWER SERVICE, (TYP.) Is VJ� ♦ � P\ 1 K PROPOSED DROP INLET •• 2-6" GATE VALVES GRATE LLYV.:9.5' • 'Lf(�cy '� l • 1B' 0 PIPE INV ELEV. IN: 7.7' UTILITY CROSSING (SEE BEFALL) •• 1 (1) EACH DIRECTION 18" 0 PIPE INV ELEV. OUT: 7.5' 2-6" GATE VALVES • INSTALL DROP INLET BARRIER UNTIL (1) EACH DIRECTION \ y� to f SURROUNDING AREA IS STABILIZED Qi SWALE UTILITY CROSSING SEE DETAIL ♦ ��9 � �� /P HIGH POINT ( ) •• O '\ ELEV: 215 L.F. OF 10.17' 18"0 HOPE PIPE, SLOPE ® 0.15% / 1 k O •• HIGHWPOINI •• \♦ ` ELEV: 9.71' Gf I �9�O ! •• N� f ' h I '1°' x Q HIGH POINT ELEV = 11.35 HIGH POINT STA = 11+49.58 PA STA = 11+49.98 PVI ELEV = 11.35 A.D. _ —0.29 K = 30.00 , 18"d HDPE PIPE, INV. IN: 7.20' � ••• — ••P ••• ti• / / 1 o fte �f r• / \,o LOW POINT ELEV = 10.99 LOW POINT STA = 13+75.99 PVI STA = 13+74.98 PVI ELEV = 10.99 k D€ =, 0.25 INDIVIDUAL SEWER SERVICE CONNECTION, MAINTAIN 10' LATERAL SEPARATION FROM `.� WATER SERVICE, (TYP.) • / o o- to I \• INCIVIDUAL WA R SERVICE 1 CONNECTION, MAINTAIN \ LATERAL SEPARATION FROM : M \\S� SEWER SERVICE, (TYP.) 1 fG Q 0 HIGH POINT ELEV = 11.20 HIGH POINT STA = 15+99.63 PVI STA = 15-1 99.94 PVI ELEV — 11.20 A.D. —0.21 K = 30.00 al \ \ 1 1 1 1 1 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 WATERLEAF TRAIL ROADWAY PLAN SCALE:1"=30' PROFILE VIEW-STA. 9+00-18+00 a rn ,C c rn 2 rn c 0 m to I a n rn r a F w i 0 ACV [D [L c=i`03 iN _ 2 o x aC4un CD V) N >i1 rn ,ry o LOX mri>7��< N N 0O w v_ 3 o. plal uEaO Ls a� w c c s.r W 6 �V) W Lz CA a t� 4 W Clu,i�.'7 P2r40 0 � 0 Ls P,4 P& � -e ou U �00.' a auw w 0 En Coco 0 a z J O U 0 O Z U z Z �K w OL WM �_- W � )� z 0 J w w m 3u a CO ZO ;`- Ir �_ Q Ld W Q C7 z n r r i y P DATE: 5 -5-11 AS !VOTED DESIGNEp- CHECKED: BPG DMR CRAWN: APP344VU), DMR DMR SHEET: 3 OF 17 CAD FILE: 471 WATERLEAF-BAS PROJECT NO: 3471 INDIVIDUAL SEWER SERVICE CONNECTION, MAINTAIN 10' LATERAL SEPARATION FROM WATER SERVICE, (TYP.) UTILITY CROSSING, (SEE DETAIL) ram. • `• CD !. • w rpsT �' �� 4 � M9d �„■ 40 LF Or 18" RCP PIPE �a�19 •". PIPE INV, IN: 8.50' PIPE }NV OUT.8.30' R 1 � 'Slrl1 • 1� W POND INLET SWALE i1 W/ 6:1 H:V SIDE SLOPES � � PIPE INV. IN: 8.30• SLOPE ® 0.1% 11 1-6" CRY HYDRANT HEAD ASSEMBLI 67'0 SCH 40 DRY !� HYDRANT LINE • . — 1-6" DRY HYDRANT STRAINER ASSEMBLY 1 •� 234 W/SUPPORT ` *4- �+ + POND INLET) ! * + + •. + WATERLEAF TRAIL ROADWAY PLAN SCALE:1"=30' PLAN VIEW-STA. 18+00-27+00 14 v F 4 2 f' u —2 —4 DATUM ELEV --5.OD a to rn r✓ r FILL PORTION OF EXISTING DITCH }� FOR ROADWAY CONSTRUCTION •r rs • YN.�zd O _ p 1 p1714 tf) — O \ X 1 1 1 1 1 1 1 1 I 1 1-2" GATE VALVE 1--2' GATE VALVE MICE CREEK LOOP) 1-2" CHECK VALVE (BRICE CREEK LOOP) SWALE HIGH POINT^ •r ELEV: 9,90 • R • 1 - ..1• - • s • — W JZ d WdZd W zd `� o / a 0 - 1 a tn------r-i--�.�--- ---}-- cv 60.0L+2ti^�idd M d WM9d� '•' goo ..a M9d .•e.•• WM9d M9d • •� SWALE I /!/ ELEV. 9,50, 1-6" FIRE HYDRANT ASSEMBLY W/ 1-6" GATE VALVE 1/ N / / INDIVIDUAL WATER SERVICE 40 LF. OF 1 --UTILITY CROSSING, (SEE DETAIL) / / CONNECTION, MAINTAIN 10' 18"0 RCP PIPE, s / INV. IN: 7.10 0. SWALE OELEV: 9.50' J 2-6" GATE VALVES INDIVIDUAL ATER SERVICE CONNECTION, MAINTAIN 10' l 0 Lu (1) EACH DIRECTION LATERAL SEPARATION FROM UTILITY CROSSING (SEE DETAIL) SEWER SERVICE, (TYP.) 4 U� z • 09 z l t I >v 1 �a • 00 zw a € � r R• • so � • W Zd w�zd o I� tom_... •. '✓IM9d ''"'i •••• WM9 d • • • PROPOSED DROP INLET GRATE ELE:V.:9.0' 1 B" 0 PIPE INV ELEV. IN: 7.00' 18" o PIPE INV ELEV, OUT: 7.00' INSTALL DROP INLET BARRIER UNTIL SURROUNDING AREA IS STABILIZED --147 LF. OF 18"0 HDPE PIPE, SLOPE 0 0.2% / LATERAL SEPARATION FROM / // Q, SEWER SERVICE, (TYP.) 0 - N— ++----- -j (D wSWALE 1 d- - i�}�_ • •. / / HIGH POINt � tin c\I L') � / / / ELEV: \ / 10.04' 1 ••sue_ ••• tea• ...r..� c) WM9 / +_r •a•�� 11 r . • Cad NO ry CD ` �� d �` o PROPOSED DROP INLET GRATE ELEV.:10.0'i 18" 0 PIPE INV FLEV, IN, 6.60' 18' 0 PIPE INV ELEV, IN: 6.55' 18" 0 PIPE INV ELEV. CUT: 6,35' INSTALL DROP INLET BARRIER UNTIL PROPOSED DROP INLET SURROUNDING AREA IS STABILIZED GRATE ELEV.:10.0't 18" 0 PIPE INV ELEV. IN: 6.70' 189 LF, OF 18' 0 PIPE INV ELEV. OUT: 6.7V 18'0 HDPE PIPE, INSTALL DROP INLET BARRIER UNTIL SLOP 0 0.2% SURROUNDING AREA IS STABILIZED FILL PORTION OF EXISTING DITCH / !Nr 9d (v� YY T / Av�c \ s FOR/ ROADWAY CONSTRUCTION / R�Fv.� C/ •• d rq . I I HIGH ALE HIPOINT // / /'I/M9/ T IZ ^�. / ELEV: / 10.04' / CT INDIVIDUAL SEWER SERVICE/ •• ! CONNECTION, MAINTAIN 1D' ! / / LATERAL SEPARATION FROM ! WI SERVICE, (TYP.) `• iPJ�d / ♦ 1-6" FIRE HYDRANT I ♦ ASSEMBLY W/ / 1-6" GATE VALVE r •. 1 1 / 1 � r 1 I. \ rl J I I t r - r I I � / r HIGH POINT ELEV = 11.37 HIGH POINT ELEV = 11.45 LOW POINT ELEV = 10,91 HIGH POINT STA = 20+52.96 HIGH POINT STA = 26+09.44 LOW POINT STA = 1$+59.19 PASTA = 20+60.38 PVI STA = 26+12.38 PM STA = 18-t-61.21 PVI ELEV = 11.40 O PVI ELEV = 11.54 PVI ELEV = 10.91 A.D. _ -0.99 1 A.Q. = -1.56 A.D. = 0.36 K = 30.00 0') LOW POINT ELEV = 9.59 K = 30.00 -- -- v O 1 nW Pr11NT cTA = 9.' -1 15-5A 18+00 19+00 WATERLEAF TRAIL ROADWAY PLAN SCALE:1 "=80' PROFILE VIEW-STA. 18+00-27+00 20+00 22+ 00 23+00 24+00 25+00 26+00 27+0( CL D cn � a 3 0 L C M C Q [O o n mop wu znN JZ 0SNN c" izEu �a• 2 r7 (l. v tx. N .ice Q NMI m � _v . u ( ICL -c fA m � C � O � Am •41k O ` } _ 1 > wtl m;� a Ly oV) ,44 o o oC> h �0� OUIj uO A � • U 0 U P. � W "yUI X1 0° 0 W Z c0 �-1 �n U�z 0 � O fit} Q Z O Q U z oz � Z H z z Z W Q LU F�Cl. (1) O Li3 TZ Li Do 3 a mq "Z O OF- �_ U U1 W Q� o• C5 z tirr r rr 0 r S 3 664� i� DATE: rrt 3cw 5-5-1 ! 1 AS NOTED DESPONED: CHFzCKFD, BPG DMR 0PAWM; APPROWD: DMR DMR SHEET: 4 17 of CAD FILE: 471 WATERLEAF-B AS PROJECT NO: 3471 0 INDIVIDUAL SEWER SERVICE CONNECTION, MAINTAIN 10' f LATERAL SEPARATION FROM \ WATER SERVICE, (TYP.) "1 \ \ INV. L.F_ OF 1RCP PIPE, 1 \ 'iNV. IN: 7.30 ' \ we ►�.••• _ ! \Npit-0 -� r� _ram '•' �==Z:71� U 00 1 �_•� •• PROPOSED DROP INLET GRATE ELEV.:9.0' 18" 0 PIPE INV ELEV. IN: 7.0' 18" 0 PIPE INV ELEV. OUT: 7.0' 1 •• / N� 1-6" FIRE HYDRANT INSTALL DROP INLET BARRIER UNTIL SURROUNDING AREA IS STABILIZED i ASSEMBLY W/ 1-6" GATE VALVE 149 L.F. OF 18"0 HOPE PIPE SLOPE 0 0.2% 1 ti 1 \ 1 1 \ led VIA •.. w.�zd I WM9 WM9Cl \ N ��-_ C) �•^• • • Pzl �. •• - • a• UTILITY CROSSING. (SEE DETAIL) CD \r4 • •• 9Cl p`] \ 1i rn -�6 wM \ 1 '•• N \ tll � W \ 1 \ 1 \ 1 \ 1 \ 1 r 1 ♦ 1 ern\ 1 � 1 1 ti PROPOSED DROP INLET 11 1 GRATE ELEV.:9.50't 1 S 18' 0 PIPE INV ELEV, IN: 6.70' 1 IS' 0 PIPE INV ELEV, OUT. 6.7C 1 INSTALL DROP INLET BARRIER UNTIL 1 L SURROUNDING AREA IS STABILIZED 1 1 i 3 i 1 / I i r �"^'�"`� r • a WATERLEAF TRAIL ROADWAY PLAN SCALET'=30' DATUM ELE ---5.00 PLAN VIEW-STA. 27+00-35+11.47 SWALE HIGH POINT ELEV: 9.26' (c) 5g - O I ! 1-2" GATE VALVE 11 1 1-1,5" GATE VALVE (BRICE CREEK LOOP) Q PROPOSED 2" r ' 1 2--2 x1.5" REDUCERS (BRICE CREEK LOOP) PRESSURE MAIN / 1 r ! h •• • + I ! PROPOSED 1.5" •• • I 1 PRESSURE MAIN P2FM \ FM N I'1.5FM ~ CD 1 to � -�_ g d 0 \ ♦ p ---�_ ��--- -'- • N - y �~ •••_ ,•• ro P6WM P6WM P6�NM _ - •• • s• • ! SWALE ELEV: 9.0' SWALE LL ELEV: 9.36' i N tt� 2-6" GATE VALVES 0- 11 (1) EACH DIRECTION cfi • i 1-5" FIR£ HYDRANT ; C a rf • t ASSEMBLY W/ { 1-6' GATE VALVE a' i f O I � I 11 LU ,I I, Lu ! W: 1 � 1 • CL m J 1 00 + l 1 1\ E ` i .�� I• I 1-2' SEWER CLEANOUT 1{j 7 1` 24 L.F. 0 DUCTILE IR MAIN, { N ROADWAY t � 1 + ' SWALE HIGH POINT ELEV: 9.00' �} 1 •r • _w • SWALEHIGH } ELEV: POINT 9 50` 40 LF OF 18" RCP PIPE PIPE INV. IN: 7.70' PIPE INV OUT:7.50' `,C--A---\--�-,0---- - A - _I � �t \ i \�O \ \ 1-6- GATE'V�LVE 1-6"X8- TAPPING SLEEVE ON EX. 8" WATER MAIN L INDIVIDUAL WATER SERVICE / y CONNECTION, MAINTAIN 10' /1 ihl LATERAL SEPARATION FROM UTILITY CROSSING (SEE DETAIL) 5EWER SERVICE, (TYP.) RADE EX. ROADWAY SWA FROM THIS POINT TO DOWNSTREAM CROSS PROPOSED CULVERT PIPE, FORCE MAI BEGIN SWALE INV. 7.50' DPE 0 0.2% W/ MIN. 3:1 1 H: V SIDE SLOPES t \ ♦ DOWNSTRE I \ DIRECTION � � I I 0 HIGH POINT ELEV = 10.40 O -1 LOW POINT ELEV = 9.86 HIGH POINT STA = 30+52.15 O LOW POINT ELEV = 10.01 LOW POINT STA = 28+17.72 PM STA = 30+50.06 J LOW POINT STA = 34+45.18 PVI STA = 28+08.16 PVI ELEV = 10.41 Y PVI STA = 34+50.12 PVI ELEV = 9.82 A.D. _ —0.34 Ld p PVI ELEV = 10.00 Q r A.D. = 1,12 K = 30.00 L'`I p A.D. = 0,53 c 11 — In nn D"�. , RTA• ,;.x4- n Fi FV. G.ln W = 7n (10 0 27+00 28+00 WATERLEAF TRAIL ROADWAY PLAN SCALER"=30' PROFILE VIEW-STA. 27+00-35+11.47 29+00 30+00 31+00 32+00 33+00 34+00 35+00 CL rn U L (J r A N o 3 0 t r rn - rn12 •in c U E v R_ O t Lp I m�U3ZMcq x v o oC40 Z CAR =:,RN. to to >+ EGV ii3C5"Ln4 £(] " a. ,z aj f� C di d o CL U12S �y 7� a ME d w gg1.Lm., C billEM F�/ �Z C Lu 01 J f O� 0 N PQ 0 �UC)Q0 VOp< �yC7 AK0 Cvsn� C:8 O v C C oo.1 0 A q Z J 0 Q h O0 F"..� Z O W z Z LLI [10 r� CL 1 ^} Z O h W h LiJ U W a m z� OE>LL _ _0 W ` Q 0 z /q o p0 l,yi� D dd�T O• I, $ � 6 r • IX DATE: 5-5'-11 :- '"AN'MOTED DESIGNED: CHECKED: BPG DMR DRAWN: APFIRM I� DMR DMR SHEET: 5 17 OF CAD FILE: 47l WATERLEAF-BAS PROJECT NO: 3471 -DA)' e 1 1 / i I k € f I Il € i 1 a € SWALE _ vus, i C3 W g' [ O{ • ELEV: 9.0' INDIVIDUAL SEWER SERVICE CONNECTION, MAINTAIN 10' it �« �� 1_ •� r LATERAL SEPARATION FROM ' ^��-�- WATER SERVICE, (TYP.) i / d � VA6so WM9 Q i '``� •.. 09 € i ! i 1 JX ` 1 /' 0 �o /■••O� t c, / O ��. 00 • UTILITY CROSSING (SEE DETAIL) xOQ (f i SWALE f � • ! ELEV' 9.36' • a w I �✓ G/ 1-6" FIRE HYDRANT ASSEMBLY W// a LJ9 1-6" GATE VALVE O (? SWALE ELEV: 9,00' 2_6" GA7E VALVES i 0 (1) EACH DIRECTION / ] 2-1.5" GATE VALVES (1,) IN EITHER DIRECTION `• 1 1-1.5" CHECK VALVE cv '• ` %j • / V � I BRICE CREEK LOOP ROADWAY PLAN SCALE:1"=30' PLAN VIEW-STA. 0+00-9+00 o - •/ •' • C!� 5�1 *• • .� INDIVIDUAL WATER SERVICE O r CONNECTION. MAINTAIN 10' •' • - L �1R/ .. • LATERAL SEPARATION FROM s r _ p� _ SEWER SERVICE, (TYP.) • �� •� P6j��(/fyr !d •• 9 _to so. � SWALE9� ELEV: 8.5' • • p _- �O IAJ •• SWALE • .• ELEV: 8.4' • 1-5" FIRE HYDRANT ASSEMBLY W/ W4 1-6" GATE VALVE 1-6" GATE VALVE % 1-4" GATE VALVE (BRICE CREEK CT) I \ UTILITY CROSSING, (SEE DETAIL) u I SO LF. OF 18-6 RCP PIPE ` PIPE INV. IN: 7.7' /� ° ISO •■• O`� U I so • SWALE / C1 0 HIGH POINT 441 `- \ ELEV: 8.9' • • Q'7 ! • o A Q Iz cf I— LOW POINT ELEV = 9.81 00 STA� LOW PM LL- STA 4+5045.6 Q I PVI ELEV 9,80 w r �I 1-2" GATE VALVE ! 1-2'X1.5" REDUCER / 1-1.5' CHECK VALVE (BRICE CREEK CT.) p ! 1-1.5' CHECK VALVE (BRICE CREEK CT.) ! ! UTILITY CROSSING, ■ (SEE DETAIL) •• • / Cn O O �o c v p2F/y • d jly1� •' C o 1! • • 3� IA- oft eft '00 1-%. boo _ ••. _ AD* ••■4410 -r 1 •++ 170 L.F. OF 36"0 HOPE PIPE, SLOPE 0,0.3% V PROPOSED DROP INLET GRATE ELEV.:8.5' 30"0 PIPE INV ELEV. IN: 4.80' AF 36'0 PIPE INV ELEV. OUT: 4,SO' UTILITY CROSSING, INSTALL DROP INLET SARREER UNTIL (SEE DETAIL) SURROUNDING AREA IS STABILIZED 40 L.F. OF INDIVIDUAL SEWER SERVICE 30"0 RCP PIPE, ••` CONNECTIM MAINTAIN ID' SLOPE 0 0,75% LATERAL SEPARATION FROM P2 WATER SERVICE. (TYP.) /N SWALE •• • ! HIGH POINT / ELEV: 9.1' •• �w 1 1 SWALE ! 124 LF. OF 30'0 HDPE PIPE _� M HIGH POINT ! SLOPE 0 0.4% A W ed •r O �� `• • • Co d • ELEV: 9.29 r / PROPOSED DROP INLET GRATE ELEV.:9.0' r I %r 18"0 PIPE INV. ELEV. IN: 7,00' PROPOSED DROP INLET __ 0 • I 24"0 PIPE INV ELEV. IN: 5.60' GRATE ELEV,; 9A' ` V / ! 30"0 PIPE INV ELEV. OUT: 5,60' 30"0 PIPE INV El _V. IN: 5.10' Il �• 'IQ, • • +• I INSTALL DROP INLET BARRIER UNTIL / SURROUNDING AREA IS STABILIZED 30"0 PIPE INV ELEV. OUT: 5.;0' INSTALL INLET BARRIER UNTIL Ir ! SURROUND NG AREA SSTA81UZED • HIGH POINT ELEV = 10.61 OW POINT ELEV = 10.35 PVI STA 7 F00. HIGH POINT STA — 6 07 'LOW POINT STA = 7+54,45 PVI STA = 7-+'48.79 PVI ELEVV = 1 PVI ELEV = 10.34 K A.D. = 0.56 1 A.G. = 0,73 = 30.00 K = 30.00 d D+LID 1+00 2+00 3+00 4+00 5+0C 6+00 7+00 8+00 9+00 BRICE CREEK LOOP ROADWAY PLAN r i,UI-ILL V ILVV-5 IA. U+UU-U+UU CL � o �o COX 0 rn a' 0 c c� can v r.. p� 4-4z [O mU�r7c� 0tl mJzm°mNv to �ll7py'r)Q m iz a. Y.N. Ix. 7End6 V'S d E ,� k-.i�'S1 O L 1�1 W NAME1�i_. NAME �O O8 wz Ln a �o0 uU O U cn a, u w Z °¢o Z U Q ml Qz C) d pq w 4 z Q U OU looso�..ol L ' z j o � QEy- W cy IL w CI.. 2 O J W T h LL! w C3 rf a 0] Z O O� G I� 0 4J cc �W LL I Q � I O z CA } �j 4 • oo �•� % as IN, � pf DATE: `,, ql 'It.I- StALL� ":41 , 5-5-11 -AS'NO'IPD DESIGNED' CHECKED: $PG DMR DRAWN: APPROVED: DMR DMR SHEET: 6 17 or CAD FILE: 471 W ATERLEAF-BA5 PROJECT NO: 3471 ___.___j INDIVIDUAL SEWER SERVICE CONNECTION, MAINTAIN 10' LATERAL SEPARATION FROM WATER SERVICE, (TYP.) SWALE HIGH POINT i E 9.92' wzd� •• 0 CD CD 0 WM9dM9d • ss s •• SWALE HIGH POINT ELEV: 9.74' X _o A~ Q BRICE CREEK LOOP ROADWAY PLAN - SCALE: 1 "=30' PLAN VIEW-STA. 9+00-13+10.09 1 DATUM ELEV —5.00 9+00 10+00 BRICE CREEK LOOP ROADWAY PLAN SCALET'=30' PROFILE VIEW-STA. 9+00-13+10,09 1 \ I \ I INDIVIDUAL WATER SERVICE CONNECTION, MAINTAIN 10' \\ LATERAL SEPARATION FROM N SEWER SERVICE, (TYP.) W 1-6" FIRE HYDRANT CV • ASSEMBLY W/ \ ` •. 1-6" GATE VALVE \ Wes, "d `. ^� •, UTILITY CROSSING, Q BR F " (SEE DETAIL) • 14s.p ,�FkC _, p WJ'�d • " SWALE • l' �o ELEV: 9.50' •• Q �� • W�gd -�O SWX-E ELEV: 9.50' + 2-6" GATE VALVES 71 y' (1) EACH DIRECTION Sp 2-2" GATE VALVE (1) IN • EITHER DIRECTION s 1-2" CHECK VALVE C / HIGH POINT ELEV = 10.92 HIGH POINT STA = 10+77.52 � PM STA = 10+74.97 PM ELEV = 10.92 N A.D. _ -0.19 F- 00 K = 30.00 N 11+00 12+ 00 13+00 • fjN I • i 8 00 i `O • • 124 LF, OF 30"0 HOPE PIPE, SLOPE 0 0.4% I PROPOSED DROP INLET • GRATE ELEV.:9,0' 1B"0 PIPE INV ELEV. IN:7.30' 24" 0 PIPE INV ELEV. IN: 5.60' 30" 0 PIPE INV ELEV. OUT: 5.b,' INSTALL DROP INLET BARRIER UNTIL 7 I0 SURROUNDING AREA IS STABILIZED I � • \ � Y v UTILITY cROSSING /(SEE DETAIL) `,•:�� l �120 L.F. OF LI 24"0 HOPE PIPE. �� SLOPE 0 0.5% WALE WGH POINT I ELEV: 9.29' O CREEK COURT(45'�)r LBRICE f&50 LF. OF 18"RCP PIPE NV. IN: 7,7 6J50 •• • " FIRE HYDRANT ASSEMBLY W/ 1 6" GATE VALVE I : 1-6" GATE VALVE 1-4" GATE VALVE (BR€CE CREEK CT) r v 1-2" GATE VALVE (+ 1 1-2"X1.5" REDUCER • ul 1-1.5' CHECK VALVE (BRICE CREEK CT.) �€ 1-1.5' CHECK VALVE 6 100 (BRICE CREEK CT.) I :T I 4- " f • • 159 LF. OF 18.0 HOPE PIPE, SLOPE 0 0.2% 1-2" SEWER CLEANOUT • 172 LF OF 24"0 HDPE PIPE, SLIOPE 0 0.49' HIGH POINT ELEV: 8.90' BRICE CREEK COURT ROADWAY PLAN SCALE:1"=30' PLAN VIEW-STA. 0+00-1+04.66 14 12 9.D 10 PROPOSED 6" WATER 1 MAIN 8 THE RIGHT BY THE RO WAY SWALE E DWAY STATION€N VATIONS AS R VALUES, (EITH ENCED LEFT OF FINISHED GRADE AT ROADWAY 1-6" GATE VALVE EXISTING GRADE AT 1-4" GATE VALVE (BRICE CREEK CT) ROADWAY SWALE LEFT OF CE STA: 0+53 ELEV: 9.29 .• • .. ROADWAY SWALE RIGHT OF t, STA: 0+27 ELEV: 8.150 P4W -� 1-2" VALVE GATE 1-2'XI,5" REDUCER Z 1-1.5" CHECK VALVE 0 z (BRICE CREEK CT.) 4 1-1.5" CHECK VALVE a a (BRICE CREEK CT.) Id, 4 z � 2 r N DATUM ELEV 0.00 U 18" RCPgULVER' INV. IN V:7.7' d- C7 MAINTAIN 18" CCVER OVER FROM BOTTOM OF STO M DRAIN TO TOP MAINOF WAMR 4" OM BOTTOM Or STOF M DRAIN TO TOP OF SEWER MAIN, SEE UTILITY CROSSING DETAIL PROPOSED DROP INLET - GRATE ELEV.:8.6' " ( 24" 0 PIPE INV ELEV. IN: 6.0' • 24' 0 PIPE INV ELEV. OUT 6.0' • INSTALL DROP INLET BARRIER UNTIL • SURROUNDING AREA IS STABILIZED 1-4"X2" REDUCE 1-2" GATE VALVE 1-2" BLOWOFF ASSEMBLY 1-2" SEWER CLEANOUT WATER MAIN do PRESSURE SEINER FAIN SHALL MAINTAIN A MIN. OF 36" OF COVER. THE GRAPHICAL DEPICTION DESCRIBED HEREON IS INTENDED TO PROVIDE DIFFERENTIATION BETWEEN THE TWO TYPES OF CONVEYANCE LINES. WATER MAIN PIPE MATERIAL SHALL CONSIST OF SDR-21 PVC OR APPROVED EQUAL AND PRESSURE SEWER MAIN SHALL CONSIST OF SCH 80 PVC PIPE OR APPROVED EQUAL 0+00 1+00 BRICE CREEK COURT ROADWAY PLAN SCALE:1"-30' PROFILE VIEW-STA. 0+00-1+04.66 d .mod. 0 0 n L T N � � a .0 C 4� O 03 C U co U) 1 a r n UIUo co �to� °Nffl qi � (o M N CL w �O # Eo N V Ul N TN U) E OMvfx p� is n a. ac �>,¢.. a In a 12a C R o r-ar y D �`: ' op ! m C q W �'F� O �4 a 0- w O 00 WVd--0 �GO Q 0p rJ a L4 w C, o° o �W W oz�ww � a rn <� I.- Q _z J O Q U 0 H z z Z O QM� I z LLi CL W� U) z O J LLI X F- LL! u� 4 a lil Z o O_ U) U cn LLI If }— I a a I O Z a �. • �krFA 6 jo DATE: 5-5-11 AS NOTED OE510NEU= CHECKED: BPG DMR CRAWN AMROWD: DMR DMR SHEET: 7 17 OF CAD FILE: 471 WATERLEAF-BAS PROJECT NO: 3471 S 1 LAS PLACE ROADWAY PLAN SCALE:1"=30' PLAN VIEW-STA. 0+00-3+35.64 2-6` GATE (1) EACH L a MBLY DATUM 0. 0+00 1 +00 2+00 3+00 SILAS PLACE ROADWAY PLAN SCALE:1 "=30' PROFILE VIEW-STA. 0+00-3+35.64 � y y / y 1 � 1 'r •� �' 1 yt / y i y i � y 4 1 I 14 � � f 'S" 1-2" GATE VALVE I 1-2'X1.5' REDUCER i 1-1.5' CHECK VALVE (HOOD CT.) CHECK VALVE 'r (Noon CT.) • a ... r --�.. .. ... V' PI.5FM iPl.5FM � f r _ + 0 _�— ELEV: 9.60' O1 Q I WhA i �.*-■ V1AA-Vd 1 �fVM�d 15 00 , .. �_ ... ... I 1-31 FIRE HYDRANT 1 i UTILITY CROSSING, ASSqMBLY W/ 1-6 GATE VALVE y / (SEE DETAIL) I ' S 1 2-6" GATE VALVES ! Q_ t (1) EACH DIRECTION i ! �• 7 50 ! r i r I 16 Q� r 00 ! � • � ly 2-6" GAT (1) EACH1 1--2" GP (HOOD (HOOD DA M 0 HOOD COURT ROADWAY PLAN SCALE:1"=30' PLAN VIEW-STA. 0+00-1+85.69 L0 h U � 0 0 0� = cn 0+00 1+00 HOOD COURT ROADWAY PLAN SCALE:1 "=30' PROFILE VIEW-STA. 0+00-1+85.69 ! r 1 1 1 r ! 1-2" SEWER CLEANOUT f I •r it _ I i CF - UTILITY CROSSING, (SEE DETAIL) /! f HIGH POINT - - f f/L EL£V: 9.83' lze /1-4"X2" REDUCER 1-2" GATE VALVE 1-2' BLOWOFF ASSEMBLY E VE ASSEMBLY Q cnp 7 � 4 d i7 O _ u7 2 ° C6 C.)r o �01 V1 iliO y� vz 0 mUnz,�jr`°i �zmz°P^c'nuv N04 E,C? to �o • ' 3_ cD V1 CL d L C t o � �. O : W m 4-i OF �o o°�wo N ozo�� U �O U 0 + qw V O a U '04 IL WV O W °¢o�� W�F�W �OU�U V V v) p,Z,r p W QPQ Q z 0 U [iC C) O � Z z z I� 0 W z Z a rJ7 Z O w w U � a a m I I Zo O U) In W O U/L�U/ Q C3 I 0 I S • � s` DATE: flrl n SLAL 5-5-11 AS NOTED DESIGNED: CHECKED: BPG DMR DRAWN APPROVM DMR DMR SHEET: 8 17 or CAD FILE: 47l WATERLEAF-BAS PROJECT NO: 3471 F f k h� o` �h r C'T <. i �rf ;14 i .r` "-------- --_--------- ______---^ ' r } DOWNSTREAM',-_-- �! CONVEYANCE (LOWER) ^4' INV. IN:4.4' INV. OUT:4.3' L AyG. DEPTH:18" IN GC �• _ _ AVG. 86TTbM WIDTH:B' SIPE`•.SLOPE 6:1 y --- - -- ---- SEE`SWAtE L_€NER SPKCIRCA7IONS -- - „ -_ t 40 LF OF 18" RCP PIPE PIPE INV. IN: 7,70' PIPE INV OUT:7.5O' � I -------------- ' r -- - -- - ----ti 40 LF OF 18" RCP PIPS•, y d / PIPE INV. IN: 7.50' PIPE INV DUT:7.40' -------- — ------------ ------ _ w ,C4.r - -- - -- -------- - ~ ^« - - ------- ---------------- I'./ /// / . PLAN;.LEGEND TRACT BOUNDARY --� RIGHT OF WAY PROPOSED LOT LINE —_- ADJOINING LOT LINE �•-• -^^^ EXISTING DITCH CENTERLINE - - - - -- - - - - - - - - - - - - -- EXISTING GROUND CONTOUR AS NOTED EXISTING CULVERT --�-•- • • • PROPOSED SWALE CENTERLINE PROPOSED GRADE CONTOUR AS NOTED W/ FLLAIRED END 5 CTIONS ROADWAY CULVERT AS NOTED PR POSEDDROPINLE CONVEYANCE PIPE AS NOTED PROPOSED RIP -RAP PROTECT}ON PROPOSED DRAINAGE FLOW DIRECTION PROPOSED DRAINAGE BREAK PROPOSED AQUATIC SHELF PLANTINGS APPROXIMATE "404" WETLAND AREA GRAPHIC ( IN FEET ) ] inch = 100 ft. ca. � 0 r L, T N (, L7 3 0 s c rn 0 rn c Ci � f�Up ."GL.p I v_• � � q0 4 N tp O mV�Zr6N }ZmxNN u l!) V ' in O ... Lo Cq Mii17a_Y—L, �? N rya rl tn w v L`J T E wwwuj C €:at Cn n` a, r e p gle P: O � QO 14 "d oN u u U n. C7 � w U P. P aD a o 0 z �� OUF�� 0P�a Q z O Q U I- O0 O � z z O C0 z z w 0 U Ll w Ll c O LLI 2 I•- LLI CC] Laa a d z O O� w W ! a o O z �9CgG - +rCn� w„ `•�* 1DW A � �l� 9. V 1p� 62 1d 0 DATE: 05- DESIGNED: CHECXED! BPG DMR DRAWN: APPROVED: DMK DMR SHEET: 9 17 OF CAD FILE: 3471-WATERLEAF-BASE PROJECT NO: 3471 m cu I� AN B '-4 1/2•T+--n 1/4' T T m a � E Q, Q E I M I I 777771 m fU � t7 A o g7p 1 a CD r V* SECTION B-B 2'-9' 2'-1 1\4' ----r+ 2'.0. V-11 3/4' ---�-I 1 1/2' /B• I �1. N -- -j4 1/&H 3 1/4-1 -.-.-.-k'-1/2"1�-9 3/4-l 1/2' SECTION A --A DROP INLET FRAME & GRATE DETAIL NOT TO SCALE NCDOT STD 840.16 �L SECTION A -A COVER PLAN VIEW 8" 3,-0" B. BRICK DROP INLET GENERAL NOTES 1. SPECIFICATIONS ATTACKED HEREON REFLECT THOSE A; OUTLINE IN NCDOT STANDARD 840.15, BRICK DROP INi ET. AN ALTERNATE PRECAST DROP INLET MAY BE UTILIZED BASED UPON PRIOR APPROVAL BY THE ENGINEER. 2. MORTAR JOINTS" 2--1/4"0-5/8"x7-5/8" 3. USE CLASS "B" CONCRETE THROUGHOUT CONCRETE OR CLAY BRICK, 4. USE FORMS FOR CONSTRUCTION OF THE BOTTOM SLAB. ALTERNATE EVERY OTHER 5. USE #4 BAR DOWELS AT 12: CENTERS COURSE (AS SHOWN) 6. DEDUCT FOR PIPE(S) FROM TOTAL CU. YDS. OF BRICK MASONRY. 7. PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12" ON CENTER. USE STEPS WHICH COMPLY WITH STD. DWG. 840, 66. 8. USE BRICK OR CONCRETE BLOCK WHICH COMPLIES WITH THE REQUIREMENTS OF SECTION 840 OF THE STANDARD SPECS, 9. IN REINFORCES CONCRETE PIPE IS SET IN BOTTOM SLAB, ASS TO SLAB AS SHOWN ON STD. NO. 840.00. 10. FOR 8'-•0" IN HEIGHT OR LESS, USE 8" WALL. OVER 8'-0" IN HEIGHT, USE 12" WALL TO 6'--0" FROM TOP OF WALL AND 8" WALL FOR THE REMAINING 6'-0". QUANTITIES TO BE ADJUSTED ACCORDINGLY. 11. CONSTRUCT WITH PIPE CROWNS MATCHING. 12. DO NOT USE BRICK MASONRY DROP INLET IN LOCATIONS SUBJECT TO TRAFFIC. 13. CHAMFER ALL EXPOSED CORNERS 1". 14. ANY DEVIATIONS FROM THE APPROVED PLAN & SPECIFICATIONS SHALL BE APPROVED BY THE ENGINEER PRIOR TO CONSTRUCTION. OUTL FINISHED rRATTF PLAN VIEW SECTION B-B STANDARD DROP INLET DETAIL NOT TO SCALE NCDOT STD 840.32 APPROVED SUITABLE FILL MATERIAL COMPACTED TO 95% MAX. DENSITY COMPACTED TO 95% MAX. DENSITY AS DETERMINED BY ASTM D698 AS DETERMINED BY ASTM 0698 TOP OF FILL OR PAVEMENT TOP OF FILL "s. � I illy •i I f I • I� _ _ � _ _ I -I ..,}•. i I UNDISTURBED SOIL }{ UNDISTURBED SOILMill _� SELECT BACKFILL MATERIAL CLASS III OR SELECT BACKFILL MATERIAL CLASS III OR CLASS It, TYPE 1 A13OVE & BELOW SPRINGLINE + I CLASS 11, BELOW SPRINGUNE BACKFILL IIII BACKPLL SHALL BE PLACED IN 6" LAYERS SHALL BE PLACED IN 6' LAYERS AND J AND COMPACTED TO 90% MAXIMUM DENSITY COMPACTED TO 90% MAXIMUM DENSITY AS AS DETERMINED BY ASTM D698 TO 12" ABOVE DIA/4 DETERMINED BY ASTM D698 TO 12" ABOVE DA/4 TOP Or PIPE TOP OF PIPE •`::::• HAUNCH ZONE- FULLY COMPACTED '•;: �•: "III HAUNCH ZONE- FULLY COMPACTED :?: '�'. , kl LOOSELY PLACED SELECT MATERIAL CLASS III OR :PIPE DIA i.0. 6 MIN. NOT LESS THAN 6" LOOSELY PLACED SELECT MATERIAL CLASS III OR PIPE DIA I.D./6 MIN. NOT LESS THAN 6" CLASS It, TYPE 1 FOR PIPE BEDDING. LEAVE CLASS II, TYPE 1 FDR PIPE BEDDING. LEAVE SECTION DIRECTLY BENEATH PIPE UNCOMPACTED COMPACT AFTER PIPE IS SECTION DIRECTLY BENEATH PIPE UNCOMPACTED COMPACT AFTER PIPE IS AS PIPE SEATING AND BACKFlLL WILL ACCOMPLISH PLACED & PRIOR TO AS P?E SEATING AND BACKFILL WILL ACCOMPLISH 0 D 13' PLACED & PRIOR TO FCOMPACTION. COMPACTION. 30" PLACEMENT OF FILL PLACEMENT OF FILL STANDARD FLEXIBLE PIPE INSTALLATION DETAIL STANDARD RIGID PIPE INSTALLATION DETAIL NOT TO SCALE (FLEXIBLE H.D.P.E PIPE MUST BE DUAL WALL) NCDOT STD 300DO1 NOT TO SCALE NCDOT STD 300D01 GENERAL INSTALLATION NOTES: 1 ALL EXCAVATIONS SHALL COMPLY WITH THE TERMS AND CONDITIONS OF THE CONSTRUCTION STANDARDS FOR EXCAVATIONS IN OSHA "SAFETY AND HEALTH REGULATIONS FOR CONSTRUCTION", CHAPTER XV11 OF TITLE 29, CPR, PART 1926. THE CONTRACTOR SHALL HAVE A COMPETENT PERSON ON THE JOB AT ALL TIMES AND SHALL EMPLOY A PROFESSIONAL ENGINEER TO ACT UPON ALL PERTINENT MATTERS OF THE WORK. 2- DO NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS BEEN PROPERLY BACKFILLED AND COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL. a THE PIPE CULVERT INSTALLATION SHALL BE INSTALLED IN ACCORDANCE WITH NCDOT TYPICAL STANDARD DETAIL 300DO1. I.D. = THE MAXIMUM HORIZONTAL INSIDE DIAMETER DIMENSION. Q.Q. = THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSION, H = THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT ALONG THE PIPE FROM THE TOP OF THE PIPE TO THE TOP OF THE EMBANKMENT OR TOP OF THE PAVEMENT STRUCTURE AT THAT POINT. SPAN_ A I W � A PLAN VIEW SIDE VIEW FLARED END SECTION DETAIL NOT TO SCALE (APPLY TO ROADWAY CULVERT CROSSINGS ONLY) PIPE LENGTH COMPUTED TO HERE NDARD COUPLING BAND FOR TYPE 3 SEED, SPRIG, OR SOD SWALE SIDE SLOPES & BOTTOM WITH COMMON BERMUDAGRASS TYPICAL RIW SWALE NOT TO SCALE 3: 1(N: V) SIDE SLOPES SECTION VIEW MIN. LONGITUDINAL SLOPE: 0.10X INSTALL. FILTER FABRIC UNDER GRATE UNTIL COMPLETION OF FINISHED GRADE CONSTRUCTION, CONFIGURATION MAY DEVIATE AS SHOWN. SEE PLAN SKIRT LIGHT DUTY RATED CAST IRON FRAME & GRATE OR SOLID COVER H.D.P.E DROP INLET STRUCTURE.-:��ELEVATIONS AND DIAMETER ASPE \\�i�O;\�\\�i\\� \\��DIAMETERI AS NOTED ON PLAN ��\i\\�\/��•ri��NOTED ON PLAN H.D.P.E. JUNDTION BOX DETAIL NOT TO SCALE LOCATIONS AS NOTED '-1 /4%3-•S/8"X7-5/8„ :ONCRETE OR CLAY BRICK, kLTERNATE EVERY OTHER OURSE (AS SHOWN) SEE NOTE BUILDING PAD ELEV. AS NOTED SLOPE AS REQUIRED TO Io TYPICAL DROP INLET FRAME AND GRATE I cc 9.0' iD 84' 'a DISCHARQE YO- " DISCHARGE WINDOW M NTERI - TEMP. POOL E(O. 2ND STAGE DRAWDOWN NE!R CREST ELEVATION PERM. POOL ELEV. 1ST STAGE DRAWDOWN CA 6" ORIFICE ELEVATION 7' WEER LENGTH 1ST STAGE DRAWDOWN DEVICE (SEE DETAIL) OUTLET CONTROL STRUCTURE NO SCALE LOCATION AS NOTED ON PLAN 10' WIDE AQUATIC SHELF 10.1 SIDE SLOPE VEGETATE PER PLANTING SCHEDULE BELOW AND AT LOCATIONS WHERE. BASIN LM SEDIMENT STORAGE BOTTOM ELEV. REMOVAL ELEV. BASIN #1 0.5, NOTE: ACCUMULATED SEDIMENT SHOULD BE REMc,"ED DOWN TO THE PONDS ORIGINAL DESIGN DEPTH, NOTE: DURING CONSTRUCTION, THE POND WILL BE UTILIZED AS AN EROSION & SEDIMENT CONTROL BASIN. ONCE CONSTRUCTION IS COMPLETE AND THE: SITE IS PROPERLY STABILIZED THE LAKE SHALL BE CLEANED AND RESTORED TO ITS DESIGN SPECIFICATIONS AND THE BANKS AND AQUATIC SHELF PERMANENTLY SEEDED, SEED, SPRIG, OR SOD SWALE SIDE SLOPES I & BOTTOM WITH COMMON BERMUDAGRASS I AVG . DEPTH: 12' 3 1 TYPICAL PROPERTY LINE SWALE NOT TO SCALE 3: 1(H: V) SIDE SLOPES SECTION VIEW 1/10% LONGITUDINAL SLOPE SEED, SPRIG, OR SOD SWALE SIDE SLOPES do BOTTOM WTH COMMON BERMUDAGRASS TYPICAL PRIMARY OUTLET SWALE NOT TO SCALE 6; 1(H: V) SIDE SLOPES SECTION VIEW MIN. LONGITUDINAL SLOPE., 0.107 THREADED PLUG 6" DfA. PVC DRAWDOWN 6'x6" TEE R POOL ELEVATION INV. 6.5, MST. PROPERLY SUPPORT AND " DIA. PVC PIPE SECURE PIPE ALONG LENGTH TO STRUCTURE ELEVATION I I INV. - &Or M5L BUILDING PAD FILLED 12.0 M!N. 1.0% CROWN 12" 1.0% CROWD POND BOTTOM ELEVATION VARIES (SEE PLAN) I I TYPICAL P/L SWALE 1st STAGE DRAWDOWN VICE SIDE SLOPE: 3:1(H:V) NOT TO SCALE (LOCATIONS AS DENOTED ON PLAN) I I A GITUDINAL SLOPE: 0.17. AVG. DERTH:12" NOTE SHALL EXTEND FROM REAR OF TEMPORARILY PLUG DEVICE i BUILDING PAD AND GRADED 70 AT INSTALLATION AND REMOVE ONCE SITE HAS z i PROMOTE DRAINAGE TO FRONT. BEEN PERMANENTLY L STABILIZED. 10 69OUTLET CQUIBOL STRUMEL NEES: 1, STRUCTURE DESIGN SPECIFICATIONS SHALL CONFORM TO LATEST ASTM C913 SPECIFICATIONS FOR 'PRECAST CONCRETE WATER & WASTEWATER STRUCTURES. 2. CONCRETE COMPRESSIVE STRENGTH SHALL BE A MINIMUM OF 4,000P51. 3, STEEL REINFORCING DESIGN TO CONFORM TO THE REQUIREMENTS OF ASTM C890 SPECIFICATIONS FOR "STRUCTURAL DESIGN LOADING FOR WATER & WASTEWATER STRUCTURES" AND SHALL UTILIZE GRADE 60 RE -BARS CONFORMING TO THE REQUIREMENTS OF A57M A615 OR WWF CONFORMING TO THE REQUIREMENTS OF ASTM A185 OR BOTH, 4, PROVIDE ADDITIONAL REINFORCING AT OPENINGS AS PER NCDOT REQUIREMENTS. 5. PIPE PENETRATION TO BE AS SPECIFIED. PIPE TO BE INSTALLED AS PER NCDOT STANDARDS FOR MORTAR JOINT CONNECTIONS. 6. JOINTS TO BE SEALED WITH BUTYL RUBBER JOINT SEALANT CONFORMING TO THE REGUMEMENTS OF ASTM C990, OR MORTAR AS PER NCDOT REQUIREMENT'S OR BOTH. 7, ANY DEVIATIONS FROM THE APPROVED PLAN & SPECIFICATIONS SHALL BE APPROVED BY THE ENGINEER PRIOR TO CONSTRUCTION. AREAS, VOLUMES, AND STAGES OF WET -DETENTION POND POND BOTTOM SURFACE AREA: 114,293 S.F. 0 ELEV. 0.5' TOP OF SEDIMENT STORAGE SURFACE AREA: 119,564 S.F 0 ELEV. 1.5' r..:., .-rr,",rur cTnoxcr vnr Blur. gee nnn rr STORMWATER MANAGEMENT POND CROSS SECTION NOT T0 SCALE S A (LOCATIONS A C LOC T10N S DENOTED ON PLAN I I I TYPICAL DRIVEWAY CULVERT 1 l INSTALLED AT LOT DEVELOPMENT MINIMUM DIAMETER: 15' MUST MATCH GRADE AND SLOPE OF EXISTING ADJACENT UP AND DOWNSTREAM R/W SWALE. TYPICAL ROADWAY SWALE SIDE SLOPE: 3: I(H: V) " AVG. DEPTH:18't 1 a I 45' R/W- oI _ ....,, E.O.P- - - - CA - TYPICAL OVERLOT GRADING & DRAINAGE DETAIL 10 WIDE AQUATIC SHELF 10:1 SIDE SLOPE VEGETATE PER PLANTING SCHEDULE BELOW AND AT LOCATIONS WHERE VEGETATE CREST OF BERM PER PLANTING SCHEDULE SPECIFIED OELOW PERM, POOL ELEVATION. PERMANENT POOL ELEVATION: 6.5' '-TOP OF BERM ELEVATION:iGE:O'l \/ FOREBAY FOREBAY BERM j\\ SEDIMENT `STORAGE ELEV 151 POND BOTTOM EtEV : 0.5'.1 POND FOREBAY SECTION NOT TO SCALE (LOCATIONS AS DENOTED ON PLAN) SEED, SPRIG, OR SOD SWALE S1DE SLOPES & BOTTOM WITH COMMON BERMUDAGRASS DRAWDOWN OUTLET SWALE NOT TO SCALE (LOCATION AS DENOTED ON PLAN) INVERT IN ELEVATION:6.5' INVERT OUT ELEVATON;5,2' LENGTH: 280't AVERAGE DEPTH: 2.5' SIDE SLOPE: 6:1(H:V) LONGITUDINAL SLOPE: 0.005 ft/ft VEGETATE WITH COMMON BERMUDA GRASS LET CONTROL STRUCTURE LEE DETAL THIS SHEET) n SLOPE AS REQUIRED TO E I GI 115 nl nlr o. nC A(3UATIC RHFI F PI ANTIN(: R(:HFnl It P BUILDING PAD ELEV. AS NOTED PLANT TYPE PLANT SPACING PLANTING LOCATION JOE-PYE WEED (EUPATORIUM RSTULOSUM) SWAMP MILKWEED (ASCLEPIAS INCARNATA) PERIMETER AQUATIC SHEL- WHITE TURTLEHEAD (CHELONE GLABRA) PER VENDOR NOTE APnVF PERM. POOL ELEV.(SEE MINIMUM OF (3) SPECIES LIZARD'S TAIL (SAURURUS CERNUUS) BELOW) RECOMMENDED SAW GRASS (CLAMUM JAMAICENSE) SWEET FLAG (ACORUS CALAMUS) BLUE FLAG IRIS (IRIS VIRGINICA) PER VENDOR PERIMETER AQUATIC SHELF BELOPERM. POOL ELEV. ARROW ALUM (PELTANDRA VIRGINICA) (SEE NOTE MINIMUM OF 3) SPECIES PICKEREL WEED (PONTEDERIA CORDATA) BELOW) (NOT TOECOMMENDED EXCEED 6" DEPTH) DUCK POTATO (SAGITTARIA LATIFOLIA) COMMON BERMUDAGRASS (SEE PERM' SPECS.) G VEGETATIVE SHELF ABOVE PERIMETER AOUA-RC SHELF NUIL: GUNIACI ENGINLEK FUK A LIST OF VENDORS THAT MAY OFFER THE ABOVE LISTED SPECIES OR ACCEPTABLE ALTERNATIVES. VENDORS TO BE CERTIFIED BY THE N.C. DEPT. OF AGRICULTURE AND CONSUMER SERVICES AND APPROVED BY NO DWQ-WETLANDS/401 UNIT. DOWNSTREAM CONVEYANCE WALE LOWER REACH NOT TO SCALE (LOCATION AS DENOTED ON PLAN) INVERT IN ELEVATION:4.4' INVERT OUT El FVATION:4,3' LENGTH: 50'f AVERAGE DEPTH: 1.5' AVG. BOTTOM WIDTH: 8.0' SIDE SLOPE: 6:1(H:V) LONGITUDINAL SLOPE: 0.002 ft/ft L.NE WITH CLASS "A" EROSION CONTROL STONE SEED, SPRIG, OR SOU SWALE SIDE SLOPES & BOTTOM WITH COMMON BERMUDAGRASS DOWNSTREAM CONVEYANCE SWALE UPPER REACH NOT TO SCALE (LOCATION AS DENOTED ON PLAN) INVERT IN ELEVATION:5.0' INVERT OUT ELEVATION:4.4' LENGTH: 90'* AVERAGE DEPTH: 2.0' SIDE SLOPE: 6:1(H:V) LONGITUDINAL SLOPE; 0.007 it/f{ VEGETATE WITH COMMON BERMUDA GRASS a � o n _ L C G � L 0 of o n v 0Qoz� nr ci -"x , o x bGrn NZm2N°I [n n > T:d=rnla¢ CA d•O: Yv � NMIM W V) on°1 • C v m 1� O.. a L 'o, a � c � o • • z W z O U z cn z 0 U FZ- o W W Z a rT 1 tT7 h+� a a CC LL1 !L W CL V3 F- LIJ s 3-- ti w U m Mid Ul cc Zo 0 w U Ld Ld Ld Q 1 O sd . e pa Y 8 � � (pVif/ cgs tr A 5-5-11 AS NOTED BPG DMIR DMR APPIRMUN DMR sIgm r: 15 17 oF CAD PILE: 3471 COLEDI IROa r NO: 3471 NERAL PROJECT NOTES: CONSTRUCTION SEQUENCE LAND GRADING CONSTRUCTION SPECIFICATIONS PERMANENT SEEDING TEMPORARY SEEDING SODDING The purpose of permanent seeding is to reduce erosion The purpose of temporary seeding is to temporarily stabilize The purpose of permanent seeding is to prevent erosion .4JECT NAME: ALBEMARLE PLANTATION CONSTRICTION ACTIVITY SCHEDULE CONSIDERATION 1. Construct &maintain all erasion &sedimentation control practices & and decrease sediment yield from disturbed areas, and denuded areas that will not be brought to final grade fora sediment and runoff b stabilizing the and damage from d y g WATERLEAF SECTION Construction Access-- First land -disturbing measures in accordance with the approved sedimentation control plan and to permanently stabilize such areas in a manner that is period of more than 21 calendar days soil surface with permanent vegetationfor the purpose of: BETHEL TOWNSHIP, PERQUIMANS COUNTY, NORTH CAROLINA Construction entrance, activity -Stabilize bare areas construction schedule. economical, adapts to site conditions, and allows selection --the provision of immediate vegetative cover in critical areas 'VELOP€R: ALBEMARLE PLANTATION HOLDINGS, LLC construction routes, equipment immediately with gravel & of the most appropriate plant materials. These creas TEMPORARY SEEDING SPECIFICATIONS -to stabilze disturbed areas with a suitable plant material ONE PLANTATION DRIVE parking areas temporary vegetation as 2. Remove good topsoil from areas to be graded and filled, and pre-,erve it must be seeded or planted within 15 working days or 90 Seeding Recommendations for Late Winter & Early Spring that cannot be established by seed. HERTFORD, NC 27944 OJEGT DESCRIPTION: 87 LOT RESIDENTIAL SUBDIVISION construction takes lace. P for use in finishing the grading of all critical areas. 9 9 g calendar days g temporary ys after final rode is reached, unless tern orar SEEDING DATES-- December 1 to April 15 p -to stabilze drama ewe s &channels and other areas of � 9 Y stabilization is applied. SEEDING MIXTURE concentrated flow where flow veloc€ties will not exceed that AREST RECEIVING STREAM: YEOPIM CREEK- INDEX NUMBER: 30-94-(2) Sediment Traps & Barriers Install principal basins after 3. Scarify areas to be tapsoiled to a minimum depth of 2 inches before Species Rote (lb/acre) specified grass lining. REAM CLASSIFICATION: SC-PASQUOTANK RIVER BASIN Basin traps, sediment fences, construction site is accessed. placing topsoil. PERMANENT SEEDING SPECIFICATIONS Winter Rye (grain) 120 (Annual Ryegrass shall not be used) DJECT DISTURBANCE TABULATION: & outlet protection Install additional traps and d Seeding Recommendations for Summer Annual Lespedeza 50 SODDING SPECIFICATIONS S d 1't 'AL TRACT AREA: 54.48 AC, kDWAY, DRAINAGE, AND LOT GRADING AREA. 35,130 AC. ,. DISTURBED AREA: 0.20 AC.S aL MAXIMUM DISTURBED AREA: 36.00 AC. E: -eas have been calculated utilizing properties within the Autocad software. E. ccavated material occurring during the course of construction will remain on -site e utilization of roadway preparation and earthen embankment construction. ingle of graded slopes and fills shall be no greater than the angls that can be ,ad by vegetative cover or other adequate erosion control devices or structures. r event, slopes left exposed will, WITHIN 21 CALENDAR DAYS OF PLETION of any phase of grading, be planted or otherwise provided wlth orary or permanent ground cover, devices, or structures sufficient to restrain on. A permanent ground cover for all disturbed areas must be provided WITHIN `ORKING DAYS OR 90 CALENDAR DAYS (whichever Is shorter) following pietiun of construction or development. barriers as nee ed during grading. 4. Clear & grub areas to be filled to remove trees, vegetation, roots, or other objectionable material that would affect the planned stability of fill. SEEDING DATES- April to July SEEDING MIXTURE (Kobe) *Omit Annual Lespedeza when duration of temporary cover a Qua I y --Sod should be machine cut at ❑ uniform depth of 1/2-2 inches Species Rate is not to extend beyond June -Sod should not have been cut in excessively wet or dry weather. Runoff Control- Install key practices after 5. Ensure that fill material is free of brush, rubbish, rocks, logs, stumps, Common bermudagross 10/1,000 sf (sprigs) -Sections of sod should be standard size as determined by the Diversions, perimeter dikes, principal sediments traps and building debris, and other materials inappropriate for constructing stable fills. 1-2 ib/1,000 sf (seed) Soil Amendments- supplier, uniform, and untorn_ wa er bar n t s a d outlet , r before land grading. I 9 9 SEEDING NOTES- Fallow recommendations of sail tests or apply 2,000 lb/acre - # support heir S actions of sod should ha strong enough to s o t t awn g 9 PP protection additional runoff -control 6. Place all fill in layers not to exceed 9 inches in thickness, and compact 1. Sprig or sod. Moisture is essential during initial establishment. _ ground agricultural limestone and 750 lb/acre i0 10-10 fertilizer. weight and retain their size and shape when lifted by one end. ' conveyance men surer Burin g the layers as required to reduce erasion slippage, e settlement, or y q pp g se t, other Sod must be kept watered for 2-3weeks, but can be planted _ Ira f sod t lace within Harvest, delivery, and insta tlon a should eke p It n grading, related problems. earlier or later than sprigs, Mulch- a period of 36 hours. f Runoff Conveyance System- Y Ys Where necessary, stabilze Y. 7. o not D incorporate frozen material or soft muck or hi compressible E P highly c essib e g Y P Soil Amendments- - I A 4 000 I ore straw. Anchor straw b tacking with asphalt, t I b a k 9 Apply / Y P Soil Amendments - Stabilize streambonks, storm streambanks as early as possible. materials into fill slopes. Apply lime and fertilizer according to soil tests or apply netting, or a mulch- anchoring tool. A disk with blades set nears g' g Y Apply Time and fertilizer according to soil tests or apply drains, channels, Inlet & outlet Install principal runoff conveyance p P Y 3 000 lb/acre ground agricultural limestone and 500 Ib/acre straight can be used as a mulch -anchoring tool. 'm 2 ors acr of pulverized agricultural limestone and 1 000 lb/acre t / e P 9 / acre protection, slope drains system with runoff --control 8. Do not place fist an a frozen foundation, due to possible subsidence and 10- 10-10 fertilizer, or 50 lb/acre sore nitrogen frarvt turf -type / 9Maintenance- 10--10-10 fertilizer in the fall, or 5-10-10 in sprin_ measures. Install remainder of system after grading. slippage. slow -release fertilizer. Add 25-50 lb/acre nitrogen at Refertilize if growth is not fully adequate. Reseed, fertilize and mulch Prior to laying sod, clear the soil surface of trash, debris, 9. Keep diversions and other water conveyance measures free of sediment 2--3 week intervals through midsummer. immediately following erosion or other damage. roots, branches, stones, and clods larger than 2 inches in Land Clearing & Grading- Site preparation- cutting, Begin major clearing and grading after principal & key during all phases of development. Sprigging- Seeding Recommendations for Summer diameter. Fill or level low spots in order to avoid standing filling & grading, sediment runoff -control measures are 10. Handle seeps or springs encountered during construction in accordance Plant sprigs in furrows with c tractor -drawn transplanter, SEEDING DATES- April 15 to August 15 water. Rake or harrow the site to achieve a smooth cnd level final grade. Complete soil preparation b robin or g P P P y g traps, barriers, diversions, installed. Clear barrow & disposal with approved methods. or broadcast by hand. SEEDING MIXTURE cultipacking to firm soil. drains, surface roughening areas as needed. Install Species Rate (Ib/acre) E: additional control measures as Furrows should be 4--6 inches deep and 2 feet apart. German Millet 40 11. Provide a groundcover (temporary or permanent) on exposed slopes within Sod Installation - property contains approximately 1.0 acre of ALOE "404" Jurisdictional wetlands. grading progresses. Mark trees & 21 calendar days, following completion of any phase of grading; and, a Place sprigs obout 2 ft. apart in a row with one end 1. Moistening the sod after it is unrolled helps maintain viability. buffer areas for preservation. permanent groundcover for all disturbed areas within 15 working days or 90 at or above ground level. Soil Amendments - Store in shade during installation. Follow recommendations of soil tests or apply 000 Ib acre round ]ndrd (whichever 2 IMENTATION AND EROSION CONTROL NOTES: ca e e a wh c ever is shorter following completion i f P r o et ono construction r P Y % g surface ( n o 2. Rake the sail su ace to break the crust just before laying days ) 9 P Surface Stabilization- Apply temporary or permanent Broadcast at rates shot':n above, and press sprigs into J �^ g tRATIVE AND SITE DATA PP Y P y P development. agricultural limestone and 750 Ib/ocre 1 D-10--10 fertilizer. sod. During the summer, lightly irrigate the soil, immediately Temporary &permanent stabilization measures the top 1/2-2 inches of soil with a disk set straight before Ia n sod to coos the soil and reduce root burning & project will consist of the construction of roadway, drainage, and utility so that s � g g i edin mulching, sprigs are not brought back toward the surface. seeding, mul g, sodding, immediately an all disturbed 12. Provide adequate protection from erosion far a[! topsoil stockpiles, barrow P g g Mulch- dieback. structure improvements to service the proposed 87 Lot Wateleaf Subdivision P P P riprap. areas where work is delayed or Incas, and spoil areas. Apply 4,000-lb/acre straw. Anchor straw by tanking with asphalt, 3. Do not sad on grave, frozen soils, or soils that have been Lion of Albemarle Plantation in the Bethel Township, Perqu'rrnans County, North complete. Mulch- netting,or a mulch-anchoringtool. A disk with blades set near) treated recent) with sterilonts or herbicides. DI€na. The project site is lokDated In the southern corner of the Intersection of Holiday Do not mulch. Y y ,id Rd. SR1347 and the Plantation's existing ravel construction road, MAINTENANCE straight can be used as amulch-•anchoring tool. 4. Lay the first row of sod in a straight line with subsequent ( ) 99 Building Construction- install necessary erasion & Periodically check all graded areas & the supporting erosion & sedimentation rows placed parallel to and butting tightly against each other. 0 . site' existing topographyis relative) flat with slo es ranging between 0-1 /a s e 9 Y t, P 9 9 Buildings, utilities avin sedimentation control practices Maintenance- Dss the area of proposed development. A ravine located along the entire eastern g paving. work k P control practices, especially otter heavy rainfalls. Promptly remove all W s n - Maintenance- Stagger strips in a brick -like pattern. Be sure that the sod is as rk takes place, sediment from diversions and other water -disposal practices. If washouts or Water a needed and mow to 3/4 to 1 inch height, Refertilize if growth is not fully adequate. Reseed, fertilize and not stretched or overlapped and that all joints ,ndary of the property slopes quickly down to a blue line stream that flows from breaks occur, repair them immediate! Prompt maintenance of small -eroded Topdress with 40 lb/ocre nitrogen in Aril, 50 lb in May, Ida Island Rd. south to Pasquotank Blvd. Elevations across the site range from p Y• P 9 P Y mulch immediately following erosion or other damage. are butted tightly to prevent voids. Use a knife Y 9 Landscaping Final Stabilize II open in p ng & a 5 z a p n areas, eluding areas before they become significant gullies is an essential part of an 50 Ib in June, 50 lb in July, and 25 ib in August. or sharp spade to trim and fit irregular shaped areas. 0 ft msl in the northwestern corner near the intersection of Holiday Island Rd. and Stabilization- borrow & spoil areas. Remove & effective erosion & sedimentation control plan. Seeding Recommendations for Fall 5. Install strips of sod with their longest dimension perpindicular construction Rd., to 3 ft msl along the southern lengths of the stream noted above. Topsoiling, trees & shrubs, stabilize all temporary control SEEDING DATES-- August 15 to December 30 to the slope. On slopes of 3.1 or greater, or wherever erasion may site Is partially open agricultural land and partially wooded. A system of typical farm permanent seeding, mulching, measures, has run east and west across the tract. Approximately 60% of the site's current sodding, riprap SEEDING MIXTURE be a problem, secure end with pegs or staples. 6. As sodding of clears defined areas is completed, roll off is directed to the eastern boundary stream which crosses south under Species Rate (lb/acre) g y camp , quotank Blvd. and ultimately discharges to the southern branch of Franks Creek, a - Winter Rye (grain) 120 sod to provide good contact between roots and soil. 7. After rolling,irrigate until the soil is wet 4 inches below the sod. 6 Soil Amendments- 3tary to Yeopim Creek and the Yeopim River. Runoff from the remaining 40 /o of the POSTS MUST BE 1.33 LBILINEAR FT. STEEL WITH WHEN STANDARD STRENGTH FILTER FABRIC I. USE SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT V> A Its- 8 sodded area moist to h 4 drains through two separate existing roadway culverts located along the tracts A MIN. LENGTH OF 6'. POST SHALL HAVE PROJECTIONS Follow recommendations of soil tests or apply 2,000 Ib/ocre ground Keep dde s This adept of inches until 9 p 9 Y 9 1S UTILIZED WIRE FENCING MUST ALSO BE POLYOLEFINS OR POLYESTER, WHICH IS CERTIFIED BY THE Item boundary with Pasquotank Blvd. These culverts discharge through relatively TO FACILITATE FASTENING OF FILTER FABRIC. INSTALLED ON UPSTREAM SIDE OF POSTS. MANUFACTURER AS CONrORMING TO THE REOUIREMENTS IN agricultural limestone and 1,000 lb/acre 10-10-10 fertilizer. the grass takes root. This can be determined by tugging on the roc art lengths of swale into a wetland ravine to the west. Waters within this ravine are INSTALL POSTS & O.C. MAX WHEN STANDARD EXTNED MAX. 24" ABOVE EXISTING GRADE TO ASTM D 6461, FUER FABRIC SHALL CONTAIN ULTRAVIOLET RAY 9. Mowing should not be attempted until the sod utary to the northern branch of Franks Creek and ultimately Yeopim Creek as noted FABIRC & WIRE SUPPORT FENCE ARE UTILIZED, BOTTOM OF TRENCH. INHIBITORS AND STABILIZERS To PROVIDE A MINIMUM OF s Mulch- is firmly rooted, usually 2-3 weeks. eve.. The site currentlyContains no structural development. There are a raximatel MONTHS OF EXPECTED USABLE CONSTRUCTION LIFT. AT A pP Y i 1EMPERATURE RANGE Of 0 TO UWE Apply 4,000'--lb/acre straw. Anchor straw by tacking with asphalt, INSTALL POSTS 6 O.C. MAX WHEN EXTRA STRENGTH Sodded Waterways acre of 404 jurisdictional wetlands on the site. Surrounding land use is either ttlhitdisk bladesl FABIRG WITHOUT WIRE FENCE l5 UTILIZED. 2, CONSTRUCT THE SEDIMENT BARRIER OF STANDARD OR EXTRA neing, or a mulch-anchorng tool. A diswith set nearly 1, Prepare soil as described above. dential or agricultural !n nature. STRENGTH SYNTHETIC FILTER FABRIC. ENSURE THAT THE HEIGHT straight can be used as a mulch -anchoring tool. suant to the USDA Soil Survey Manual of Perquimans County, site soils are MIN. 14 GA, OF THE SEDIMENT FENCE 00ES NOT EXCEED 24 INCHES ABOVE 2, Lay sod strips perpindicular to the direction of flow, with WIRE FENCING THE GROUND SURFACE. the lateral joints staggered in a brick --like pattern. iarily composed of Roanoke Silt Loam. Roanoke series sails are described as being 3, CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT Maintenance- Butt ed es tightly to ether. iy level and poorly drained with permeability rates ranging from 0.06 Inlhr to 2.0 STEEL POSTS ONLY MAX. 6' X 6 SPACING TO THE LENGTH OF THE BARRIER TO AVOID JOINTS, WHEN Repair and refertilize damaged areas immediately. Topdress with g 9 Y g Seasonal high water tables are typically described as being at or near the surface JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH 50 lb/acre of nitrogen in March. If it is necessary to extend temporary Maintenance- JTENANCE: • ONLY AT A SUPPORT POST WITH 4 FT' MINIMUM OVERLAP TO 1ECK TEMPORARY EROSION CONTROL DEVICES AFTER EACH 36" THE NEXT POST, cover beyond June 15, overseed with 50 Id/acre Kobe Lespedeza in late After the first week, water as necessary to maintain adequate 4. SYNTHETIC FILTER FABRIC SHALT. BE FASTENED SECURELY TO February or Early March. moisture in the root zone & prevent dormant of the sod. 3NIFICANT RAINFALL ANDIOR 91-WEEKLY. REPAIRAND REMOVE p y D[MENT BUILD-UP AS NECESSARY EACH FENCE POST WTH MIN. 50 LB, TENSILE LL STRENGii WRE OR 7tP MES AT TOP, MID--SEGMON AND BOTTOM. FABRIC 5' STEEL POSTS W/2' EMBEDMENT, (MIN.) Do not remove more than one-third of the SITOOt in an one AECK STABILIZED AREAS AFTER EACH SIGNIFICANT RAINFALL f HEIGHTS BE BETWEEN ss" I a' Y DENT. RILLS AND GULLIES MUST BE REPAIRED, RE -SEEDED ANU HALL EN MIN, TO 2 MAX. ABOVE unless Grass height should be maintained between 2-3 inches JLCHED AS SOON AS POSSIBLE. TEMPORARY DIVERSIONS MAY BE GROUND LEVEL ON THE UPSLOPE SIDE OF THE POSTS. EXTRA 9 cCESSARY UNTIL NEW PLANTS DEVELOP. STRENGTH FILTER FABRIC W/6' POST SPACING SHALL BE 19-GA HARDWARE unless otherwise specified, 24" SECURELY FASTENED DIRECTLY TO POSTS. ARE SPOTS MUST BE REUME0, FERTILIZED, MULCHED AND CLOTH, (Y4 MESH ESEEDED AS PROMPTLY AS POSSIBLE, YEARLY REFERTlLIZATION 5. 12 INCHES OF FILTER FABRIC SHALL BE BURIED IN AN OPENINGS) After first growing season, established sod requires EXCAVATED TRENCH APPROXIMATELY 4 INCHES WIDE AND a fertilization, and may also require lime. Follow soil test AY BE REQUIRED TO MAINTAIN PRODUCTIVE STANDS. INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND r commendations ERFORM ROUTINE MAINTENANCE (INCLUDING MOWING AND CLEANING F ROADWAY SWALE) ONCE FINAL STABILIZATION HAS OCCURRED. TE: IE INTENT OF THIS PLAN IS TO: MINIMIZE THE EXTENT AND DURATION OF DISTURBED SOIL EXPOSURE. PROTECT DISTURBED AREAS FROM STORMWATER RUNOFF. STABILIZE DISTURBED AREAS AS SOON AS POSSIBLE. MAINTAIN LOW RUNOFF VELOCITIES (AND PROTECT AREAS WHERE THIS IS NOT POSSIBLE). RETAIN SEDIMENT ON SITE WITH SILT FENCING AND SILT DAMS. HIS PLAN REPRESENTS MINIMUM SEDIMENTATION AND EROSION CONTROL EASURES. ADDITIONAL MEASURES AND DEVICES MAY BE REQUIRED AS ONSTRUCTION PROCEEDS. ANNEL LINER SPECIFICATIONS: newly constructed swoles having a longitudinal slope exceeding 2.0% shall be lined h a protective covering to minimize erosion and protect seed until permanent ,letation is established. vering shall be composed of a bio or photo degradable material to minimize long m environmental impacts, ,Iching with straw or other organic materials can be utilized only when it will not pede the establishment of permanent vegetation. Mulches must be properly chored which may be difficult in the dune environment. An example is straw mulch :h jute netting stapled or pinned in place. manufactured rolled erosion control products (RECP) are highly recommended for s application. RECP's shall be installed according to manufacturer specifications channel linings. An example is a woven straw or wooden fiber Excelsior matting. CONSTRUCT 4' W X 8'D TRENCH ALONG ENTIRE UPSTREAM SIDE OF FENCE STEP 1 FASTEN THE FILTER FABRIC TO THE UPSTREAM SIDE OF POSTS OR WIRE FENCE IF UTILIZED, EXTEND FABRIC 8" DOWN & 4' FORWARD ALONG THE TRENCH, STEP 3 Z1IM,L BACKFILL THE TRENCH AND COMPACT THE SOIL FIRMLY TO ANCHOR THE BOTTOM OF THE SILT FENCE. BURIED FABRIC SHALL NOT BE VISIBLE, bILIF4 TYPICAL SILT FENCING DETAIL NOT TO SCALE LOCA77ON AS NOTED ON PLAN UPSLOPE FROM THE BARRIER. BACKFILL TRENCH PATH MECHANICALLY COMPACTED SOIL PLACED OVER THE FILTER FABRIC. DO NOT ATTACH FILTER FABRIC TO TREES. 6. SILT FENCE SHALL BE INSPECTED AT LEAST ONCE A WEEK do AFTER EACH RAINFALL EVENT. MAKE ANY REPAIRS IMMEDIATELY. SHOUD THE FABRIC COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY. 7. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE, TAKE CARE TO AVOID UNDERM[NING THE FENCE DURING CLEANDUT. B. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE 1T AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED. STEEL POSTS WIRE FENCE FILTER FABRIC N -WIRE OR PLASTIC TIES Z BOTTOM OF WIRE FENCE X AND FILTER FABRIC BURIED w EXCAVATED TRENCH X - �IN FLOW STEEL POST DRIVEN 24" INTO GROUND SECTION A -A -Monti, • si: 2:1 H.V SIDE SLOPE SHALLOW e DEPRESSION AROUND PERIMETER G Poo CONSTRUCTION SPECIFICATIONS 1, UNIFORMLY GRADE A SHALLOW DEPRESSION AROUND INLET. ' 2. DRIVE V STEEL POSTS 2-FT INTO GROUND SURROUNDING INLET, k SPACE POSTS EVENLY AROUND INLET, MAX. 4' SPACING. ° 3. SURROUND POSTS WIWIREMESH HARDWARE CLOTH. SECURE WIRE ° $ r-11`b0 MESH TO THE STEEL POSTS AT TOP,MIDDLE & BOTTOM. PLACE A 2' FLAP OF WiRE UNDER GRAVEL FOR ANCHORING. O 4. PLACE CLEAN GRAVEL (NCDOT #5 OR #57 STONE) ON A 2:1 SLOPE TO A HEIGHT OF 16' AROUND BARRIER AND SMOOTH TO EVEN GRADE. ? • O 5. ONCE CONTRIBUTING DRAINAGE AREAS IS STABILIZED, REMOVE O On ACCUMULATED SEDIMENT, & ESTABLISH FINAL GRADE. 6. COMPACT THE AREA PROPERLY & STABILIZE WIGROUNDCOVER. \ INLET BARRIER INSTALLATION _DROP NOT TO SCALE LOCATIONS AS NOTED ON PLAN ISOMETRIC VIEW # 57 WWASHtO STONE PLACED TO X- HEIGHT OF 16' MIN. ABOVE TOP OF BOX 0.5 X 'D` MIN, MA I tKIAL ca_" V rA i it -Jill THICKNESS ('d') = 1.5 X MAXIMUM DIAMETER - 8" MINIMUM SECTION PIPE OUTLET PROTECTION/ENERGY DISSIPATOR NOT TO SCALE NOTES: SEE PLAN FOR LOCATION 1. 'La' = LENGTH OF APRON. DISTANCE 'La' SHALL BE OF SUFFICIENT LENGTH TO DISSIPATE ENERGY. 2. APRON SHALL BE AT A ZERO GRADE AND ALIGNED STRAIGHT. 3. FILTER MATERIAL SHALL BE GEOTEXTILE FILTER FABRIC OR 6' THiCK MINIMUM GRADED GRAVEL LAYER, 3 MOUNTABLE BERM (6, MIN.) 50' MINIMUM EXISTING PAVEMENT EARTH FILL •• GEOTEXTILE CLASS 'C' OR BETTER "�~- PIPE AS NECESSARY MINIMUM 6' OF 2"--3" AGGREGATE OVER LENGTH AND WIDTH OF EXISTING GROUND PROFILE VIEW STRUCTURE * 50' MINIMUM LENGTH ; 10' MIN. r 12MINIMUM `,`;s t,'E 1c), MIN. 1 EXISTING :k'-.' r PAVEMENT o- WIDTH PLAN VIEW'! CONSTRUCTION ENTRANCE NO SCALE LOCATION AS NOTED ON PLAN CONSTRUCTION ENTRANCE SPECIFICATIONS 1. Length - minimum of 50' (*30' for single residence lot). 2. Width - '2' minimum, should be flared at the existing road to provide a turning radius. 3. Geotextile fabric filter cloth) shall b laced vprior t e a over the existing roundI ( ) P 9 g to placing stone. "*The plan approval authority may not require single family residences to use g entextile. 4. Stone - crushed aggregate (2" to 3") or reciaimed or recycled concrete equivalent shall be placed at least 6" deep over the length and width of the entrance. 5 Surface Water - all surface water flowing to ordiverted toward construction entrances shall be piped through the entrance, maintaining positive drainage. Pipe installed through the stabilized construction entrance shall be protected with a mountable berm with 5:1 slopes and a minimum of 6" of stone over i the a Pipe has to be sized according to the h i pipe. P g drainage. When the SCE s located at a high spot and has no drainage to convey a pipe will not be necessary. Pipe should be sized according to the amount of runoff to be conveyed. A 6" minimum will be required. I 6. Location - A stabilized construction entrance shall be located at every point where construction traffic enters or leaves a construction site. Vehicles leavin the site mu ravel length g must t over the entire a gth of the stabilized construction entrance. AREA STRIPPED AND THEN TEMPORARILY SEEDFD, USING EITHER BONDED FIBER MATRICES OR HYDRO SEEDING TECHNIQUES. STRAW MULCHING: 1. FOR AREAS OF SITE NTH LESS THAN 30% SLOPE; 2-3 BALES OF STRAW EQUALS 2-INCHES OF STRAW MULCH OVER 1000 SPARE FEET. 2. MULCH SHALL BE WEED FREE STRAW. TO PROVIDE TEMPORARY SOIL STABILIZATION BY PLANTING GRASSES AND LEGUMES TO AREAS THAT WOULD REMAIN BARE FOR MORE THAN 21 CALENDAR DAYS WHERE PERMANENT COVER IS NOT NECESSARY OR APPROPRIATE. LAND DISTURBANCE & STABILIZATION DETAIL NOT TO SCALE 2 FT MAX AT CENTER -2:1 SIDE SLOPE \` MAX FRONT VIEW .•.��► •�•• • ." FREEBOAR ••�i �• ism , �r s 12" OF #5 OR CLASS B FILTER #57 STONE RIP RAP FABRIC 4' TO 6' SECTION ViEW TEMPORARY STONE CHECK DAM CONSTRUCTION NOT 7-0 SCALE LOCATIONS AS NOTED ON FLAN TEMPORARY STONE CHECK DAM CONSTRUCTION SPECIFICATIONS: 1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND STOCKPILE OR DISPOSAL OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA. 2. PLACE STONE TO THE UNES AND DIMENSIONS SHOWN IN THE PLAN ON A FILTER FABRIC FOUNDATION. 3. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL WHERE THE DAM ABUTS THE CHANNEL BANKS, NATURAL GROUND 4, EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER FROM CUTTING AROUND THE ENDS OF THE CHECK DAM. 5. ALL CUT AND FILL SLOPES SHOULD BE 2:1 OR FLATTER. 6. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT COULD CAUSE EROSION. 7. MATERIAL USED IN THE STONE SECTION SHOULD BE A WELL --GRADED MIXTURE OF STONE WITH A d50 SIZE OF 9 INCHES(CLASS B EROSION CONTROL STONE IS RECOMMENDED) AND A MAXIMUM STONE SIZE OF 14 INCHES. THE STONE MAY BE MACHINE PLACED AND THE SMALLER STONES WORKED INTO THE VOIDS OF THE LARGER STONES, THE STONE SHOULD BE HARD, ANGULAR, AND HIGHLY WEATHER -RESISTANT. 8, STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP IMMEDIATELY AFTER CONSTRUCTION. 9. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES BELOW THE CHECK DAMS, ARE NOT SUBJECT TO DAMAGE. OR BLOCKAGE FROM DISPLACES STONES. MAINTENANCE OF TEMPORARY STONE CHECK DAMS. - INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (J' OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY, CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS WHEN NEEDED. REMOVE SEDIMENT ACCUMULATION BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION. a Q1 0 o �, v � 3 0 � C � � 0 o to (D n_ to o to O , w to 6 'No dUcDz„nC'4 d �aY I A x QS II� zm°�`'Q% m -ta: Y-W ■ DS - cn a. rn � N L - � v • c c w 0 - E rl c o N UJ w a r w 0 C/a C C W C'n Q lyi � W z U C H coo H Z z 0 U 01 4.' Q U z 1`_• a C H z � w r z w 0 0 U1 �T U a 1� a C] � C Z 0 Q F- F- LU W a z z m Zoe aF tl Vi or rd li.l LLJ Q- Ok'c O Z ,.�`N CARP '''�•,,��, .tls �06 �i • GINE�: �, � "��rrrrtrtr tf�+ s s T AS NOTED cwunrs, 13PG aracaa DMR caiw+k DMR ,a•r*oVOM DMR Slab,..FsT: 16 17 C= F71.$: 3471 COLED1 PROJEC? Na: 3471 R R= 25' MINIMUM WHEN INTERSECTING FOR SWALE INVERTS �p WITH A MINOR STREET. ? R= 30' MINIMUM ON ALL OTHER INTERSECTIONS, I 95 25' j MIN. R STANDARD CUL-DE-SAC NOT TO SCALE PLAN VIEW SIDE TYPICAL PA SWALE MIN. SIDE SLOPE: 3:1(H: V) LOGtTUDINAL SLOPE: 0.1% AVG. DEPTH: VARIES CREATED VIA FILL SECTIONS BETWEEN LOTS t.O% SLO jjTO 1.0% SIlL,,OPEiO 5 NOTED HEREONLI - , .-. •_'>::-1!(-llf�llf�ll1=111=IfP,111=11l111-111=111-tt1=tyl-ttt-i11;111; ..:.. •..'. TYPICAL OVERLOT.GRADING & DRAINAGE DETAIL SCALE: NONE CROSS •,ECTION VIEW REAR PERMANENT POOL SURFACE TO BE LOCATED APPROXIMATELY AT REAR PROPERTY LINE EL.:7.5'f 1.0% }S'L�TO R/I'1 1.0%+ SL0 p REAR NDTED t \!�' \ ` • '.. - Al HEREON 'h .V 'j, Itl=tll=ttl=tLl�lllv114-lll�lll� .... , .':.'' �III�III�111.=111=111�111;111=!!1 b� rq TYPICAL OVERLOT GRADING & DRAINAGE DETAIL SCALE: NONE CROSS SECTION VIEW THIS DETAIL DESCRIBES THE GRADING FOR THE WATERFRONT LOTS. ALL OTHER LOTS SHALL HAVE A MIN. 1% SLOPE TOWARDS REAR I'L SEE PROFILE SHEETS FOR SWALE INVERTS 6'-O"± SH -r 50' R I 0 w 35' R - -- P4 0 SHOULDw EF /A 5' D" P_ SCH 80 PVC PRESSURE SEWER MAIN (SEE PLAN FOR SIZING) BUILDING PAD FILLED - 1.0% CROWN 12'd: 1.0% CRO*j i 1 ,^'rF I TYPICAL PA SCALE ' � SIDE SLOPE: 3:1(H:V) LOGITUDINAL SLOPE: 0.1% . AVGDEPTH: VARIES SHALL EXTEND FROM REAR OF ] I BUILDING PAD AND GRADED TO PROMOTE DRAINAGE TO FRONT. I� _ � 1 1 i 1 i ✓%` `� TYPICAL DRIVEWAY CULVERT / I INSTALLED AT LOT DEVELOPMENT • �' MINIMUM DIAMETER: 15" MUST MATCH GRADE AND SLOPE �. �. OF EXISTING ADJACENT UP AND TYPICAL ROADWAY SWALE e1 DOWNSTREAM R/W SWALE. SIDE SLOPE: 3:1(H:V) a (SEE PLAN FOR DEPTHS) TYPICAL OVERLOT GRADING & DRAINAGE DETAIL SCALE: NONE PLAN VIEW LPREPARED AND GRADED SUBGRADE 6" AGGREGATE BASE COARSE 2" ASPHALT CONCRETE SURI-ACE COURSE CUL-DE-SAC SECTION NOT TO SCALE SECTION VIEW �45' -0" I 2V-O" PAVED SURF f 114"/FT.- PREPARED AND GRADED SUBGRADE 6" AGGREGATE BASE COARSE 2" S-9.5A ASPHALT CONCRETE SURFACE C017RSE TYPICAL ROADWAY SECTION NOT TO SCALE LOT NUMBER Miry. Bldg Pad Elev. 1 11.0 2 11.0 3 11.0 4 11.0 5 11.0 6 11.0 7 11,0 8 11.0 9 11.0 10 11.0 11 11.0 12 11.0 13 11.0 14 11.0 15 11.0 16 11.5 17 11.5 18 11.5 19 11.5 20 11.5 21 11.5 22 11.5 23 11.5 24 11.5 25 11.5 26 11.5 27 11.5 28 11.5 29 11.5 30 11.5 90 °Elbow DRY HYDRANT PUMP ADAPTER 8 CAI' EL. 13.0't EL, 11.0't SECTION VIEW 0 w -f-6'-0"t 1 VFT. i 36' COVER MIN_ \ 5'---0"J:� SEE PROFILE SHEETS FOR SWALE SDR-21 WATER INVERTS MAIN (SEE PLAN FOR SIZING) LOT NUMBER Min. Bldg Pad Elev. 31 11.5 32 11.5 33 11.5 34 11.5 35 11.5 36 11.0 37 11.0 38 11.0 39 11.0 40 11.0 41 11.0 42 11.0 43 11.0 44 11.0 45 11.0 46 1 1.0 47 11.0 48 11.0 49 11.0 50 11.0 51 11.5 52 11.5 53 1 i .5 54 11.5 55 11,5 56 11.0 57 11.0 58 11.0 59 11.0 60 11.0 p FORMAL WATER LEVEL EL. 7.5' msl t -1I1 GROUND '-111�11111=11lZ111 � !Z DROUGHT LEVEL E �Ill�llh - 6'0 SCH 40 PVC PIPE LENGTH= 225't OF 60 'SCH 40 PVC PIPE DRY HYDRANT PROFILE SCALE: NONE CROSS SECTION VIEW LOT NUMBER Min. Bldg Pad Elev. 61 11.0 62 11.0 63 11.0 64 11.0 65 11.0 66 11.0 67 11.0 68 11.0 69 11.0 70 11.0 71 11.0 72 11.0 7,3 11.0 74 11.0 T)' 11.0 76 11.0 77 11.0 78 11.0 79 11.0 80 11.0 81 11.0 82 11.0 83 11.0 84 11.0 85 11.0 86 11.0 87 11.0 4-4" X 4" Treated timbers PAVEMENT REPAIR NOTES 1. CONTRACTOR SHALL PATCH PAVEMENT TO THE SAME PAVEMENT CROSS SECTION AS EXISTED PRIOR TO REMOVING PAVEMENT. THE STREET CROWN SHALL BE RESTORED. 2. WHERE PATCH OF CURBING OCCURS CONTRACTOR SHALL MATCH EXISTING CURB GRADES WITHIN 0.02 FEET. PATCHES THAT ARE ABOVE THE CURB GRADE LINE WILL NOT BE ACCEPTABLE AND SHALL BE REMOVED AND REPATCHED AT NO EXPENSE TO THE OWNER. CURB PATCH SHALL BE THE SAME SHAPEITEMPLATE AS THE EXISTING CURB, 3. CONTRACTOR SHALL BE REQUIRED TO PROVIDE TRAFFIC CONTROL AND DEVICES AS REQUIRED BY THE MUTCD OR N.C. SUPPLEMENT. WORK CAN NOT PROCEED UNTIL THE MEASURES ARE IN PLACE. CONTRACTOR SHALL BE RESPONSIBLE TO PROTECT NEW PAVEMENT FROM TRAFFIC AND OTHER SOURCES OF DAMAGE UNTIL ASPHALT HAS SUFFICIENTLY COOLED TO PREVENT DAMAGE FROM SURFACE DEFLECTIONS. 4. CONTRACTOR SHALL SAWCUT EXIST. PAVEMENT STRAIGHT AND TRUE PRIOR TO REMOVING ASPHALT FOR UTILIITY INSTALLATION. THE ENGINEER MAY APPROVE THE USE OF A MILLING MACHINE FOR REMOVAL OF THE EXISTING PAVEMENT WITHIN TRENCH LIMITS. WHERE MILLING IS APPROVED THE CONTRACTOR SHALL PLACE AND COMPACT MILLINGS IN MILLED AREA TO PROVIDE AN INTERIM TRAFFIC SURFACE. MILLING WHERE APPROVED BY ENGINEER IS AN ALTERNATE TO CUTTING ASPHALT AND DISPOSING OFF -SITE. 5, AFTER UTILITY IS INSTALLED AND TESTED AND THE EXCESS BASE MATERIAL REMOVED (APPROX. 2') CONTRACTOR SHALL AGAIN SAWCUT EXISTING PAVEMENT STRAIGHT AND TRUE IMMEDIATELY PRIOR TO PAVING AS NOTED ABOVE. S. MILLING OPERATIONS SHALL BE LIMITED TO 1800 FEET PER MAIN LINE CREW NOT TO EXCEED 3000 FEET IN TOTAL OF DISTURBED ROADWAY FOR THE ENTIRE PROJECT AT ONE TIME WHERE. CONTRACTOR SHALL PATCH PAVE DISTURBED AREA OF ROADWAY PRIOR TO DISTURBING ADDITIONAL ROADWAY. 7. AT NO TIME SHALL THE TRENCH BE LEFT UNATTENDED WITH A VERTICAL DROP GREATER THAN 1 INCH FROM ASPHALT SURFACE TO TOP OF BACKFILLED TRENCH. 8, IF PAVEMENT SETTLEMENT OCCURS WITHIN 1 YEAR, THE CONTRACTOR SHALL REPATCH AT NO ADDITIONAL EXPENSE TO THE OWNER. 9. TOWN OF NAGS HEAD WILL REQUIRE FULL DEPTH ASPHALT PATCH TO MATCH EXISTING ASPHALT THICKNESS ON STATE MAINTAINED ROADS. PATCH PAVING SHOULD OCCUR SAME DAY AS REMOVAL. 10. TEST FOR DENSITY OF COMPACTION MAY BE MADE AT THE OPTION OF THE ENGINEER AND DEFICIENCIES SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. THE ENGINEER MAY HAVE COMPACTION TEST PERFORMED AFTER THE BACKFILL IS COMPLETE, CONTRACTOR SHALL BE REQUIRED TO EXCAVATE TO VARIOUS ELEVATIONS FOR DENSITY TESTING EXCAVATION, BACKFILL AND RECOMPACTION SHALL BE PERFORMED AT NO ADDITIONAL COSTS TO THE OWNER. I. MILLING EQUIPMENT USED IN LIEU OF SAW CUTTING AND PAVEMENT DISPOSAL SHALL BE APPROVED BY THE ENGINEER. PAVEMENT REMOVAL AND MILLING OPERATIONS ARE LIMITED TO 3000' PER SEWER MAW CREW AND REQUIRE THE MILLINGS TO BE PLACED IN THE MILLED AREA AND COMPACTED TO ACT AS A TEMPORARY SURFACE FOR TRAFFIC, THE MILLINGS SURFACE ALONG AN UNDISTURBED TRENCH SHALL BE MAINTAINED AS DIRECTED BY THE ENGINEER. (NO SEPARATE PAYMENT) 2. CONTRACTOR SHALL SAW CUT OR MILL ALL PAVEMENTS STRAIGHT AND TRUE PRIOR TO TRENCHING. CONTRACTOR SHALL SAW CUT PATCH AREAS AGAIN IMMEDIATELY PRIOR TO PATCH PAVING. THE FINAL SAW CUT FOR PATCHES SHALL BE STRAIGHT WITH A NEAT SQUARE EDGE AND OF UNIFORM WIDTH PARALLEL WITH THE EDGE OF PAVEMENTICURB LINE. NO JAGGED CUTS SHALL BE ACCEPTED. ADDITIONAL WIDTHS REQUIRED SHALL BE AT THE CONTRACTORS EXPENSE. 3, STORM DRAIN PIPES SHALL BE PAID FOR BASED ON A 2.5' WIDE PATCH RESPECTIVELY. 4. CONTRACTOR SHALL SWEEP STREETS AND PROVIDE DUST CONTROL AT ALL TIMES VIA WATER TRUCK, BROOMS, COMPACTORS, ETC. DEBRIS FROM SWEEPING OPERATIONS SHALL NOT BE DIRECTED TOWARD YARDS AND SHALL BE REMOVED AND DISPOSED OF OFF -SITE. CLEAN UP OF DEBRIS, TRASH, EXCESS MATERIALS ETC. SHALL BE PERFORMED DAILY IN EACH PROJECT CONSTRUCTION AREA (NO SEPARATE PAYMENT). 5. THE DAY PRIOR TO PATCH PAVING OPERATIONS BEGIN THE CONTRACTOR MAY BE ALLOWED TO: A. REMOVE SOIL IN PATCH AREA TO SUB GRADE ON THE MAIN LINE TRENCH ON ANY CUL-DE-SAC'S LESS THAN 300 FEET IN LENGTH, B. THE: MAIN LINE TRENCH AND SEWER LATERALS ON THROUGH STREETS MAY BE CUT DOWN TO SUB GRADE ON ONE SIDE OF THE STREET ONLY. 6. REMOVAL SHALL NOT EXCEED THE DAILY PATCH PAVING PRODUCTION. SAWCUT ASPH. EDGES STRAIGHT AND TRUE APPROX. 2" DEEP IMMEDIATELY PRIOR TO PATCHING. JAGGED SAWCUTS SHALL NOT BE ACCEPTABLE. STRAIGHT UNIFORM WIDTHS PARALLEL TO THE EDGE OF PAV'T OR CURB ARE REQUIRED. THE FINAL PRODUCT SHALL BE SUBJECT TO THE ENGINEERS APPROVAL. MAXIMUM "PAVEMENT" WIDTH: 10' MAX, SANITARY SEWER MAIN (10' OR LESS) 12' MAX. SANITARY SEWER MAIN (OVER 10' IN DEPTH) W MAX, SANITARY SEWER LATERAL 4' MAX. WATER MAIN AND LATERAL 2"MIN. 59.5 ASPHALT CONCRETE SURFACE (WIDTHS GREATER THAN COURSE EXISTING EXISTING MAX. WILL NOT BE PAID) ASPHALT ASPHALT TO REMAIN, TO REMAIN. KCOAT (0.25 Gallsy.) PAVEMENT EDGES " _z" 6 MIN. '_--,UNDISTURBED SOIL LAST T OF FILL BELOW r' SUBGRADE OF STONE SHALL BE COMPACTED TO 98% MAX. DRY DENSITY 1N MAX. 8" LOOSE LIFTS. AGGREGATE BASE COURSE COMPACTED _j TO 100% MAX. DRY DENSITY AS DETERMINED BY AASHTO T-99 AS SEE APPLICABLE TRENCH MODIFIED BY NCDOT OR WITH PERMISSION DETAIL FOR COMPACTION OF ENG,: 'EER, 4" 1-19,0 OF REMAINING TRENCH ASPHALT CONCRETE INTERMEDIATE COURSE. PERMANENT PAVEMENT PATCH NOT TO SCALE PVC or Galvan(zed DRY Flange or Cap HYDRANT a'a'to4'�• n. ' _rn WEL PAD PROTECTIVE BASE PAD DETAILS SCALE: NONE PLAN VIEW 1' MIN. 6" DRY HYDRANT STRAINER #224 EL. O.O' msi t 11-f1t=111� l 1 �1 VMIN. ��'ll 111�111II-III�Ilf wfll�If! STRAINER End Cap. PVC or Gely. �1 31$ " diameter hales or 314 "PVC �. Range 318 "wide by 4" long slots galvanized Cavpling of spaced to provide 4 to 6 pipe- �-- PaAora0o3ts times the pipe area. or Slats MIN.1024 HOLES FOR &'PVC 314 " PVC or Galv. Pipe - - Alternate Tee Pipe Support Detail 1 Tee(Vx 6'x9 7 SEafrar D- 6• 00000000000 00o0000000000 ooa000naooaoa FM line F6 wb 8aliasl P 1' Min. Clearance (Concrete or Secrete) VG Pipe Solid w Pond Bottom STRAINER AND PIPE SUPPORT DETAILS SCALE: NONE Q. � 0 r, O_ A N a v _ L C � = O � � Q o �' Zo a. I o x Zg pa N Z m T N ❑) r- > m rn ci �, ¢ cn� m: -4 t >C D > .o L U V) a � L aE .� o v= L _ c w rT v � c � � v � w COO ij Q C C) Ix 1-4 V u Q u z O U 0 r z 0 0 w Ir a a ca W LL z PPZ 1�O Lu IlJ Lu a z u z m� Z o 0r= IL Vi U >w En w W � <� a 0 z a b:[•11= 1� 5-5-11 AS NOTED BPCr orr:� DMR DMR]Y7MIt 17 17 GAD PIL M 347 1 COLED 1 PROJ6G1' NO: 3471