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HomeMy WebLinkAboutSW8910805_APPROVED PLANS_20180302STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW8 q O g 0 S DOC TYPE CURRENT PERMIT APPROVED PLANS ❑ HISTORICAL FILE ❑ COMPLIANCE EVALUATION INSPECTION DOC DATE 20 1 G 03 o 2 YYYYMMDD Y. AL, Uu Naw BAlrm u Mokolak. 6 E WiIminyiDn—1 a y0 N o 3M1' pm 0— I.L. B..,A iT 4rpon `Nck B.wm .. ---- __\ Point LINE S 1 1. U" \ ..,�-..r r oP TO IBA _ _ .' %O p tlet $!CF�LE kFACN%COLKINSCKINI.ACO/.51�AQwOAS MAY t SUNSEyyBEACH ' )91wYO.]01Lm v 4 A-oJ I �� UT PLAN U.M. CHURCH ; Board of. Trustees SEASIDE U.M. CHURCH' RT. 2 BOX 52-A OCEAN ISLE BCH,NC 28459 919/579-5753 r 25,13 M5+ DRAINAGE AREA 3 121,000 SF r-a P ■ 5" cu��K` ANGLE L' TRACE, ' i2 IU; - _--------- A �f 1 1 DOSING 9iCWO W L � �� � { i I_ SNBsl�it•B05 t, Ij 1 57 1 s �• ' \ ° I 1� ! FENCE u •� i t ( ' ; t 1 11 i , j 1 ELV 30.95 it 1 Zj WAI 7 Ii {I `I � � � jit 1�0 it t! vvvUUU �/ /.�� l 4 I -� € l 1 4 I DOSiNIC W X IRA17CN WSW 2 f I I SNO 910i908 _ l I m ' cv o C ii u L 2, ■-■ram■ t,x,{r _� __— rafa�Itt 2� -- -- ; _ - 2A h I �1 111QvELL �y[tj IAkISON 1 O 1ti /Z 21 DRAINAGE AREA 1 8,996 SF DRAINAGE AREA 2 58,167 SF PROPOSED NEW CONCREiE PAD AND SIDEWALK 1,622 SF OF MgRWWS TO PE SUBiRACiED FROM FUTURE ALLOCADON IN PERMIT a MAR 0 1 2018 30 1:5. 0 30 SCALE IN FEET. 1"= 30' IMI .AR 0 2 2013 60 90 CSD ENGINEERING LICENSE 0-2710 ENGINEERINC LAND PLANNING COMMERCIAL / RESIDENRALI, P.D. BOX 4041 WILMINGTON, NC 28406 (910) 791-4441 i 011 U U ti 00 O amp 3 N V) �pZ pQ: � QU Q � WNti Ri vQ8i Ocwnoto �CARO����i �P.F�SS/p �Oy SEAL — `� 025483 GIN DATE.' 2-22-1 B HORZ SCALE. i" - 30' VERT. SCALE: N/A DRAWN BY. RLW CHECKED BY.• HSR PROJECT NO.: 05-0047 L OCA TION MAP NOT TO SCALE i LEGEND EXISTING BOUNDARY CENTERLINE OF RIGHT OF WAY 21 CONTOUR LINE & ELEVATION DRAINAGE FLOW — f— JO' DRAINAGE EASEMENT 15' PROPOSED DRAINAGE PIPE PROPOSED SANITARY - SEWER & MANHOLE j--.-- EXISTING SANITARY SEWER & MANHOLE -- EXISTING WATERLINE EXISTING / PROPOSED STORM SEWER & CATCH BASIN E.I.P. EXIST. IRON PIPE f WATER METER SERVICE CONNECTION E.C.M. EXIST. CONCRETE MONUMENT N GATE VALVE ❑ REDUCER HANDICAP RAMP NOTES. 1. SURVEYED PROVIDED BY NORRIS & WARD LAND SURVEYORS, P.A. -INFORMATION TAKEN FROM "JP. RUSS & SONS" -JOB # 0607-07 2. ALL DISTANCES ARE HORIZONTAL J. ELEVATIONS BASED ON NGVD 88 4. THE MAP IS NOT FOR RECORDATION, CONVEYANCE, OR SALES PREVIOUSLY PERMITRD ,MY POND STORMWAT ER AS -BUILT PLANS for LOCATED IN SHALLOTTE TOWNSHIP BRUNSWICK COUNTY, NORTH CAROLINA OVERALL SITE SCALE: 1 "= 50' OWNER SEASIDE UNITED METHODIST CHURCH 1600 SEASIDE RD SW SUNSET BEACH, NC 28468 INDEX TO DRAWINGS SHEET No. DESCRIPTION DRAWING No. 1 OF 3 COVER SHEET 050047ASB COV 2 OF 3 AS —BUILT PLAN FOR INFILTRATION BASIN 1 050047ASB1 3 OF 3 AS —BUILT PLAN FOR INFILTRATION BASIN #1 050047ASB2 NOV 0 3 2009 10 5 0 10 20 30 SCALE IN FEET.: 1"= 10' COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL / RESIDENRAL P.O. Box 4041 ViImington, NC 28406 (910) 791-4441 U � U m � cif Q O �S 2 Q i O LrJ (W V Q z 0 a N U 3 ti O O z o� Lw ? U Q� J m SEAL 02M Z d U U O � �N ti U W z �� ' W W U 2 —pQL10 v'>W I Z) ZICW r w(WLr) O O w O w t- V) Y Q w rr 0 z w rr DATE: 11-02-09 HORZ. SCALE 1"= 50' VERT. SCALE., N/A DRAWN BY: JSM CHECKED BY: HSR PROJECT NO.: 05-0047 1 3 Sheet No. Of I r 10' BYPASS SEE DETAIL (1 10' NATURAL GROUND 30.8x g 31.39 BASIN BOTTOM ELEV. = 30.0 EXISTING WET DETENTION BASIN EMBANKMENT SECTION NOT TO SCALE NOTES: 1. SURVEYED PROVIDED BY NORRIS & WARD LAND SURVEYORS, P.A. —INFORMATION TAKEN FROM "J.P. RUSS & SONS" —JOB # 0607-07 2. ALL DISTANCES ARE HORIZONTAL 3. ELEVATIONS BASED ON NGVD 88 4. THE MAP IS NOT FOR RECORDATION, CONVEYANCE, OR SALES m 3� 31.3 \\ � 30X30. 1 gs I� ) 1 / / 30.v _ J F 30.5 ) 1 7\30.7 gs 1.5' STORAGE ELEVATION = 30.6 SURFACE AREA = Z,751 SF STORAGE = 1,290 CF AS -BUILT FOR INFILTRATION BASIN 1 SCALE: 1"= 10' BASIN SUMMARY AS —BUILT DATA — AS —BUILT ITEM, 1. BASIN BOTTOM ELEVATION 2. BASIN BOTTOM AREA 3. STATE STORAGE AREA DESIGN DATA 30.0 MSL 1,416 SF 809 SF 6 FT AS —BUILT DATA 30.0 MSL 1,548 SF 1,290 SF [----5 FTC 9" OPENING WITH #4 REBAR GRATE, NORTH SIDE & 112 E. & W. SIDES 1.5 FT WEIR ELEV. = 30.6 BOX IE= 23 SECTION VIEW PLAN VIEW INFILTRATION BASIN #1 BYPASS STRUCTURE NOT TO SCALE = 32.38 10 5 0 10 20 30 SCALE IN FEET 1'= 10' I COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL / RESIDENTIAL P.O. Box 4041 Wilmington, NC 28406 (910) 791-4441 U � U m � Q 0 o 0- o � W � 0 W W U j U co O � � N z to W W U n I—pQLr) zvlw i �QD]� OWLn U-) w O W H Q U) Y Q w o' 0 z w DATE: 11-02-09 HORZ SCALE.: I" 10' VERT. SCALE: N/A DRAWN BY: JSM CHECKED BY: HSR PROJECT NO.: 05-0047 Sheet No. 2 Of __j +/- 187.9 928.2 27.9 I %l ; i J 1s' sraracE ELuanaN 27 SURFACE AREA = 6,997 SF58 7 s STORAGE = 5,782 CF 8 NOTES: 1. SURVEYED PROVIDED BY NORRIS & WARD LAND SURVEYORS, P.A. —INFORMATION TAKEN FROM "JP. RUSS & SONS" —JOB # 0607-07 2. ALL DISTANCES ARE HORIZONTAL 3. ELEVATIONS BASED ON NGVD 88 4. THE MAP IS NOT FOR RECORDATION, CONVEYANCE, OR SALES EDGE OF PAVOW AS -BUILT FOR INFIL TRA TION BASIN 2 SCALE. 1 10' AS -BUILT ITEM: 1. BASIN BOTTOM ELEVATION 2. BASIN BOTTOM AREA 3. STATE STORAGE AREA (EL. 27.4) NATURAL GROUND 18 FT TOP OF EMBANKMENT ELEVATION = 2&0 WGETA71VE FIVER/1.5" STORAGE ELEVA77ON = 27.4 p �\ 17\ , \\, \/�_ 1.5' STORAGE VOLUME = 5,782 CF BASIN BOTTOM ELEV. = 26.5 EXISTING WET DETENTION BASIN EMBANKMENT SECTION NOT TO SCALE DESIGN DATA 26.5 MSL 5,339 SF 5,546 SF AS -BUILT DATA 26.5 MSL 5,859 SF 5,782 SF 12' HDPE BYPASS SMUCIURE SEE DETAIL GIBS SHEET) 12' HDPE 10" OPENING WITH #4 REBAR a z to a S d GRATE, WEST SIDE & 112 N. & S. SIDES COVER/ACCESS TOP ELEV VER A COCCESS TOP 29.75 BOX = 29.75 = TOP OF = 29.75 �m II BRICK 1.5 FT WEIR 12" HOPE PIPE 12" PE�6(P ELEV. = 2Z35 INV=27.19 12" HOPE PIPE 5 4 11 COVER COVER 10 5 0 10 20 30 SCALE IN FEET. 1"--10' COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL / RESIDEWW P.O. Box 4041 Wilmington, NC 28406 (910) 791-4441 At U Ln SO 0 C a O 41 N MCCN Sfrs 6\asl 6 E s. Rut ES . U U CO � O � � N ~ U z LLI h w m p C h 2V`>W Cn0�0 W c00�� w Q 0 V) Y Q Ld w of 2:w O o- DATE.• 11-02-09 HORZ. SCALE: 1'- 10' VERT SCALE: N/A DRAWN 8K JSM CHECKED BY.- HSR PROJECT NO.: 05-0047 Shoot No. 3 OF . Ll x Sfrs 6\asl 6 E s. Rut ES . U U CO � O � � N ~ U z LLI h w m p C h 2V`>W Cn0�0 W c00�� w Q 0 V) Y Q Ld w of 2:w O o- DATE.• 11-02-09 HORZ. SCALE: 1'- 10' VERT SCALE: N/A DRAWN 8K JSM CHECKED BY.- HSR PROJECT NO.: 05-0047 Shoot No. 3 OF . Ll x AREA TO EVSIWG POND 121,000 SF (2.78 AM) LATER ELEVATION )CT. 11, 2004 J/ :5.13 MSL 31 -------------------- ANGLE TRACE RD — 34 I —— g U�Im - -. - __--�00-fl1� N 86+18'�5"€ -- N 1456'42"E p U +Z 4' _ __ - --------- 3 z --� n CULVERT 30 30 ■ w Sl -- 29 _ w w ® X—X—X - 31 % z.—zx�X--X31 a ti° Q 3o w U - ry1 - SEWER OGRINDER / I M1 U bh III M1k �s � URB N N N N N N N N N N N N N ISTIN QNDII o 0I In. M J� �> EXISTING O c� �z PARKING FENCE —X x u FENCE Q N� u ' EXISTING Z _ 29 � I I BUILDING ENE ENO O � < 3 7N O , o WATER® o ?e n 0 may- ELEC y b M„9 L.' .. _ I : s0 INV=4 .44RB [c) N' I Io _ I 10 O 26 � 15b 2B z I —I C) m v 1 CURB `� CURB r , '�-i 0 J 29 I zLLJ Wr I ^ 1� II^^ e I �+, J' O h h h h N ANp 3 dj EXISTING qq N� > PARKING CURB ao WME Q U t m EXISTING f ? / - PARKING J I CURB _ I z, 28 so MINEW101W - - _ _ _ , _ LI'GHT Nv=24,00', -------- - -- _.-.24 25- 25 - - -- - _ _. _-- ----_ T8,-1� „- — 26 w IN 26 - 26 2 N N Knp,NNN VOl b SEP 0 6 2005 qp OVED NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION D V I WA R QUALITY T 30 15 0 30 60 90 SCALE IN FEET. I'- 30' COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL / RESIDENRIAL P.O. Box 4041 Wilmington, NC 28406 (910) 791-4441 7777 qc Q W lot W W Z o Z Q U U NCIE I 0 co 3N 2 � rr WW n 1-OQW) 2 cn W I OQO]03 aWLO tn0�0 W 3 O Q W `L Q w w 0 Z w DATE.• 9-1-05 HORZ SCALE. 1'= 30' VERT. SCALE N/A DRAWN BY.• RLW CHECKED BY.• HSR PROJECT NO.: 05-0047 Sheet No. 1 Of i L OCA TION MAP NOT TO SCALE U.S. Hwy. 17 z 0 0 A SR 1163 4ngel Trace Rd.) SITE m �/ ks I PLANNED EROSION AND SEDIMENT CONTROL PRACRCES - O 1. TEMPORARY GRAVEL CONSiRUC77ON ENTRANCE Practice 6.06 the entrance to the improvement Shall be installed at p areas to the north & south ends of the project. Drainage should be away from the road and erosion will be controlled with downstream practices. During wet weather it may be necessary to wash buck tires at these locations. 2. LAND GRADING Practice 6.02 Orating should be limited to areas as shown on the Plans. Cut and fill slopes shall be J..1 or flatter except where specificallyy indicated. Care shall be taken durng land grading actigUes not to dam existing frees that are i, enti6Nn1 as to be preserved. O J. SEDIMENT FENCE Practice 6.62 Sediment fencing should be installed as shown on the plan around any temporary stockpile areas as necessar to prevent any prated Interior areas from eroding onto ay!pi nt (ands or roadway, or r toNlets or as directed by Engineer or Brunswick County glosion Control personnel. Qp 4. OUTLET STABILIZARON Practice 6.41 Poprap aprons will be located at the downstream end of all discchharge pipes to prevent scour. 5. CONS7RUCRON ROAD STABIUZABON Practice 6.80 Upon reaching final grade and after utilities have been installed, roadway areas are to ¢e stabilized by plpcingg sub -base course of approved 4, marl stone or 6 ABC as shown In the typical street cross-sechon detail on the Plan, to reduce erasion and dust during the remainder of building construction. �p 6. INLET PROiECiiON Practice 6.52 Storm sewer inlet barriers of slit fencing or block and gravel inlet protection are to be constructed to help prevent sediment from entering the storm sewer system. O 7. TEMPORARY SEDIMENT TRAP Practice 6.60 Sediment traps are to be Installed as indicated on plan at the downstream end of swales as shown. CONSiRUCTiON SCHEDULE - 1. Obtain approval of Plan and any necessary permits, and hold a pre -construction conference prior to commencing any work. 2 Flag work limits and stake -out parking lot and infiltration basins for preliminary grading. J. Install Grovel Construction Entrance. 4. Install silt fencing as shown on Plan prior to tearing and grubbing site. 5. Install inlet protection and any other sediment control Practices shown, rior to rou h grading roadways and see, stockpiling mate&tocnd cupsol .necessary. 6. Install utilities in parking lot, install infiltration basin and storm drainage pipe. Perform final grading of parking lot and stablize with stone base course. 7. Final erg install non -municipal utilities as needed and vveegqetively stabilize areas where binding construction Is non imminent. 8 All erosion and sediment control Practices are to be inspected weekly and after any rainfall, and repaired as necessary. 9. Upon completion of construction the roadwal is to be paved and all areas permarien8y vege(atively stab) zed. After site stabilization, temporary measures are to be removed. MAINTENANCE PUN - 1. All measures to be inspected weekly and after any rainfall event and needed repairs made immediately. 2 Sediment to be removed from behind any Silt Fence and inlet protection devices when it becomes 0.5 deep. Fencing and inlet protection to be repaired as needed to maintain a barrier. J. All seeded areas shall be fertilized mulched, and re -seeded as necessary, according to s'peci�ications provided, to maintain a suitable vegetative cover. 4. Construction entrance to be maintained in such a manner as to prevent mud or sediment from leaving the construction site. Periodic toDdressing with 2-inch stone may be required. Inspect after each rainfall and Immediately remove all ob�ctlonable materials spilled, washed, or tracked onto public roadways. 5. Sediment shall be cleaned out from in6ltratlon system after construction is complete. Periodically, the storm drainage system shall be cleaned out to remove sediment. 6. Inspect temporary sediment traps after each. period of signillcant VEGETAINE PUN - i. Ppri nent vegetation to be established in accordance with North Caroling Erasion and Sediment Control Planning and Design Manual , Section 6.11, latest version. See Sheet 3 SEASIDE UNITED METHODIST CHURCH INFILTRATION BASIN 1 CALCULATION SUMMARY FOR DWQ: WATER QUALITY CONSIDERA71ONS - IMPERVIOUS AREA BREAKDOWN: TOTAL AREA DRAINING TO BASIN = 8,996 SF (0.21 ACRES) BUILDINGS = - SF ( - ACRES) ASPHALT = Z700 SF (0.06 ACRES) SIDEWALKS = 112 SF (0.00 ACRES) TOTAL IMPERVIOUS = Z812 SF (0.06 ACRES) PERCENT IMPERVIOUS = 31.3% RUNOFF COEFFICIENT DEiERMINA71ON: Rv = 0.05 + (0.009 x 31.3) = 0.331N/IN 1-1/2' VOLUME DE7ERMINA170N: VOLUME = (DESIGN STORM)(Rv)(DRAINAGE AREA) = 1.5 IN x 0.33 IN/IN x 0.21 ACRES = 0.0 ACRE -FT = 373 CF INFILTRATION BASIN 1 SUMMARY DATA: STATE WATER QUAUTY CONSIDERATIONS - 1-1/2- STORAGE VOLUME REQUIRED = 373 LCF 1-1/2' STORAGE VOLUME PROVIDED = 809 STORAGE VOLUME DRAWDOWN 77ME = 0.3 H lir SEASIDE UNITED METHODIST CHURCH INFILTRATION BASIN 2 CALCULATION SUMMARY FOR DW'Q: WATER QUALITY CONSIDERATIONS - IMPERVIOUS AREA BREAKDOWN: TOTAL AREA DRAINING TO BASIN = 57,584 SF (1.32 ACRES) BUILDINGS = 17,362 SF (0.40 ACRES) SIDEWALKS = Z148 SF (0.05 ACRES) FUTURE IMPERVIOUS = 26,230 SF (0.60 ACRES) TOTAL IMPERVIOUS = 45,740 SF (1.05 ACRES) PERCENT IMPERVIOUS = 80.1% RUNOFF COEFFICIENT DE7ERMINA710N: Rv = 0.05 + (0.009 x 80.1) = 0.77 IN11N 1-1/2' VOLUME DETERMINA710N: VOLUME = (DESIGN S70RMXRv)(DRAINAGE AREA) = 1.5 IN x 0.77 IN/IN x 1.32 ACRES = 0.1 ACRE -FT = 5,546 CF INFIXTRATION BASIN 2 SUMMARY DATA: STATE WATER QUAUTY CONSIDERATIONS - 1-1/2- STORAGE VOLUME REQUIRED = 5,546 OF 14/2• STORAGE VOLUME PROVIDED = 5,621 CF STORAGE VOLUME DRAWDOWN TIME = 1.0 HOURS OVERFILL 6" '2i, FOR SETTLEMENT Ak EMERGENCY BYPASS 6" BELOW SETTLED TOP OF DAM NATURAL GROUND TEMPORARY SEDIMENT TRAP SUMMARY: MIN. TRAP VOL - 1,800 CF/ACRE DISTURBED AREA (10 YEAR STORM) MIN. TRAP VOL - 2,300 CF/ACRE DISTURBED AREA (25 YEAR STORM) (SEDIMENT MUST BE REMOVED TWICE A YEAR) 25 YR SEDIMENT DISTURBED MINIMUM 7RAP WEIR DEPTH FLOW MIN. SURFACE LENGTH WIDTH Z& AREA (Al- VOLUME (0 LENGTH tFYN Za LM AREA (SF) (M an 1 0.5 1.150 4 5 1.4 610 31 20 2 1.2 Z780 4 5 &2 Z265 78 30 LEGEND STORMWA TER INLET/BOX STORM TB JUNNCTIONC77ON O / BOXES 21 - CONTOUR LINE & ELEVA77ON 30' DRAINAGE EASEMENT L 15' / I ( MEMEN WOMEN MMENE LIMITS OF DISTURBANCE Nc1 0 M COHERE EO RIP RAP OUTLET PR07EC77ON ,�M E E.I.P. EXIST. IRON PIPE E.C.M. EXIST. CONCRETE MONUMENT oN0 NOTE WELL 1. ANY AREAS ON S17E WiiHOUT AC77WTY IN A 15 WORKING DAY F P PERIOD OR 30 CALANDER DAYS (WHICHEVER IS SHORTER) -f P SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIR AON9 FOLLOWING ANY PHAS OF GRADING 2 THIS PLAN TO BE U7iLIZED AND RENEWED ONLY IN CONJJNC17ON MIH THE WRITiEN NARRAiIW, WHICH IS AN INTEGRAL PART OF THIS EROSION AND SEDIMENT CONTROL PLAN. 3. ALL SLOPES SHALL BE 3.1 OR FUTEER. 4. ALL ROOF DRAINS TO BE DIRECTED TO STORM DRAINA 29 SYSTEM OR INRLIRA71ON BASIN. La�9' 5' WATER ELEVATION OCT. 11, 2004 °oo°o 625.13 MSL 12%f0%6' �bOo°o d5a - 2" S'roNE dArAx - 3' to - 9, MIN. APRON THICKNESS - 4.5' 12; 10", & 8" HOPE NOTE: FILTER FABRIC IS TO as BE PLACED UNDER ALL STONE \ OUTLET PROTECTION. OUTLETPROTECnM DETAIL NOT TO SCALE a> 4'MINIMUM in X M 2:1 SIDE in I SLOPE MAX. STAKED 2"x 4" WOODEN FRAME 3' LENGTH MINIMUM 3' SPACING GATHER EXCESS FILTER FABRIC AT CORNERS IXiFNS10N OF FABRIC 1' MRE IN70 TRENCH eCRUSHED STONE OR 12'COMPACTLD SOIL SEE NARRATIVE FOR MORE DETAIL AND ALTERNATE METHODS x \ i =iM 0 YLON. POETEsiFn', oR DROP INLET TNnENE YARN. EXTRA WITH GRATE TRENGTH t 50 P51 WNJ Q1 17H ULTRLOLET RAY 4HIRRORS AND STABIUZERS ISOMETRIC VIEW PRAC710E 6.51 NOT TO SCALE NO WETLANDS 1XST ON 511E I , 31 -_ - 32 745rD42E 32 _�� �• �_ -33 s � ANGLE TRACE RD 34 ' I ; 3a L 32 33 0) 32 II --�-1- -- 1 5" CULVERT 30 � �� ........ �,, , • � SF v w U 30 , 0 PROPOSED PARKING/ASPHALT PROPOSED 35 FT CONCRETE SIDEWALK CURB O Nm _ a \O o d'N COZ TOTAL in C6 U O u N? "�p II n, 2 z 26 CURB V_. 24 252! 25 26 - ry. _�11/ � 26 30 15 0 30 60 90 SCALE IN FEET: 1"= 30' I-> F 12' HDPE PIPE SF I w .. . Si ............. . O i 0 N ♦ \ 5A SIDESLOPES > � 2 CY CL ll11 RIPR aT �Ge• --_______ - ______ 12"HOPE PIPE a� O 2 CY CL II RIPRAP Op STORMWATER MANAGEMENT 9 � INFILTRATION BASIN 2 29 SEE SHEET 2 OF 3 FOR DETAILS \ � N �_____________ ___________ _-_� r1 n0,/ 1 1 � r Ld 28 .v (lu. 2e NO KXANDS�VST ON 511E L-Ory DELL WILLIAMSO v 27 • GRASS L r• (VEGETATED N I N ry�"'Vm AUG 12 4 200 I v5l" 6 COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL / RESIDENTIAL P.O. Box 4041 Wilmington, NC 28406 (910) 791-4441 6@6 sett Aqua T1 is o s 3'`3 gift s 1. gg a: bSy` s �1BEaaE€ oil fitS� "n �•�� �� oFFSS rEAL JCL • 4 � p m tn Do m Q 99 z Z W W U Z U Z in S 0 0 � � w W W U U ce a Of a- Win in S � S W O Z N � W ON .ITY DA7E:• 8-10-05 HORZ. SCALE. I' 30' VERT. SCALE. • N/A DRAWN BY.• HSR CHECKED BY HSR RO 05-004 Sheet No. Of 3 h P-At5 ) r>& tD o - r -F' i VPV� VEooS d, .P�rtmevNg fe,v _ �,� t,_S�� ee (k',1J�- W iA RAO. - LENGIH = 151 RAD. = 10 FT ,711 = 15.7 FT 0 FT 7 FT 10' HOPE PIPE TO BASIN WV = 30.1 rill TOP OF GRATE = 31.0 BOX IE= 28.0 BOTTOM OF BOX = 26.5 iy` `��l7ppf 3Og PLAN VIEW CA TCH BASIN (2) NC PRODUCTS424 OR EQUIVALENT BOX BYPASS STRU( (STRUCTURE 1) NOT TO SCALE GRATE TOP 2 FT 10' HDPE PIPE IE = 30.4 12' CONC 2 FT SUM FOR CLEANOL 162.0 FT 5: 7 -SYDESLOPE 17ER INRLMA71ON BASIN BOTTOM ELEVA770N= 26.5 8 FT TOP OF BERM COVER ACCESS TOP = 31.2 TOP OF BOX = 31.2 .5 FT WEIR B EV. = 30.5 10' HDPE PIPE INv=so.1 _ 1T' CONC. 2 FT SUMP FOR CLEANOU SEC770N V7 (2) - 2 FT x 2 FT PRECAT CONCRETE BOX NC PRODUCTS 2424 OREQUIVALENT (STRUCTURE 1) =ASE iG*X1111 27.4 27.4- 8 FT 70P OF BERM 1.5' STORAGE MA71ON = 27.4 SURFACE AREA = 7,174 SF STORAGE = 5,621 CF 26 LF 12' HDPE PIPE ADS N-12 OR EQUIVALENT IEIN=27.1 f IE OUT = 27.0 / 5 CY CL 11 RIPRAP 1.5 FT DEEP W INFIL TRA TION BASIN 2 DETAIL SCALE: 1"= 10' NATURAL GROUND \ 1g FIT � TOP OF EMBANKMENT ELEVATION = 31.0 NATURAL GROUND 6 LF 12' HOPE PIPE ADS N-12 OR EQUIVALENT IEIN=27.2 IE OUT = 27.1 50 LF VEGETATED RLTER 5 CY CL 11 RIPRAP 1.5 FT DEEP BYPASS STRUCTURE 2/ PRE-TREATMENT DEVICE RAD. = 10 FT W/ SMART WIER (SEE DETAIL THIS SHEET) LENGTH = 15.7 FT (2) - 2' x 2' BOXES W/ GRATE & COVER W/ ACCESS OVER 2ND BOX TO = 28.4 COVER = 2&4 IE 10' & 12' PIPE = 27.1 IE 12' BYPASS PIPE = 27.2 IE OF BOX = 25.0 10 FT EMERGENCY OVERFLOW SPILLWAY EL= 27.6 RAO. = 10 FT LENG7H = 15.7 FT TOP OF GRATE = 28.4 12' HDPE PIPE 12' HDPE PIPE IE = 27.1 TO VEG. FIL7ER INV = 27.2 BOX IE= 25.0 BOTTOM OF BOX = 22.5 GRATE TOP COVER ACCESS TOP ELEV= 28.4 TOP OF BOX = 28.4 FT WEIR ELEV. = 2Z4 12' HDPE PIPE INV 2Z2 =ASE 2 FT1.5 HOPE PIPE 12' CONC. 2 FT SUMP FOR CLEANOUI 12' CONC. 2 FT SUMP FOR CLEANOU PLAN VIEW (2) NC PRODUC 424 OR EQUIVALENT BOX 2 (STRUCTURE 2) SEC77ON VIEW (2) - 2 FT x 2 FT PRECAST CONCRETE BOX NC PRODUCTS 2424 OR EQUIVALENT (STRUCTURE 2) CA TCH BASIN 2 / BYPASS STRUCTURE NOT TO SCALE EMERGENCY SPILLWAY ELEVATION = 30.8 SPILLWAY/STATE STORAGE ELEV411ON = 30.5 K7 80B CF BASIN BOTTOM E1 .. = 30.0 INFIL TRA'ION BASIN 1 EMBANKMENT SECTION NOT TO SCALE TOP OF EMBANKMENT 11EVA71ON = 2d0 7- EMERGENCY SPILLWAY ELEVATION = 27.6 SPILLWAY/STATE STORAGE ELEVARON = 27.4 p STATE STORAGE VOLUME = 5,621 CF \� BASIN BOTTOM ELEV. = 26.5 INFIL TRA TION BASIN 2 EMBANKMENT SECTION NOT TO SCALE NOTES - I. PORTABLE PUMP RTTO BFEUSED TO DRAIN SYSTEM IN SIN OR JUNC77ON BOX ATTACHPEMERMYCY. PUMP TO BE PLACED TO HOSELETAND COVERED W17H STONE HOSE 6UTLET TO DRAIN ACROSS STABLE UPLAND EA SUMCIENT TO RESTRAIN EROSION. 2. ALL BUILDING ROOF DRAINS MUST BE DIRECIED INTO 7HE STORM DRAINAGE COLLEC71ON SYSTEM. 12 FT - ITOP OF EMB) ELEVATION = 308 f\\ K\\/\�• INFIL TRA TION BASIN 1 EMERGENCY SPILL WA Y FRONT VIEW NOT TO SCALE 12 FT COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL / RESIDEN77W P.O. Box 4041 wlmington, NC 28406 (910) 791-4441 V W 0 z /Qw v, I6sG =gill U U 00 U N o ~coU Lu cr ZE Q _rE WpUtn o ONWLr) 00 =Ov mi W x 0 m I TOP OF EMBI ELEVATON = INFIL TRA TION BASIN 2 EMERGENCY SPILLWAY AUG : s zoo FRON T VIEW BN-�sct lc NOT TO SCALE V�o�Q m¢ 0 2 O W 2� �oQ W Z3ii � fN 0 m Vy Z 0 C W� o vac U � W (/) DO ZOO O 5 p 2 3 Q o (n ~ W Cc -�Q o; O J W~ Uac2lto a c5 tiLu CI ¢2 ZO-¢ Z¢W -Jl Q y N cgo g�� ZO to Wymco o co m QQ 3 e W U 2 y `1 O Q EE w 1 f U w IL W rn 5 w O Z W DATE: 8-10-05 HORZ. SCALE., AS SHOWN VERT. SCALE: N/A DRAWN BY.• HSR CHECKED BY HSR PROJECT NO.: 05-0047 Sheet No. 2 Of 3 Construction Road Stabilization Specification # 6.80 - Construction Specifications 1. Clear roadbed and parking areas of all vegetation, roots and other objectionable material. R. Ensure that road construction follows the natural contours of the terrain If it Is possible. 3. Locate parking areas on naturally flat areas if they are available. Keep grades sufficient for drainage but generally not more than 2 to 3%. 4. Provide surface drainage, and divert excess runoff to stable areas by using water bars or turnouts (Referencesi Runoff Control Measures). 5. Keep cuts and fills at 211 or flatter for safety and stability and to facilitate establishment of vegetation and maintenance. 6. Spread a 6-Inch course of 'ABC' crushed stone evenly over the full width of the road and smooth to avoid depressions. 7. Where seepage areas or seasonally wet areas must be crossed, Install subsurface drains or geotextlle fabric cloth before placing the crushed stone (Practice 6.81, Subsurface Drain). B. Vegetate all roadside ditches, cuts, FILLS and other disturbed areas or otherwise appropriately stabilize as soon as grading is complete (References, Surface Stabilization). 9. Provide appropriate sediment control measures to prevent off -site sedimentation. Maintenance Inspect construction roads and parking areas periodically for condition of surface. Tapdress with new gravel as needed, Check road ditches and other seeded areas for erosion and sedI mentatI on after runoff -product no rains. Maintain all vegetation In a healthy, vigorous condition. Sediment -producing areas should be treated Immediately, CfTemporary Gravel Construction Entrance/Exit Specification # 6.06 - Construction Specifications 1. Clear the entrance and exit area of all vegetation, roots and other objectionable material and properly grade it. 2. Place the gravel to the specific grade and dimensions shown on the plans and smooth It. 3. Provide drainage to carry water to a sediment trap or other suitable outlet. 4. Use geotextlle fabrics because they Improve stability of the foundation In locations subject to seepage or high water table. Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site. Th is any require periodic topdressing with 2-Inch stone After each rainfall, Inspect any structure used to trap sediment and clean It out as necessary. Immediately remove all objectionable materials spilled, washed, or tracked onto public roadways. Temporary Seeding Specification # 6.10 - Specifications Complete grading before preparing seedbeds and Install all necessary erosion control practices, such as dikes, waterways and basins. Minimize steep slopes because they make seedbed preparation difficult and increase the erosion hazard. If soles become compacted during grading, loosen then to a depth of 6-8 Inches using a ripper, harrow, or chisel plow. Seedbed Preparation Good seedbed preparation Is essential to successful plant establishment, A good seedbed Is well -pulverized, loose and uniform. Where hydroseeding methods are used the surface may be left with n more Irregular surface of large clods and stones, Lining - Apply time according to Solt test recommendations. If the pH (acidity) of the soil Is not known, an application of ground agricultural limestone at .the rate of I to 1 1/2 tons/acre on coarse -textured Solis an - d 2 3 tons/acres on fine -textured soles is usually sufficient. Apply limestone uniformly and incorporate into the top 4-6 inches of soil. Soils with a pH of 6 or higher need not be limed. Fertilizer- Base application rates on Solt tests. When these ore not possible, apply a 10-10-10 grade fertilizer at 700-1,000 lb./acre. Both fertilizer and time should be incorporated into the top 4-6 inches of soli. If a hydraulic seeder is used, do not mix seed and fertilizer more than 30 minutes before application. Surface roughening- If recent tillage operations have resulted in a loose surface, additional roughening may not be required except to break up large clods. If rainfall causes the surface to become sealed or crusted, loosen It Just prior to seeding by disking, raking, harrowing, or other suitable methods, Groove or furrow slopes steeper than 311 on the contour before seeding (Practice 6103, Surface Roughening). Plant Selection Select an appropriate species or species mixture from Table 6.I0a, for seeding in late winter and early spring, Table 6,10b for summer, and Table 6.I0c for fall Seeding Evenly apply seed using a cyclone seeder (broadcast>, drill, cultlpacker seeder, or hydroseeder. Use seeding rates given in Table 6.I0a-6.10c, Broadcast seeding and hyroseeding are appropriate for steep slopes where equipment cannot be driven. Hand broadcasting is not recommended because of the difficulty In achieving a uniform distribution. Small grains should be planted no more than 1 inch deep, and grasses and legumes no more than 1/2 Inch, Broadcast seed must be covered by raking or chain dragging, and then lightly firmed with a roller or cuttipacker. Hydroseeded mixtures should include a wood fiber (cellulose) mulch. Mulchino The use of appropriate mulch will help ensure establishment under normal conditions and is essential to seeding success under harsh site condition (Practice 6,14, Mulching). Harsh site conditions include, -seeding In fall for winter cover (wood fiber mulches are not considered adequate for this use), -slopes steeper than 3, 1, -excessively hot or dry weather, -adverse Sol ls(shallow, rocky, or high in clay or sand), and -areas receiving concentrated flow, If the area to be mulched Is subject to concentrated waterflow, as In channels, anchor mulch with netting (Practice 6,14, Mulching). Table 6.I0a - Temporary Seeding Recommendation for Late Winter and Early Spring Seeding mixture Species- Rye(graln), Annual lespedeza (Kobe In Piedmont and Coastal Plain Rate (lb/acre)- 120 Unit annual lespedeza when duration of temporary cover is not to extend beyond June Seeding dates -Coastal Plain - Dec. 1 - Apr. 15. Solt amendments- Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer. Mulch -Apply 4,000lb/acre straw. Anchor straw by tacking with asphalt, netting or a mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring tool. Maintenance - Refertlllze If growth Is not fully adequate. Reseed, refertilize and mulch Immediately following erosion or other damage. Table 6.10b - Temporary Seeding Recommendations for Summer Seeding mixture Species -German millet Rate(lb/acre)- 40 Seedingdates-Coastal Plain- Apr. 15- Au 15 P 9 Soil amendments -Follow recommendations of soil tests est or apply l 2,000 lb/acre ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer. Mulch -Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting or a mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring tool. Maintenance-Refertilize if growth Is not fully adequate, Reseed, refertilize and mulch immediately following erosion or other damage. Table 6, IOc - Temporary Seeding Recommendation for Fall Seeding mixture Species-Rye(grain) Rate(lb/acre) - 120 Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec. 30 Soil amendments - Follow soil tests or apply 2,000 lb./acre ground agriculture) limestone and 1,000 lb/acre 10-10-10 fertilizer. Mulch- Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring tool. Maintenance- Repair and refertilize damaged areas immediately. Topdress with 50 lb/acre of nitrogen in March, If It Is necessary to extend temporary cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and Coastal Plain) Permanent Seedlno Specifications # 6.11 - Specifications Seedbed Requirements Establishment of vegetation should not be attempted on sites that are unsuitable due to Inappropr l ate soli texture (Table 6. lea), poor drainage, concentrated overland flow, or steepness of slope until measures have been taken to correct these problems. To maintain a good stand of vegetation, the Solt must meet certain minimum requirements as a growth medium. The existing soil should have these criteria, - Enough fine-grained (silt andcloy) material to maintain adequate moisture and nutrient supply (available water capacity of at least .05 inches water to l Inch of Solt). - Sufficient pore space to permit root penetration. - Sufficient depth of Solt to provide an adequate root zone. The depth to rock or Impermeable layers such as hardpans should be 12 Inches or more, except on slopes steeper than 2,1 where the addition of soil Is not feasible, - A favorable pH range for plant growth, usually 6.0-6.5. - Freedom from large roots, branches, stones, large clods of earth, or trash of any kind. Clods and stones may be left on slopes steeper than 3,1 If they are to be hydroseeded. If any of the above criteria are not met -he., If the existing Solt Is too coarse, dense, shallow or acidic to foster vegetation -special amendments are required. The soli conditioners described below may be beneficial or, preferably, topsoll may be applied in accordance with Practice 6.04, Topsolling, Solt Conditioners In order to Improve the structure or drainage characteristics of a soil, the following material may be added. These amendments should only be necessary where sot is have I In l tat Ions that make them poor for plant growth or for fine turf establishment (see Chapter 3, Vegetative Considerations). Pent -Appropriate types are sphagnum moss peat, hypnum moss pent, reedsedge peat, or peat humus, all from fresh -water sources. Peat should be shredded and condItIoned In storage plLes for at least 6 months after excavation, Sand -clean and free of toxic materials Vermiculite-horticultur al grade and free of toxic substances. Rotted manure -stable or cattle manure not containing undue amounts of straw or other bedding materials. Thoroughly rotted sawdust- free of stones and debris. Add 6 lb. Of nitrogen to each cubic yard. Sludge -Treated sewage and Industrial sludges are nvnllable In various forms, these should be used only In accordance with local, State and Federal regulations, Species Selection Use the key to Permanent Seeding Mixtures (Table 6.11b) to select the most appropriate seeding mixture based on the general site and maintenance factors. A listing of species, Including scientific names and characteristics, Is given In Appendix 8.02. Seedbed Preparation Install necessary mechanical erosion and sedimentation control practices before seeding, and complete grading according to the approved plan. Lime and fertilizer needs should be determined by soli tests. Sall testing is performed free of charge by the North Carolina Department of Agriculture Solt testing laboratory. Directions, sample cartons, and Information sheets ore available through county agricultural extension offices or from NCDA. Because the NCDA Solt testing lab requires 1-6 weeks for sample turn -around, sampling must be planned well In advance of final grading. Testing Is also done by commercial laboratories, When Boll test ore not available, follow rates suggested on the individual specification sheet for th e seeding mix chosen (Tables s 6. llc through 6.110, 8 g Applications rates usually y fall Into the following ranges- - Ground agricultural limestone Light -textured, sandy soils) 1-1 1/2 tons/acre Heavy textured, clayey soles 2-3 tons/acre - Fertilizer, Grasses 800-1200 lb/acre of 10-10-ID (or the equivalent) Grass- - - le Grass -legume mixtures 800 1200 lb - /acre of 5 30 30 (or the 9 equivalent) Apply time and fertilizer evenly and Incorpornte.lnto the tap 4-6 Inches of soil by disking or other suitable means. Operate machinery on the contour. When using at hydroseeder, apply time and fertilizer to a rough, loose surface. Roughen surfaces according to Practice 6.03, Surface Roughening. Complete seedbed preparation by breaking up large clods and raking into a smooth, uniform surface (slope less than 3-1) Flit In or level depressions than can collect water, Broadcast seed into a freshly loosened seedbed that has not been sealed by rat nfaI I. Table 6.11s - Seeding No. 4CP for, Well -Drained Sandy loans to Dry Sands, Coastal Plaini Low to Medium -Care Lawns Seeding mixture Species - Centlpedegrass - Rate - 10-20 lb/acre (seed) or 33 bu/acre (sprigs) Seeding dates - Mar. - June, (Sprigging can be done through July where water Is available for Irrigation.) Solt amendments - Apply lime and fertilizer according to Solt test, or apply 300 lb/acre 10-10-10. Sprigging - Plant sprigs in furrows with a tractor -drown transplanter, or broadcast by hand. Furrows should be 4-6 Inches deep and Eft apart. Place sprigs about 2 ft. apart In the row with one end at or above ground level (Figure 6.11d), Broadcast at rates shown above, and press sprigs Into the top 1 1/2 Inches of soli with a desk set straight so that spr Igs are not brought back toward the surface. Mulch - Do not mulch Maintenance - Fertilize very sparingly- 20 Lb/acre nitrogen In spring with no phosphorus. Centlpedegrass cannot tolerate high pH or excess fertilizer. Table 6.11t - Seeding No. 5CP for. Nell -Drained Sandy Loans to Dry Sands) Low Maintenance Seeding mixture Species Rate (lb/acre) Pensacola Bahiagrass 50 Serlcea lespedeza 30 Common Bermudagrass 10 German millet 10 Seeding notes 1. Where a neat appearance is desired, omit sericea 2. Use common Bermudagrass only an Isolated sites where It cannot become a pest. Bermudagrass may be replaced with 5 lb/acre centlpedgrass. Seeding dates - Apr. 1 - July 15 Solt amendments - Apply time and fertilizer according to Solt tests, or apply 3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer. Mulch Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch. Anchor by tacking with asphalt, roving and netting or by crimping with a mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring tool. Maintenance - Refertlllze the following Apr. with 50 lb/acre nitrogen. Repeat as growth requires, May be moved only once a year, Where a neat appearance is desired, omit sericea and now as often as needed, Table 6.11v - Seeding No. 7CP for, Grass -Lined Channels) Coastal Plain Seeding Mixture Species - Common Bermuda r - - nss Rate - 40 80 C1/2 t / 0 P b t OO ft) g , Seedingdates - Coastal Pl - nln Apr Jul 1 P Y Soil amendments - Apply time and fertilizer according to soli tests, or apply 3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer. Mulch - Use jute, excelsior matting, or other effective channel lining material to cover the bottom of channels and ditches. The lining should extend above the highest calculated depth of flow, On channel side slopes above this height, and in drainages not requiring temporary linings, apply 4,000 lb/acre grain straw and anchor straw by stapling netting over the top. Mulch and anchoring materials must be allowed to wash down slopes where they can clog drainage devices, Maintenance -A minimum of 3 weeks is required for establishment, Inspect and repair mulch frequently. Refertilize the following Apr. with 50 lb/acre nitrogen. Refer to Appendix 8.02 for botanical names ,I Outlet Stabilization Structure Spec if l cat l on # 6.41 - Construction Spec if Icat Ions 1. Ensure that the subgrade for the filter and rlprap follows the required lines and grades shown In the plan. Compact any fl 11 required In the subgrade to the density of the surrounding undisturbed material. Low areas In the subgrade on undisturbed soli may also be filled by increasing the rlprap thickness. 2. The ri prop and gravel filter must conform to the specified grading limits shown on the plans, 3. Fl Lter cloth, when used, must meet design requirements and be properly protected from punching or tearing during Installation. Repair any damage by removing the rlprap and placing another piece of filter cloth over the damaged are*. All connecting Joints should overlap a minimum of 1 ft. If the damage Is extensive, replace the entire filter cloth, 4. Rlprap may be placed by equipment, but take care to avoid damaging the fitter, 5. The minimum thickness of the riprap should be 1,5 times the maximum stone diameter, 6. Rlprap may be field stone or rough quarry stone. It should be hard, angular, highly weather -resistant and well graded. 6. Construct the apron on zero grade with no overfa It at the end, Make the top of the rlprap at the downstream end level with the receiving area or slightly below It. 8. Ensure that the apron Is properly aligned with the receiving stream and preferably straight throughout Its length. If a curve Is needed to fit site conditions, place It In the upper section of the apron, 9. Immediately after construction, stabilize all disturbed areas with vegetation (Practice 6.10, Temporary Seeding, and 6.11, Permanent Seeding). Maintenance Inspect rlprap outlet structures after heavy rains to see If any erosion around or below the rlprap has taken place or If stones have been dislodged. Immediately make all needed repairs to prevent further damage. Fabric Drop Inlet Protection (Temporary) Specification # 6.51 - Construction Specifications 1. As synthetic fabric, use a pervious sheet of nylon, polyester, or ethylene yarn -extra strength (50 Ib/1 Inch minimum) -that contains ultraviolet ray Inhibitors and stabilizers. Fabric should be sufficiently porous to provide adequate drainage of the temporary sediment pool. Burlap may be used for short-term applications. It must be replaced every 60 days. 2. Cut fabric from a continuous roll to eliminate Joints. 3. For stakes use 2 x 4 Inch wood (preferred) or equivalent metal with n minimum length of 3 ft. 4. Space stokes evenly around the perimeter of the inlet a maximum of 3ft. apart, and securely drive them Into the ground, approximately 18 Inches deep. 5. To prove de needed stabs l Ity to the into I. tat l on, frame with 2 x 4-Inch wood strips around the crest of the overflow area at a maximum of 1.5 ft above the drop Inlet crest. 6. Place the bottom 12 inches of the fabric in a trench and backfill the trench with at least 4 Inches of crushed stone or 12 inches of compacted Sol L. 7. Fasten fabric securely to the stakes and frame. Joints must be overlapped to the next stake. S. The top of the frame and fabric must be well below the ground elevation down slope from the drop Inlet to keep runoff from bypassing the inlet. It may be necessary to build a temporary dike on the down slope sl de of the structure to prevent bypass flow. Material from within the sediment pool may be used for diking. Maintenance Inspect the fabric barrier after each rain and make repairs at needed. Remove sediment from the pool area as necessary to provide adequate storage volume for the next rain. Take care not to damage or undercut the fabric during sediment removal. When the contr lb t u Ing drainage area has been adequately stab llzed, remove all materials an d an unstable sediment and disp ose ose of them ro ere Bring the e property. Y 9 disturbed area to the grade of the drop Inlet and smooth and compact It. Appropriately stabilize all bare areas around the Inlet. Land Grading Specification # 6.02 - Construction Specifications 1.Construct and maintain all erosion and sedimentation control practices and measures In accordance with the approved sedimentation control plan and construction schedule. 2. Remove good topsoll from areas to be graded and fl I. led, and preserve It for use in finishing the grading of all critical areas, 3. Scar Ify areas to be topsoI led to a mInImum depth of 2 inches before place no topsoil (Practice 6.04, Topsolling). 4.Clear and grub areas to be filled to remove trees, vegetation, roots, or other objectionable material that would affect the planned stability of the fl Lt. 5,Ensure that fill material is free of brush, rubbish, rocks, logs, stumps, building debris, and other materials inappropriate for constructing stable fills. 6. Pence all fl I In layers not to exceed 9 Inches In thickness, and compact the layers as required to reduce erosion, slippage, settlement, or other related problems. 7.110 not Incorporate frozen material or soft, mucky, or highly compressible ' materials Into fill slopes, B.Do not place fill on a frozen foundation, due to possible subsidence and Slippage. 9.Keep diversions and other water conveyance measures free of sediment during all phases of development, , 1O,Handle seeps or springs encountered during construction In accordance with approved methods (Practice 6.81, Subsurface Drain). 11.Permanently stabilize all graded areas Immediately after final grading is completed on each area In the grading plan. Apply temporary stabilization measures on all graded areas when work is to be interrupted or delayed for 30 working days or longer. 12.Ensure that topsoil stockpiles, borrow areas, and spoil areas are adequately protected from erosion with temporary and final stabilization measures, Including sediment fencing and temporary seeding as necessary. Maintenance Per i ad I cnlly check all graded areas and the support l no eras l an and sedI mentatI on control practices, especially after heavy rainfalls, Promptly remove all sediment from diversions and other water -disposal practices. If washouts or breaks occur, repair then Immediately, Prompt maintenance of small eroded areas before they become significant gullies Is an essential part of an effective erosion and sedimentation control plan, COMPACTED FILL OR GRAVEL., EXTENSION OF FABRIC AND WIRE INTO THE 7RENCH 1L BRIC BACKFILL MINIMUM 8' THICK LAYER OF GRAVEL 89WINIMUM 17 V-7RENCH -!-� B��IENO NOTE % SEE NARRATVE FOR MORE DETAIL ISOMETRIC VIEW EXTENSION OF FABRIC AND WIRE / INTO THE TRENCH WE COMPAC7ED FILL 8 MINIMU M FILTER FABRIC 141MINIMUM 41MINIMUM SEC710N SEC110N SF SEDIMENT FENCE C SILT FENCE ) Practice 6.62 NTS Sediment Fence (Slit Fence) Specification 6.62 - Construction Specifications MATERIALS 1.Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon, polyester, or polyethylene yarn, which Is certified by the manufacturer or supplier as conforming to the requirements shown In Table 6, 62b. Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to provide a minimum of 6 months of expected usable construction life at a temperature range of 0 to 120 F. 2,Ensure that posts for sediment fences are either 4-Inch diameter pine, 2-Inch diameter oak, or 1.33 lb/linear ft steel with a minimum length of 4 ft, Make sure that steel posts have projections to facilitate fastening the fabric. 3. For re enforcement of standard strength filter fobr l c, use wl re fence with a minimum 14 gauge and a maximum mesh spacing of 6 Inches, Table 6.6210 Specifications For Sediment Fence Fabric Physical Property Requirements Filtering Efficiency - 85% (mm) Tensile Strength at Standard Strength- 30 Ib/tin In (min) Extra Strength- 50 lb/tin in (mm) Slurry Flow Rate - 0.3 gal/sq ft/min (min) CONSTRUCTION (.Construct the sediment barrier of standard strength or extra strength synthetic filter fabrics. 2.Ensure that the height of the sediment fence does not exceed 18 Inches above the ground surface. (Higher fences may impound volumes of water sufficient to cause failure of the structure.) 3,Construct the filter fabric from a continuous roll cut to the length of the barrier to avoid Joints. When Joints are necessary, securely fasten the filter cloth only at a support post with overlap to the next post. 4.Support standard strength filter fabric by wire mesh fastened securely to the up slope side of the posts using heavy duty wire staples at least 1 Inch long, or tie wires. Extend the wire mesh support to the bottom of the trench. 5.When a wire mesh support fence Is used, space posts a maximum of 8 ft apart. Support posts should be driven securely Into the ground to a minimum of 18 inches. 6. Extra streng th filter fabric with Eft post spacing does not require were mesh support fence. Staple or wire the filter fabric directly to posts. 7,.Excavate a trench approximately 4 Inches wide and 8 inches deep along the proposed line of posts and upslope from the barrier (figure 6.62a). B.Backfill the trench with compacted soil or gravel placed over the filter fabric. 9.Do not attach filter fabric to existing trees. Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any required repairs Immediately, Should the fabric of a sediment fence collapse, tear, decompose or become ineffective, replace it promptly. Replace burlap every 60 days. 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 undermining the fence during cleanout. Remove all fencing materials and unstable sediment deposits and bring the area to grade and stabilize it after the contributing drainage area has been properly Stabilized STTemporary Sediment Trap - continued Protection O from piping Pence filter cloth an the foundation below the rl P rn P to prevent plping. An alternative would be to excavate n keyway trench across the riprap foundation and up the sides to the height of the dam. Weir length and depth - Keep the spillway weir at least 4 ft long and sized to pass the peak discharge of the 10-yr storm. A maximum flow depth of 1 ft, a m InImum freeboard of 0.5 ft, and max l mum sl de slopes of 2,1 are recommended. Weir length may be selected from Table 6.60a shown for most site locations in North Carolina. Table 6, 60a Design of Spillways Drainage Area Weir Length(1) (acres) (ft) 1 4.0 2 6.0 3 8.0 4 10.0 5 12.0 (1) Dimensions shown are minimum Construction Specifications 1. Clear, grub, and strip the area under the embankment of oil vegetation and root mat. Remove all surface salt containing high amounts of organic matter and stockpile or dispose of it properly. Haul all objectionable material to the designated disposal area. 2. Ensure that fill material for the embankment Is free of roots, woody vegetation, organic matter, and other objectionable material. Place the flLt In Lifts not to exceed 9 Inches and machine compact it. Over FILL the embankment 6 Inches to allow for settlement. 3. Construct the outlet section in the embankment. Protect the connection between the rlprop and the soli from plping by us l no filter fabr lc or a keyway cutoff trench between the riprap structure and the soil. (Place the fitter fabric between the rlprap and Solt. Extend the fabric across the spillway foundation and sides to the top of the dam) or (Excavate a keyway trench along the centerllne of the spillway foundation extending up the sides to the height of the dam. The trench should be at least 2 ft deep and 2 ft wide with 1,1 side slopes. 4. Clear the pond area below the elevation of the crest of the spillway to facilitate sediment cleanout 5. All cut and fill slopes should be 2,1 or flatter. 6. Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3 ft and maximum side slopes of 1i1 that extend to the bottom of the spillway section. 7. Construct the minimum fInIshed stone spl IIway bottom width, as shown on the plans, with 2,1 side slopes extending to the top of the over filled embankment Keep the thickness of the sides of the spillway outlet structure at a minimum of 2L Inches. The weir must be level and constructed to grade to assure design capacity. 8. 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. 9. Ensure that the stone spillway outlet section extends downstream past the toe of the embankment until stable conditions are reached and outlet velocity Is acceptable for the receiving stream. Keep the edges of the stone outlet section flush with the surrounding ground and shape the center to confine the outflow stream (References, Outlet Protection). 10. Direct em ergency enc bypass to natural stable areas, g Y Y ens, Locate bypass outlets P u lets so YP that flow well not dam8t a e he embankment. 11. Stab llze the embankment and all disturbed areas above the sediment pool and downstream from the trap immediately after construction (References, Surface Stabilization). 12. Show the dl stance from the top of the spI t Iway to the sediment cleanout level (one-half the design depth) on the plans and mark It In the field. Maintenance Inspect temporary sediment traps after each period of significant rainfall. Remove sediment and restore the trap to Its original dimensions when the sediment has accumulated to one-half the design depth of the trap. Place the sediment that is removed in the designated disposal area and replace the contaminated part of the gravel facing. Check the structure for damage from erosion or piping. Periodically check the depth of the spillway to ensure It Is a minimum of 1.5 ft below the low point of the embankment. Immediately fill any settlement of the embankment to slightly above design grade. Any riprap displaced from the spillway must be replaced Immediately, After all sediment -producing areas have been permanently stabilized, remove the structure and oil unstable sediment. Smooth the area to blend with the adjoining areas and stabilize properly (References, Surface Stabilization). PUBLIC ROAD 6" MINIMUM THICKNESS 2" -3' COARSE � AGGREGATE NOTE: SEE NARRATIVE FOR MORE DETAIL. GRAVEL CONSTRUCTION ENTRANCE, WIDTH AS REQUIRED am l; /► / � � JOSMANSAIN .a_. -, .e -.,, a, t AUG 1 8 2005 I3y Practice 6.06 NTS COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL / RESIDEN77AL P.O. Box 4041 ViImington, NC 28406 (910) 791-4441 IEi 2 U U In F- CID O �N aJ Z I'(f)U LIJ LULUUu ZinW i � Q m LU W(OoO� (n - (n �_ W O h J � 03m0 F- to 0�ZOto WW ZW() Z ZQ= pOW ¢ WGQ �Q= of W 03 �00 WSW Q m0U) WWp�z �¢Z Cl p00 0- ZIXWQ ¢¢z(n )-�¢ OWz UO J0 Z WzzZ KIt Q��0cn ¢¢i 0 W2-g0i_E O QOO GJZW FU Ot¢= ¢En 3UQ0� Zp Sin ~W QZ:z 1z o ti V)p( UZZ� ?a ZOUZ tu¢WM ZU) WO �ZO:Z En Z W T O 1 QQ- QQgWgU LU U �jO (nRFV Mj U Q. g - o a�¢ Q Z c� EL pQ0 WOWd OZU DATE.• 8-10-05 Z Q O Z O u j a HORZ. SCALE AS SHOWN z¢z p 0 ¢ Ir Z 30W~ iY�?Z (�WZ VERT. SCALE- N/A oelf� zzoF moo¢ i=nIL-5 C1kc¢p OZ� DRAWN BY.• HSR CHECKED BY. HSR JNW� OIWn Q�Q ii ¢ C Q;ZO¢ PROJECT NO.: 05-0047 0:0 OZI- WQZ-I UO(n Sheet No. Of 3.51FT PROPOSED NEW SIDEWALK (POND) 193 SF i PROPOSED IMPERVIOUS ARE._ _.........._ ._ ___...._ . _._ BUILDINGS = 1,722 SF ASPHALT = Z217 SF SIDEWALK/OONCREIE = 975 SF TOTAL = 4,914 SF (0.11 ACRES) 18 SF IMPERVIOUS CREDIT REMAINING PROPOSED IMPERVIOUS AREAS DRAINING TO BASIN 1 - BUILDINGS = 0 SF ASPHALT = Z700 SF SIDEWALK = 112.7 TOTAL = Z812 SF (0.06 ACRES) PROPOSED IMPERVIOUS AREAS DRAINING TO BASIN 2 - BUILDINGS = 17,362 SF ASPHALT = 0 SF SIDEWALK = Z148 SF FUTURE IMPERVIOUS = 26,230 SF f X—I 10 PROPOSED NEW SIpEWAIX (2) 1,928 SF lb 33 32 31 PROPOSED NEW KING (1) Z 700 SF PROP SoNEW SIDEWALK (1) 112 1 PROPOSED NEW BUILDING ADDIBON (POND) 922 SF PROPOSED NEW SIDEWALK (22) 0.16Ff 2� W --� 3 (1 -_� 31 WW ♦ N ♦ W J \ AREA TO BASIN 1 I = a21 ACRES 3o I "d % a I I PROPOSED NEW (2) I I 444 SF OOFTf�ma ?a WATE4 a us j 1 " W n� o 3 n &VT V' PROPOSED NEW BUI ING (2) 17,362 SF I Li L0 V b I� I zs , AREA TO BASIN 2 ' = 1.35 ACRES I 4 � O m TOTAL = 45,740 SF (1.05 ACRES) /ry0 Iry 2� I Nm I I CURB J � N w 28 f1� a � Uµ m ON11 N I I Fm�Z mmmummo U N� J u 27 \ I Z, G18 CP LIGHT ' 27 INV=2 / z> PROPOSED SITE AP ROVED NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION DIVM UA TY AUG 1 8 2005 IiY`s_tJ��j16_$OS 30 15 0 30 60 90 SCALE IN FEET. 1 30' COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL / RESIDEN77AL P.O. Box 4041 Wilmington, NC 28406 (910) 791-4441 2 O y LIZ 2 W Q Lu U U ti 00 O � LLJ L�U Z � U O Q m n Lu ul) W(0Z W 3 ` O III,/ le 11-1 SEAL 3 _ INEE�•'S Wed/o W r 0 Y bi w z w DATE. 8-17-05 HORZ. SCALE.• I" 30' VERT. SCALE. N/A DRAWN BY. RLW CHECKED BY. HSR PROJECT NO.: 05-0047 Sheet No. 1 Of f L OCA TION MAP NOT TO SCALE U.S. Hwy 17 7- 0 A SR 1163 Angel Trace Rd.) S1TE o �/ a 2 SURVEY PERFORMED BY 07W,% PRONDED BY DIWMNS LAND SURWMG PA VARIES I VARIES PARKING DRIVE PATH PARKING ►I SPACE SPACE VARIES 8 FF ELEVATION 6" ABC STONE (REVERSE/INVERTED CROWN) TYPICAL PARKING BAY SECTION NOT TO SCALE 8 1 FF ELEVATION 1.5"ASPHALT MpX 2.0% 3 0.5% MIN. 4" MARL OR 7' CONCRETE SIDEWALK 6" ABC STONE (CONNECTING TO EXISTING ASPHALT) TYPICAL PARKING BAY SECTION NOT TO SCALE KEY TC - TOP OF CURB GL - GUTTER LINE FS - FINISHED SURFACE TW - TOP OF WALK BW - BOTTOM OF WALL EP - EDGE OF PAVEMENT HP - HIGH POINT TG - TOP OF GRATE TB - TOP OF BOX (ACCESS COVER) ,7'►717I�Ce7.� 1. CONTRACTOR TO MAKE SMOOTH TRANSITION FROM INVERTED CROWN TO SHEET FLOW IN DESIGNATED AREAS 2. CONTRACTOR TO ENSURE POSITIVE DRAINAGE IN ALL FINISHED AREAS. 4, 56 42 - N S6,1p .8 1— - t -- 'I CC -- _---_ - - -- -- --- 32 Z • �' '— 15" CULVERT 30 S en Q30 29 1g ® ® x—x�X=�_x11 x—x—x x—x_I ---- %� PAIrNG LOT / _ -- ` \ 001, GONGRE V• 30 4 jOFS III 31 -----. _, igM 3o m yts �B x 5 ryq jai 'CtI I 3r 31A FP 5 �—---..� 30 y2� x STORAGE BUILDING � x x—x- i w ry o N� FF=31.5 •• FWER - ryA " 6 — �`� GRINDER QO p X _X_X X 9 0 OP 1 X—X—X_X _X— 7J FENCE X� .04 2 GURO N N N N N N N N x 1 1 II x NEW BUILDING ADDI DON o N N N N N I— x FF=31.05 -... za mvwu+wN Nwnwmv x x x ELV 31.00 � A u FENCE ' ELV 31.05 ELV 31.01 ELV 31.0 w zs 1 0 WATER ELEVATION OCT. 11, 2004 i II o� `off 25.13 MSL ELV 30.96e Oo „ F L e� ��. CD74 O c 4/m� w ELV 31.07 7�d ��6p� 70 -7 �o N II _ • _ - WATER -... _ ((��++ OO 7 ��oq ELEC® UN 04 dJ 4) 9, p14 Z INV= .44 ELV 31.03 NEW WORSHIP � BUILDING - `co°7y I CURB I' Lo O °f1 „*,,A -5 WA Ln 26 26 I � ELV 31.02 z 2% m F v1 CURB CURB =o o 1I vI m - in . u q p CD 0 C N m o x 27 x 0 0 NN Q � C� [Y�(y �yyp J.1 SDMOP S ---- ,r — — — — — — — — — — — — — — — — — —28 i 0 --- - - - - - o I i I I ON CURB = ��-----'"---------------------� I ------I ao a vm Nll _.__. --.-. 28 - __- __-. 01 y 01 a;n 0- 27 1 CURB 1 I y� 27 I� I A P U l R A I ,,{,� I N ry [gpNNN IIAUG11 8 20 5 COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL / RESIDEN77AL P.O. Box 4041 Vilmington, NC 28406 (910) 791-4441 U p Op a Q Lu v=i V Q x z LO ��m0) BQ z ozo inoz U Cam.,) W cz ? Y W y V j � om O a 0 N Y a w w O Z w DATE.• 8-18-05 HORZ. SCALE: 1'= 30' VERT. SCALE. N/A DRAWN BY- RLW CHECKED BY. HSR PROJECT NO.: 05-0047 Sheet No. Of u c o� � o. 0 CONN�GT EX•'4° TIL15 ly. TO PROP. (," U.O. APPnO'VED NORTH CAROLINA ENVIRONMENTAL n MANAGEMENT COMMISSION R F W TER O LITY 5'S LF 24 960 go. S 1-1E26ENc4 SPILLWAY IW. Q+}.'ll \ \\ I 1 1W. OUT 29.o \ 1 \ \\ \ 1 U -roko u.� a pun -ET S eL c7U2e [Vt'aIL \ \\ POMP \ 1 I c� K ,t Y y F1+¢ri lEl t I \ sa '�a„nuiuuuumunuunuurttnnr m mm mum uurnuumuutr �uumnu�in,rnwun- \ \\ I Nam-740. 5 NwL 2d •O V TdTEb I _ N 03'4 '45' M 180.0_01 L Imo, _\ I I F3Uf 141.0 j 1 GILT ER co I u 14 \ __--_ l' ----%4lei ----%, . 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IN Z°L5 ' I 1W.OUT 29.0 I I \ II III \ II II I CANNEGT New d U.O. To (U.D = L1ND�CC7L?.alht� .s...--.- AN .1 ri \ II :ENV. i 2S.0 �0 IIII III i To BE VERIFI ID IN T► G FIELD. I II + 4 Iilm II I \ Ij W II I © 2 SWALE DETAIL I � I Ilm III I I o I Im I 1� 11 II I mac. d TIL B 3 I II I I f �w / II I I I IIIII Iro,r IIIIIIII i 'o �® E� TILE I * I II�Y.25.Z i 46, ��_ ti 2 SwaZ o 1� \ (EHFf�P112( OE I21N& i \ OITc,4J TO FIE P, LLrrO NEW r✓ uNDf MAI \p 0.270 \\�11\,i /c-& W/�'1 ss r u I SIX* 1 -me �I / �E1(. TEMP \i�\l. SEd1MENT 03'a,E„o0.o0 10 �� — -----� ---�-------.,NO=HWY:^0904L�-� ' i STORM DRAINAGE/GRADING PLAN 1"=30' ALTERNATE C-1 -1 ICNo EX.4" SOCX-r1Lf5 _ I1 �- aiTLer PIPE ® lZr 21v ec I I TIMBER ENER( II _ Iv Q! Pvc, 1't ONG� Ivor W/ C{?� c o V+ Lo T OD d cr N �Vcy Lo In r—gx ■ Inmi UJ 'p L�N W O) vm cis a�im Z m Q M Q W � W8 Z V W 5 W Z6 Q z Q sea .� W o a� W cr, ;g 0 t/) Q 0 co he .co ci 4 • p a Z 0 C'3 c ° _E co cio co M O � r m c a T o) ho CARO""', Seal a SE AL l �1 _ -rzcv view ZZ (34� piw- (f AsT CONC. P.biC WITH 4 KN66COUT 1��NELS 1w. CAT Z5.5 Nwl- &-5 WEIt2 ON 3 5106S IN 4Wr-K n VgNNEL tJ7 WEl2. aN 3& SIDE WI 0 pipe HWL Z4.0 I"J'1(. C,dW6NIZED S avi-COL .125) L1WHINUH) EXQ�Noeo t-CrN- 90< PGGk I OL.dl+E I,d 1" P/G,T 24.0 -TQQSN 26CY OUTLET STRUCTURE DETAIL NIC TOO OF (-ONO Z7.0 Za.'1 Top ov SpIU wAY !Q 50yEC,iETdTE� NwL 26.5 u O Cyl. FILTER CSer--e LF n _ — NWL Zd.O I 2� 2' TOP Z TOP OF 5p"WAY alll- 2QI OUTLET pipe PSIS _ Ir N• Z5.-5 EMERGENCY SPILLWAY DET, NIC 1 !ej LF 24' Il 20.5 10 EME2UENGy smu waY I W. o T `23 G� ?OP 26.E q OUTLET ST2.UGTU 2E t'7��AIL \ \ \1 � � *Low, F�TNEN auuuuuuuuuuuuunuurtlnu� u� wm uuuu uunuununuuuuuunuu�n�nuuun� NWL Z(a.5 L� vEGETl\TEr� - _ - - N 03' 41' 45' W 180. 001 I -AAA \ WT Ia .o o' D,o , - -- 1 \\ 71 1 M o �. C- FILTEF- a kES. 2� V A � M o' b0 1 24 rZIG PG \ 23 \ \ 1 I y' 1 EN 2Gy ° j 23 \ \ 1 COl 4 TILE ti _ SIJ r 24 o TD P+2OP a" U.o. L D1xIP h o<P EX. RELo ;1iT El?_.DCCc� 11 � �., ...� i' /eti ,�. ,.,_� . .,..... f ti` ZI.o � ah 2v I PiSAP 2� Z'S \ I w Eh1E2G�Y I "` --- U-;41'45_W 350.00 -- -- _-_ 24 Z Zv \ m OIZSIPBTI G G 21P QGQ' �m li urNuumuuuuunnn nu�uu � � u � 1 i 10 ,1'- OIll To PAY W PASS N 6NO TOP dF 5E21 Z1.1 D 0 0 \ Q I w �� y \ ° t2E5UME fT' moll FLOW - PtZOP�C-b (otl UNDEtZDt71�tN ', I �� abN \ jl 1 All OITGN SLol Alze 5TA", - �� Xi � � � , �� _ _- -_ = - - (FSY oT'1-1?✓Ks) \\ �� - - - -- - - � - - -- - -- -- -- � _ _ _ _ _ � 1 � �1Nto E2o9oN GONTeoI. MEASU2E5 11Al2NOLOW6cE12-NEGESS,d12�( ___- _�_ �ND4'SOGKTILE I I III — �_ =�__ - - - — ------ t — — —tip \II Ir / � j11 i I IIIIII III I V I II / NV ZLI TIL G. I i AA I11 IIIII III \ I I - \ IIIIII \ � p I I v FL1TLle PAYING t �� IIIII ' �� w m titi4v A'V\112s VA1 �1\ x V �bti�� \\ V ItN N ItiN. oZu.S IIIII III ! v A� ti p`�e ��i V1�1 NEW Cn U.o. v - ltr 2a.o II III V 0 I 0 y Q T2E oP�JfEGT10N Q i a� A \ 4VI \ I II III U V-SWdLE ��-------------------� GONNEGT NEW u.D. 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'C° 30 Q I'� = / \ ` ' 2'' z swat g rryv.Zs.4z I tih m6 IIt I I I o.z o /430�\ \\\V 60woUA v I I emo Ex.4 1x5GV TILE n I Q Ft)iUeE t2s�� �.. ��\�� A\\ / ) II'� it l tiy' z8.ti ti ll TO Fie / A IIIp �11V1 G GfIdO 51N�LE a 0.5to� 111 I II I I New c, UN.Oiev e�N o.2% c-� � � \�V1111 � ,N/'�' i A��\V i� �E1C.TEMP. \ (� °�p� IIIII IIIII ✓/ / � � � \iceA �Tr�p �\ �P �� $1.0 III III I 01 —� ---_ --- — ---_ — --- SO03 41'45' E 500.00 , 3 pipeJ Q 12 12119 TIMBER ENERGY —_— _ _—__---_---- --- _----_---.2 --- --.-- _--. —. qa -- — - V STORM DRAINAGE/GRADING PLAN 1"-30` ALTERNATE C-1 ALl eo / pvc,Gizd Gl PATOFi NOY 5 1991 �U utm 'ROJ .5 9/0$0� NCB � SEA �CL1-IIT�G��.L �T.41L to t'Oe r2Lol;-� t`10 WCn_-,Aill AL.Gr2�1E0 6r4 SITe, (�V N — N N 0 oQL � N _ V QQQQ CE LO 00 N d Q V M Z to U) _ U) INININ 0 I O=m J W) .�QNCl) � O — — ai Z �y'+ m Q ii Q W � V 0 Z INIIIII 13 Q V Wes_ 0 W 0 Z ZJO� p��Cq0 m W� m WWiIIIII G U) 00 N Q Q .i � z � ® o c � E - Q O co do 00 �� I a7 �' � O� r a. rn Seal CARO . ..... Ilk. •��SEAL9l� 10972 713 11-171 7-31-91 Date As Shown Scale tbm Drawn By Checked By C-2A 6 Sheet of 91009 Project No. f IA x III x 1 172" CaALVONIZED CHANNEL 11g1Gu we 11z OPENING W 10144 OF KNOCKoI•A - ON 3 SIOEs C~ e0x M kTAeT-*-f.JN"9TJ I % 11:4 i1 ZZI K 34 P1ZE 6AST CONC. r3r-� WITH 4 KNC01l JT PLiNELs IW. OJT Z5.15 NON - SF- ONZ Cr120UT TACK WeLo Hwl- ZG 5 WEIr2 ON 3 51CIC-S IN YN(X-KA1T q�,tJEL No WE12 ON W sloe WI Z41, Pipe "L Z4.0 IA2,1(, III0099ENING 012 GROUT IN QLACE d 10 ?VC PIPe 24.0 T2,65H 124CK OUTLET STRUCTURE DETAIL NIC PAVEMENT DETAIL AT ENTRANCE I 31Co GRASSED SWALE DETAIL TOO OF PONO 27.0 WITHTOPOL SPLLWAY LI or �'ITH i2GSNG 0 K1.15N TOPGt' GONCKCTr 2 50 \Je&ET1&-rr=0 HWL 2b 5 ZY Tov, u, o ��� FILTER (Sec- LEFT— — NWL. Zd.O I� II 71V I! ucLe ��A N �Y j0 / N p ' Toa 27.0 TOP OF S9PILLWAY 2Yo.�, I Z4' OUTLET PIPE Fri EwlPG12Y1 % INV. Z35 / 1 L Id " EMERGENCY SPILLWAY DETAIL ST N(� DARO 2' CURS S GUTTER SIDEWALK VAN. .Q' 12C%PAtl510PIJ0INT- P 4 E IS• SECTION A -A NIC ISOMETRIC VIEW SIDEWALK PAVEMENT /lffj//`,�. SCORE .,, SLOPE 12 -1 MAX. H.C. RAMP DETAI m �/d fZE:LNFCI2G,INCir_ 1'.a� IM►�K.Y�P l$' SNTZJ �J�Gr�"�E ri, 2'1 I -Z GYt1 P,J�i PAVEMENT DETAIL ALTERNATE C-3 • TURNED DOWN SIDEWALK DETAIL EEL C�gl-E EXTRUDED CURB DETAIL ALTERNATE C- 3 Z ,{ rv-6HP- GRd.Tr 4 �6LA-- TINDALL 123-L W Z3-12 OR EGT.11V/aIENT (�ONTI�1L101]S CONC, WHEEL STOP DETAIL ALTERNATE C- 3 4E C,ANOPy 6NG1✓ WITH a�srs a O.C. yr LJEAv L.LVGL. -TREE PROTECTION DETAIL TIN6&l1- Pm-6 EdUNALENT OUTFLO•N PIGS CATCH BASIN DETAIL FY S N y C H a ui) 00 lA N 4 Q U M T V Cm LA � L 2 �=gom 0 Lu n Q N CJ) cc- • mQ�z W O w w Cn J H III co ♦^ Q Q: N Q U Z C C W Q 3 00 co O 05 CO x O m O CL rn t�tpnnnrrh� CAR04/N.,,�� Seal 9 9` - •. 10972 ` O CE SIA 0% �� 11 rlrr itt q 7-31-91- Date _ - No Scale Scale t bm Drawn By arl Checked By C-6 6 Sheet of _ 91009 Project No. ALTERNATE C- 3 L EGENo O a 0 to I 11 \\\\ \\ 1 I I I N 05041'4eW I I Ieo-00, ®40 vEC- IFTA KiLT�2 Z ZLT NEW V-5WALE \ 3 \ 4 Zy 23 \\\ \ \\ Gfb0E0 a 0. 3% 50' x IZl' \ \ \ \ �yo \ \ l 1 2 I ° ZG n 00 Z Z25 } 2 2`4 II I HIN. 5r 1\ 1 z CIZ ELEV. Z4.0\ Data for SEASIDE U.M. CHURCH 91009 Page 2 Prepared by SITEWORKS DESIGN GROUP, F.A. 7 May 91 HydroCAD Release 2.51 (c) 1986-1990 Applied Microcomputer Systems SUBCATCHHENT 1 to 9999=======------------------------------- --'------ RUNOFF BY RATIONAL METHOD: DURATION= 10 MIN INTEN= 6.30 IN/HR SUBCAT AREA LEN SLOPE Tc WGT'D PEAK NUMBER '(ACRE) (FT) (,%) (MIN) --- GROUND COVERS (mCN) --- CN C (CFS) III III \ I IIIIIII \\ I \ \ ` I I 1 .63 io 100%00 - .70 2.2 2 3.00 10 1001%00 .35 5.3 2ELAY 40 LF le 3 .22 10 100%00 - - 70 .8 Ap NEW LLY 11` IDI� \�\ \ \ \ \ V , - � I \ / I 4 _ .00 10 1009600 .35 1.8 II'I lI Zu.o 5 .30 10 1005,000 .35 .5 IIIII III u ° \\\\ \ II\\\\`\\ \ 1 \\ \ \I II I 1014 Z-r. sg Ex 15T. INV. 2°t.C5 NEW 6 .34 i0 IOOtOO .35 .6 Data � r SEASIDE U.M. CHURCH 91009 Page 3 Prepared by SITEIiORKS DESIGN GROUP, P.A. 7 May 91 HydroCAD Release 2.51 (c) 1986-1990 Applied Microcomputer Systems y�T \\�\�\\ II Zia I \\ C \�� \\\\\\\\ \ \ \ \ \��� I III I I I REACH �u 9999 \\\\�\\ \ I \ \ REACH ROUTING BY STOR-IND METHOD B 0 T T 0 M SIDE PEAK CONTACT PEAK CIAfIl WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (SEC) (CFS) \ q \\ \\\ \\ \ 1 II I 1.0 .33 .33 .020 390 .0050 2-0 193 1.5 IIIII tiy. \ ,TEMIP020R�/ QEWATE21NC� \\.�Fzi, ( II I II pITGH \\\ I I I I I i . 33 .33 .020 480 .0050 2 - 6 186• 4.0 C° .0 .33 .33 .020 260 .0050 i-6 165 .5 ( 1 . G - - .013 40 .0125 3.5 11 .5 27- - RL ,��ILT FeW--e Z9 II IIII _ _ - - - - - - `PL dGE L1.D. IN Wr_.-e9i5T. VrZ4I 96CV_rILL II III ❑ v-5WdLK (VJ/ 3:1 55.0O.5% `27 / DIZA1 RACE -Ae6A I I I0 I m I R7N0 3.5' PEEP Ton Z-7.1 I HWL Zo•.I NWL 24.0 WT. zo.5 3:I SIOESLOP155 1 I INN. 111_10I EXIST- INV. Za.o NEW O Ito 2.0 .33 .33 .020 130 .0050 1.6 83 .5 PLAN U . D. 11,1 60TTOH EXIST. ^ PITCH IZEC�elu e NEW V-SINI&JE 6 5.0 .50 .50 .030 400 .0050 1.5 260 1.1 DIfI I I I W/ 3:1 `i5 Q0.5%.GC<VE�ELE1A110Ns SHOwN.A.E GRAOE NEW SWALE \V1 3:1 x 2 0.5% \\� /7 24. iJ .013 30 .0030 1-6 19 0.0 3.0 .33 .33 .020 55 .0030 i . 1 50 0.0 kv, 1-0 .33 .33 .020 260 .0050 1.4 185 .4 12�e / I I \ iIl I yp` I CONSTRUCTION SEQUENCE. 1. Obtain plan approvals and other applicable permits. 2. Flag the work limits_ 3. Hold preconstruction conference at least one week prior to starting construction. 4_ Install construction entrance- ( 5_ Install temporary sediment basins. 6. Install sediment fence as noted on the plans. I \ \\\\\I I II I 7_ Grade new V-swales, and perform other grading as noted on the plan_ 8. Stabilize all disturbed areas as soon as practical after grading operations. GIZ&VEL GNP C]H \ I ` \ I / i a�i 11 I 9. Estimated time to final stabilization is 1 year. I� TOP ZG.O �I SEdIHIrNT TeAP 01 odx3S j I 1'EIC�Q•A015- EXIST. CITGI1 , TOG T5.0 3 W IDe W/ 3: I cs � o 1*/55Lo,V, \ \ \ III IIIII em ZZ.S T9F-WoIZ6VW 5Tt2AW NET LINING I TZM51TION TO O /TE a 2 K V-9s, F-W// 31 \ \\I 31.o y III IIII I 2rixr�p x(a7NIGK a 7L D12AIN Ge STWC-TUP-e - - -?r3 - - - e)C 1ST. (: 1_ (061Z V20P05e:0 GONZOUtZ n15 Al Ids .coHWY 67, OP I } W O TOP Or eANV_ Y. ELEV. Z6± LJ EROSION CONTROL/ GRADING PLAN 1"=30' APZ GO.ISTVUGTION ENTPANCE E)1ST. PeT mow %. .p. To U.S. Hwy. 17 ECEIV ELD) MAY a 1"' DEM raoj a1o45II y c I Ln qT 00 N M N = CMZ Pk- i V Lf) = Ln O OWm JLn �ONCI) � Cc - •- of Z m Q M Q W Cn V 0 i Z L) Q W = a Z v z W � � Q Q 0 W = 0 Cl) W a N Q CCO U Z 0 �R O C E W Q O 00 O rn CO - Cl) 00 rn O a rn Seal Date As Shown Scale tbm Drawn By cis Checked By C-1 2 Sheet of 91009 Project Np. e e e e e V'NE NiPt 5'' --5ILI FENCE' PLAN VIEW C.-CH BASIN UTILIZING SILT FENCE 40tES USE 51LT FENCE -'NOLHO AL_ n 1AI3 IS '�IfPI NG-CNSTRUC'TION SSE YGT FENCE ONLY WHEN iNe NAG, AWA :! NOT EXCEED 1/4 ACRE ARL Nt'.ER N AREAS OF CONCENFNATED FLOW BMAX '.414IgxLE S DIRECTED BY THE ENGINEER FRONT VIEW FOR REPAIR OF SILT FENCE FAILURES, USE NO 57 WASHED STORE SILT FENCE DETAIL GRASSED SWALE DETAIL -STEEL OR N000 POST �WI.E FAWN¢ SILT FENCE FABRIC /( SKPILAP ONLY IF LIFE Of PROJECT IS LESS THAN W MONTHS) o MILL SLOPE 3 3 -Y 6- MIN. COVER OVER 'IT ° ANCHOR SKIRT AS DIRECTED BY ENGINEER SIDE VIEW -- - - - — — -- - - - I -- 30 MIN _ }� I v'A �. .'F'v . . •: A Ir•r., • dd II 25 OF WIDTH OF ry,•• PROPOSED STREET, EXISTING • R•e WHICHEVER IS ROADWAY ABC • GREATER Pl- PLAN EXISTING - NEW OON 5' UC`ON ROADWAY i 6 MIN .•1'fy �l °• 12 MIN CROSS SECTION CONSTRUCTION ENTRANCE DETAIL _TOP L,_— 'S WnSIIEG NRI,7R S"Or1E-7 EXISTING SLOPE FRONT VIEW a' >I tI piP-HAP VG PIES SIDE VIEW IE SILT II, 41,'T,, ETLIY NEE EXI$ G 'CPC �F '4t 14- PF; P_� CHECKED DAM DETAIL CAAPv a"Al P MIv TOP OF REP.- SIDE S CF Sv'_LWAY LO I, I".9 OF STCQMWATER �• ex- •••ti °-I •LOOD DR ,SE �C-IE _ _ _ _ _ STCNE n • ]'SEDIMENT STORAGE ZONE 1' MIN id �(O ! TDTgL 8451N CA P4CITY) •MIN i 1. _ «. _ — — _ _ — — _ _. �I 6 MAX SIT DEPTH v AE �' ', aaP-RAP/ �'.. MAXIMUM LEVEL OF SEDIMENT COLLECTED. CLEAN BASIN WHEN THIS LEVEL IS REACHEDVI IS MIN N 9 _a n y SECTION THRU BASIN 81 FLTER MIN CARRY RIP -RAP ;P / SIDES OF SPILLWA; -- IO' MIN MIN. FREEBOARD >� . ­1 RIP -RAP ---�5 wgSHEO 'T�'' iTONE ` )' APPROX SECTION THRU BERM 9 FILTER NOTE _ USE FOR DRAINAGE AREAS NOT EXCEEDING A(EIGHT) ACRES PERSPECTIVE VIEW TEMPORARY SEDIMENT BASIN DETAIL 5 Ip [ CCOV�In� " " �IAY a ,;x ►U DEM paoj # N C O CID Q T V I T i 00 N M W = CM Pk. Pk. O O W m J � 0 CV u Q W Cl) U O ix M W Z �U) O Q J U � W 00Fn- Cl) /O� Ir W 00 N V) Q U Z V O 5) C •CIOLIJ E _ W 00 00 co On co C'7 d) m ti O V• T Seal Date No Scale Scale tbm Drawn By arl Checked By C-2 2 Sheet of _91009 Project No. _ J