20100251 Ver 3_Site Plan_20121016

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H*4LFZNETT HE*Ak
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NVEST(:)FZS LLC
CONSTRUCTION PLANS
TOWN OF LILLINGTON
HARNETT COUNTY, NORTH CAROLINA
JUNE 2012
REVISIONS AS NOTED ON INDIVIDUAL SHEETS
SITE INFORMATION
PROJECT NAME
SKILLED NURSING FACILITY
OWNER:
HARNETT FORWARD TOGETHER COMMITTEE
PO BOX 1270
LILLINGTON, NC 27546
DEVELOPER
HARNETT HEALTH INVESTORS LLC
4423 PLEASANT RIDGE ROAD
SUITE 301
ROANOKE, VA 24014
540- 774 -7762
CONTACT
ANDREW CHESTER
DEVELOPMENT COORDINATOR
ENGINEER
C. T. CLAYTON Sr., P.E., Inc.
46 WEST WASHINGTON STREET
COATS, NC 27521
910 -897 -7070
CONTACT
C. TYRUS, CLAYTON, Jr., PE
SURVEYOR
STREAMLINE LAND SURVEYING, INC.
870 NC 55 W
COATS, NC 27521
910- 897 -7715
CONTACT
ROBERT E. GODWIN, PLS
PIN
0650 -79- 1646.000
BUILDING SF :
±45,000
DEED REFERENCE .
DEED BK. 2252, PG. 911
CURRENT ZONING .
IND
LOCATION :
LOT No. 4r
BRIGHTWATER
MAP BOOK 2012, PG. 365 -366
HARNETT COUNTY, NC
SEWER SERVICE
HARNETT COUNTY
WATER SERVICE
HARNETT COUNTY
DISTURBED AREA
5.5 AC., INCLUDING OFFSITE STOCKPILE AREA
UNDISTURBED AREA
61,045 SF (1.40 AC.)
IMPERVIOUS AREA
117,212 SF (AC.) = 41.5%
TOTAL AREA .
282,361 SF (6.49 AC.)
FEMA FLOOD ZONE
X (3720064000 J Oct. 3, 2006)
TOTAL PARKING .
80 REQUIRED - 81 SHOWN
LAND USE
CONTINUING CARE
INDEX OF DRAWINGS
COVER SHEET -
EXISTING CONDITIONS
EXISTING CONDITIONS SURVEY ................................ ............................... C100
SITE
SITEPLAN ........................ ............................... I ..... ....................111.1...... C200
CIVILDETAILS ........................................................ ............................... C201
CIVILDETAILS 2 ...................... ............................... 1111........................... C202
WATER AND SEWER PLAN ........................................ ............................... C300
EROSION AND SEDIMENT CONTROL
EROSION AND SEDIMENT CONTROL PLAN PHASE 1 ....... ............................... C400
EROSION AND SEDIMENT CONTROL PLAN PHASE 2 ....... ............................... C401
EROSION AND SEDIMENT CONTROL DETAILS ............... ............................... C402
EROSION AND SEDIMENT CONTROL DETAILS ............... ............................... C403
EROSION AND SEDIMENT CONTROL NOTES ................. ............................... C404
DRAINAGE AREA MAP ............................................. ............................... C405
RUNOFF CALCULATIONS ......................................... ............................... C406
SWALE, SEDIMENT BASIN, AND OUTLET PROTECTION CALCULATIONS ............. C407
STORM WATER AND GRADING
GRADING AND DRAINAGE PLAN ................................ ............................... C500
STORM WATER BMP PLAN ....................................... ............................... C501
LANDSCAPING
LANDSCAPE PLAN ................................................. ............................... C600
LANDSCAPE DETAILS ............................................. ............................... C601
FOR HCPU UTILITY CONSTURCTION NOTES
SEE SHEET C303
ONE CALL CENTER
CALL: NORTH CAROLINA ONE CALL CENTER
1- 800 -632 -4949 - AT LEAST 48 HOURS
BEFORE DIGGING OR EXCAVATION TO
LOCATE ALL EXISTING UTILITIES.
C
VICINITY MAP - NOT TO SCALE
GENERAL SITE AND CONSTRUCTION NOTES:
1. EXISTING UTILITY SERVICES ARE NOT TO BE INTERRUPTED PRIOR TO APPROVAL BY THE PROPERTY OWNER AND ENGINEER. TEMPORARY UTILITY SERVICE SHALL BE AVAILABLE DURING
INTERRUPTION. A MINIMUM NOTICE OF 72 HOURS IS REQUIRED PRIOR TO INTERRUPTION. WRITTEN PERMISSION FOR INTERRUPTION MUST BE GIVEN PRIOR TO PROCEEDING.
2. ENGINEER DOES NOT GUARANTEE THE ACCURACY OF UTILITIES SHOWN OR THAT ALL UTILITIES ARE SHOWN, ABOVE OR BELOW THE SURFACE. THE CONTRACTOR IS RESPONSIBLE FOR
SUBSURFACE UTILITY LOCATION PRIOR TO CONSTRUCTION TO DETERMINE THE EXISTENCE AND /OR EXACT LOCATIONS, BOTH HORIZONTAL AND VERTICAL. CALL "NC ONE CALL"
(1- 800 -632 -4949) AT LEAST 48 HOURS PRIOR TO DIGGING OR EXCAVATION, AND CONTACT INDIVIDUAL UTILITY COMPANIES FOR ASSISTANCE IN LOCATION OF UTILITIES.
3. CONTRACTOR SHALL VERIFY THE LOCATIONS AND SIZES OF ALL EXISTING FEATURES PRIOR TO CONSTRUCTION. THE ENGINEER SHALL BE IMMEDIATELY NOTIFIED OF ANY DIFFERENCE(S)
FROM THAT SHOWN ON THE DRAWINGS. CONTRACTOR SHALL SUBMIT SCALED DRAWING(S) OF THE DIFFERENCE(S) OR FORMERLY UNKNOWN FEATURE(S) TO THE ENGINEER ALONG WITH
A WRITTEN REQUEST FOR FURTHER INSTRUCTION AND DIRECTION.
4. CONTRACTOR SHALL LOCATE ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION.
5. CONTRACTOR SHALL REPAIR ANY DAMAGES TO EXISTING UTILITIES RESULTING FROM CONSTRUCTION ACTIVITIES.
6. ANY CONCRETE, ASPHALT, CURB & GUTTER OR OTHER TYPE OF PAVEMENT SHALL BE SAW -CUT AT EXTENT OF REMOVAL PRIOR TO THE REMOVAL. CONCRETE ITEMS SHALL BE SAW -CUT
AT THE NEAREST CONTROL JOINT TO THE REMOVAL AREA.
7. CONTRACTOR SHALL COORDINATE ANY REQUIRED WORK, RELOCATION, INSTALLATION, OR REMOVAL OF EXISTING UTILITIES WITH THE APPROPRIATE UTILITY COMPANY PRIOR TO THE
BEGINNING OF CONSTRUCTION.
8. TIE -INS TO EXISTING PAVEMENT SHALL BE FLUSH AND EVEN. WHEN INSTALLING NEW ASPHALT TO EXISTING SURFACES, EXISTING SURFACES SHALL BE COATED WITH ASPHALT SPRAY
TACK.
9. ALL ACCESSIBLE ROUTES FROM HANDICAP PARKING SHALL BE MAINTAINED AT A MAXIMUM SLOPE OF 1" PER 20 LINEAR FEET. CROSS SLOPES ON ACCESSIBLE ROUTES SHALL BE A
MAXIMUM OF 1/4" PER LINEAR FOOT. THE CURRENT APPLICABLE ACCESSIBILITY CODE SHALL BE FOLLOWED.
10. COORDINATE INSTALLATION OF ANY REQUIRED FIRE APPARATUS WITH THE LOCAL FIRE MARSHALL, BUILDING CODE INSPECTOR, AND FIRE DEPARTMENT PRIOR TO INSTALLATION TO
VERIFY LOCAL REQUIREMENTS.
11. FINE -GRADE AREAS TO DRAIN TO INTENDED DRAINAGE STRUCTURES IN ORDER TO PREVENT ANY STANDING WATER. IF THERE IS ANY QUESTION ON THE COMPLETION OF THE FINAL
GRADING, THE CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO CONSTRUCTION.
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CIVIL & ENVIRONMENTAL ENGINEERING
46 WEST WASHINGTON STREET
COATS, NORTH CAROLINA 27521
PHONE: [phone] FAX: 910 - 897 -6767
License No. C -2570 www.ctclayton.com
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
DESIGNED AEB
DmwN AEB
CHECKED CTC J r.
P�oa. ENC. CTC JR.
DAM JUNE 2012
CTC PROD. 173001
DWG FM 173001 MAS.dwg
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Control Point #3
Mag Nail In sidewalk
N: 609598.60
E: 2056022.89
El: 169.216 (NAVD -29)
Positional Tolerances:
Horizontal = 0.018
Vertical = 0.020
Fire Hydrant
NW FLANGE BOLT
Elev: 171.76
60 0 60 120 180
GRAPHIC SCALE - FEET
SSMH #21
0174.83
CONDITIONS & TOPO SURVEY
kDJUSTED TO NAVD -1929)
)T 4 — BRIGHTWATER^-,
HNOLOGY AND MEDICAL CENTER
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FOWARD TOGETHER COMMITTEE
MAY 21 , 2012
SURVEY FOR:
T. Clayfon,Sr., P.E.
SURVEY BY:
MLINE LAND SURVEYING
Robert E. Godwin, Jr., PLS
'0 NC 55 W, Coats, N.C. 27521
910 -897 -7715 Fax: [phone]
DRAWING FILE: \0650 \120521 CT_NAVD29.DWG
General Notes
1. THIS SHEET (C100) REPRESENTS THE
EXISTING CONDITIONS SURVEY PERFORMED
AND FURNISHED BY STREAMLINE LAND
SURVEYING, INC., 870 NC 55 W, COATS,
NC. THE ORIGINAL SIGNED AND SEALED
PLAT IS ON FILE IN THE OFFICE OF THE
SURVEYOR. C. T. CLAYTON ENGINEERING
HAS INCLUDED THIS SHEET AS A PART OF
ITS DRAWING SET FOR REFERENCE ONLY
AND IN NO WAY ACCEPTS RESPONSIBILITY
OR LIABILITY FOR ANY INFORMATION
SHOWN ON THIS SHEET (C100).
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FOR REFER
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ENGINEER NOI
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CIVIL & ENVIRONMENTAL ENGINEERING �
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46 WEST WASHINGTON STREET U
COATS, NORTH CAROLINA 27521
PHONE: [phone] FAX: [phone]
License No. C -2570 www.cielayton.com
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HARNETT HEALTH �
INVESTORS LLC
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HARNETT COUNTY, NORTH CAROLINA
Project No. 173001
File Name: 173001 MAS
Designed By: CTC Jr.
Drawn By. AEB
Checked By:
Proj. Eng.:
CTC Jr.
CTC
SheatTitle EXISTING CONDITIONS FROM
PROJECT SURVEYOR
Date JUNE 2012
sheet
C 10 0
Scale
AS NOTED

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GENERAL SITE AND '
/
CONSTRUCTION NOTES.
1. EXISTING UTILITY SERVICES ARE NOT TO BE
INTERRUPTED PRIOR TO APPROVAL BY THE
PROPERTY OWNER AND ENGINEER.
TEMPORARY UTILITY SERVICE SHALL BE
AVAILABLE DURING INTERRUPTION. A MINIMUM
NOTICE OF 72 HOURS IS REQUIRED PRIOR TO
INTERRUPTION. WRITTEN PERMISSION FOR
INTERRUPTION MUST BE GIVEN PRIOR TO
PROCEEDING.
2. ENGINEER DOES NOT GUARANTEE THE
ACCURACY OF UTILITIES SHOWN OR THAT ALL
UTILITIES ARE SHOWN, ABOVE OR BELOW THE
SURFACE. THE CONTRACTOR IS RESPONSIBLE
FOR SUBSURFACE UTILITY LOCATION PRIOR TO
CONSTRUCTION TO DETERMINE THE EXISTENCE
AND /OR EXACT LOCATIONS, BOTH HORIZONTAL
AND VERTICAL. CALL "NC ONE CALL"
(1 -800 -632 -4949) AT LEAST 48 HOURS PRIOR TO
DIGGING OR EXCAVATION, AND CONTACT
INDIVIDUAL UTILITY COMPANIES FOR
ASSISTANCE IN LOCATION OF UTILITIES.
3. CONTRACTOR SHALL VERIFY THE LOCATIONS
AND SIZES OF ALL EXISTING FEATURES PRIOR
TO CONSTRUCTION. THE ENGINEER SHALL BE
IMMEDIATELY NOTIFIED OF ANY DIFFERENCE(S)
FROM THAT SHOWN ON THE DRAWINGS.
CONTRACTOR SHALL SUBMIT SCALED
DRAWING(S) OF THE DIFFERENCE(S) OR
FORMERLY UNKNOWN FEATURE(S) TO THE
ENGINEER ALONG WITH A WRITTEN REQUEST
FOR FURTHER INSTRUCTION AND DIRECTION.
4. CONTRACTOR SHALL LOCATE ALL EXISTING
UTILITIES PRIOR TO CONSTRUCTION.
5. CONTRACTOR SHALL REPAIR ANY DAMAGES TO
EXISTING UTILITIES RESULTING FROM
CONSTRUCTION ACTIVITIES.
6, ANY CONCRETE, ASPHALT, CURB & GUTTER OR
OTHER TYPE OF PAVEMENT SHALL BE SAW -CUT
AT EXTENT OF REMOVAL PRIOR TO THE
REMOVAL. CONCRETE ITEMS SHALL BE
SAW -CUT AT THE NEAREST CONTROL JOINT TO
THE REMOVAL AREA.
7. CONTRACTOR SHALL COORDINATE ANY
REQUIRED WORK, RELOCATION, INSTALLATION,
OR REMOVAL OF EXISTING UTILITIES WITH THE
APPROPRIATE UTILITY COMPANY PRIOR TO THE
BEGINNING OF CONSTRUCTION.
8. TIE -INS TO EXISTING PAVEMENT SHALL BE
FLUSH AND EVEN. WHEN INSTALLING NEW
ASPHALT TO EXISTING SURFACES, EXISTING
SURFACES SHALL BE COATED WITH ASPHALT
SPRAY TACK.
9. ALL ACCESSIBLE ROUTES FROM HANDICAP
PARKING SHALL BE MAINTAINED AT A MAXIMUM
SLOPE OF 1" PER 20 LINEAR FEET, CROSS
SLOPES ON ACCESSIBLE ROUTES SHALL BE A
MAXIMUM OF IA" PER LINEAR FOOT. THE
CURRENT APPLICABLE ACCESSIBILITY CODE
SHALL BE FOLLOWED.
10. COORDINATE INSTALLATION OF ANY REQUIRED
FIRE APPARATUS WITH THE LOCAL FIRE
MARSHALL, BUILDING CODE INSPECTOR, AND
FIRE DEPARTMENT PRIOR TO INSTALLATION TO
VERIFY LOCAL REQUIREMENTS,
11. FINE -GRADE AREAS TO DRAIN TO INTENDED
DRAINAGE STRUCTURES IN ORDER TO PREVENT
ANY STANDING WATER, IF THERE IS ANY
QUESTION ON THE COMPLETION OF THE FINAL
GRADING, THE CONTRACTOR SHALL CONTACT
THE ENGINEER PRIOR TO CONSTRUCTION.
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NOW OR FORMERLY
ARNETT FORWARD TOGETHER COMMITTEE
DEED BOOK 2252, PAGE 911
LOT No. 5
BRIGHTWATER PHASE 1
MAP BOOK 2012, PAGE 34
MAP BOOK 2010, PAGES 575 -576
MAP BOOK 2010, PAGES 485 -487
MAP BOOK 2010, PAGES 644 -645
PIN 0650 -79- 1646.000
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PAINTED
CROSSWALK
THIS CONTRACT
/ NOW OR FORMERLY �
HARNETT FORWARD TOGETHER COMMITTEE
DEED BOOK 2252, PAGE 911 • >�
MAP BOOK 2010, PAGE 575
/ MAP BOOK 2010, PAGE 485
PIN 0650 -79- 1646.000 / y
NOW OR FORMERLY
HARNETT FORWARD TOGETHER COMMITTEE
DEED BOOK 2252, PAGE 911
MAP BOOK 2010, PAGE 575
MAP BOOK 2010, PAGE 485
PIN 0650 -79- 1646.000
i\
NOW OR FORMERLY
HARNETT FORWARD TOGETHER COMMITTEE
DEED BOOK 2252, PAGE 911
REMAINDER OF LOT No. 4
BRIGHTWATER PHASE 1
MAP BOOK 2012, PAGE 34
MAP BOOK 2010, PAGES 575 -576
MAP BOOK 2010, PAGES 485 -487
MAP BOOK 2010, PAGES 644 -645
PIN 0650 -79- 1646.000
\TRANSFORMER
AND GENERATOR
° - -AL
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NOW OR FORMERLY
HARNETT FORWARD TOGETHER COMMITTEE
I DEED BOOK 2252, PAGE 911
MAP BOOK 2010, PAGE 575
MAP BOOK 2010, PAGE 485
1 PIN 0650 -79- 1646.000
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WETLANDS —
NOW OR FORMERLY
HARNETT FORWARD TOGETHER COMMITTEE
' DEED BOOK 2252, PAGE 911
LOT No. 3
W w BRIGHTWATER PHASE 1
MAP BOOK 2012, PAGE 34
MAP BOOK 2010, PAGES 575 -576
\ w w MAP BOOK 2010, PAGES 485 -487
\ MAP BOOK 2010, PAGES 644 -645
PIN 0650 -79- 1646.000
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NOW OR FORMERLY
HARNETT FORWARD TOGETHER COMMITTEE
DEED BOOK 2252, PAGE 911
MAP BOOK 2010, PAGE 575
MAP BOOK 2010, PAGE 485
PIN 0650 -79- 1646.000
GRAPHIC SCALE: 1 " = 40'
0 20 40 80 120
General Notes
1. SEE ARCHITECTURAL PLANS FOR ALL BUILDING
DIMENSIONS.
2. SEE SHEET C300 FOR WATER AND SEWER
LAYOUT.
3. SEE SHEET C400 FOR EROSION AND
SEDIMENT CONTROL PLAN.
4. SEE SHEET C500 FOR STORM WATER AND
GRADING PLAN.
5. SEE SHEET C600 FOR LANDSCAPING PLAN.
6. SHADED AREAS OF PAVED PARKING LOT U
INDICATE HEAVY DUTY PAVEMENT SECTIONS.
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7. WETLAND LOCATION TAKEN FROM A MAP a
PREPARED BY ENOCH ENGINEERS, P.A. TITLED
"WETLANDS DELINEATION MAP FOR En
BRIGHTWATER TRACT ", DATED 04--22 -2008.
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SHEETS (C203, C204, AND C205).
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GENERAL CONST. NOTES
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DUMPSTER PAD REVISED
9 -17 -12
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CIVIL & ENVIRONMENTAL ENGINEERING
46 WEST WASHINGTON STREET ti
COATS, NORTH CAROLINA 27521
PHONE: [phone] FAX: [phone]
License No. C -2570 vrnw.ddaylon.cwm
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HARNETT HEALTH
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HARNETT COUNTY, NORTH CAROLINA
Project No: 173001
File Name: 173001 MAS
Designed By: CTC Jr.
Drawn By: AEB
Checked By.
CTC Jr.
Fg.:
CTC
sheetTille
SITE PLAN
Date JUNE 2012
sheet
C200
Scale
AS NOTED

General Notes
Q GENERAL NOTES: Z p Z
M (IRATE AND 0013 G BACK OF CURB SEE 9TO.NO. 840.03 USE CLASS "B" CONCRETE THROUGHOUT. O N d -0 Q }
PROVIDE ALL CATCH BASINS OVER 3' -e" IN DEPTH WITH STEPS 12" t i 43" u u 'r 1 u - NOTE: USE TYPE E F' AND G GRATE ON CENTER. USE STEPS WHICH COMPLY WITH STO. DRAWING 040.88. H Z rr ¢ ¢ rn 0 0 co 0 UNLESS OTHERWISE NOTED. P I �$ P Z cc
H O M TOP ELEVATION OPTIONAL CONSTRUCTION - MOiIOLiTH[C POUR, 2" HEYWAY, OR k4 BAR DOWELS AT ,..1� 0r C7 n H O 0 r i-1 0 r!j U
r- O -10 ?'..'; �.. t ?'..: �._:;° c l 12" CEWTER8 AS DIRECTED BY THE ENGINEER. LL.-1 O H r- 0-n --1 CIS L- L,. J O H ROWLOCK BRICK CAP
z ...(� y Y v; ; -'` Y - - USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB. Ca O Dr z M a -( n O O cn = z ROWLOCK BRICK CAP
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TOP ELEVATION c O O WALL SECTION �,�u � wWF
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TOP ELEVATION !� 6 x 6 WI.4 x WI.4 WWF
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SEE STD.NO. 840.03 STEPS - STD. HO. 840.68 y
Orr S'I' ®2' ^D' OC- -
'0 . 9° a 0 ELEVATION - - - - - - -n PLAN rJ ? - �r' Ifl H r ,l - - - - - - - - .
°.o I a 1 - �,J -i A 0 �3 FRA�IE,GAATE, &HOOD ASS'Y,I N I Q O 6" COMPACTED ABC STONE -�
S_ 1 1 ¢ '
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p RISER Hr. n' c ° to L ni
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rJl a °• 0'. p• .. °. _ n ' " .v'. p u7 p SECTION - AA WOOD
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log LATCH
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Y.SrECTION �' , � 7" 0 2 6" STEEL STRAP S a J -d "� '.:rP•''•_:; • F LU 0 y 2C° co
r-"r :v 'D� 8EE NOTE ERE 30" TO 98° PIPE I9 USED 0 W - n L IVI
sECTION III -M Z
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AND UNDERLYING STONE TO STAY AS SHOWN SIDE )
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NOT TO SCALE
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DETAIL SHOWING METHOD
SHEET 1 OF 2 OF RISER CONSTRUCTION PLAN PLAN SHEET 1 OF 2 SHEET 1 OF 2 R SECTION - RR SHEET 1 OF 2
840.02 840" 02 840.03 HOOD ELEVATION 840.03
C S EXPANSION JOINTS ¢ C 2 %" }- ¢
¢ , , DETAIL SHOWING TYPES OF GRATES
UI O o 8" E� a -6 a' -6"z vi a a USE ACCORDING TO WATER FLOW. i CO
M j y D ka BARS „V" $r e„ sm. 840.03 FRAME Q d a.�� M Z I M n o o��Z il EQUAL SPACES „ GRATE & HOOD 1= MIc
G7 -� 1i¢ 1)�" W ls_ Q n "all " " rr rr W Q Lt
s ° n rr' s" O c -,T n "' TYPE G TYPE E TYPE 1~ A A 1 u� 7 „ � 0 ¢ Q'c 2' HOT DIPPED GALV. STEEL PIPE BOLLARD
I I I �o�� C -- O I 9/a cnr �oc�
z H -n F_� r c s z s ° I- = t- z UL W/ CAP. PAINTED 2 COATS EXTERIOR
° a I I C, , °, , r c>L H Ja ENAMEL, COLOR RED, GLOSS EVERY 50 LF
R w O 0 D _� 17 n O 0 a0 ALONG FIRE LANE AND AT END (TIP.) CONCRETE SIDEWALK OR ASPHALT
R I B' -G^ z H WATER FLOW -� SAG �- WATER FLOW �-- 8/a
c� �, O ¢ n o
- a N In PLAN t`H �-I y �- ,�-t ROAD ONLY AT LOCATIONS INDICATED
H + rnrA d 0~ ' - - - --------------------------------- CL
0 I>, CURB AND GUTTER WITH CATCH BASIN ON STEEP flHA0E9 O O LU
"i a
TOP 1 ° s °� B 11�" 1" , ° OON SITE PLAN THERWISE, PSOIL�TOPPING)TO BE
USE ON FLAT ELEY. EXPANSION JOINT 6„
`� CONTINUOUS
o GRADES 298 AND UNDER
DEPRESSED GUTTER LINE �� �1'r SECTION B -B rr
S EXPANSION JOINT m I '- -I - B TOPSOIL
M PLAN OF TOP SLAB SECTION S •S ELEVATION Cc :A -� WATER FLOW - - - -� .SAG -�-- - -WATER F€ OW �- 1 �r .ZZ� n p O c
0 NORMAL CURB AND GUTTER ON LIGHT GRADES LL ( G) SECTION A -A LL G m CD
j C7 NORMAL GUTTER LINE Z
CD CA M Q LU i1<1 H Uj �•` I �/ z = _
ro '� = n „ ^ g EXPANSION JOINT $ m Z " TYPE NFN TYPE "Err TYPE "G" TYPE - E Z GRADE
M !n $ E ke W BARS k4 AR all
TOP ¢ R s�i ¢ a - ��'
im L uyu USE ON
GRADES OVER 241 ELEY. 0 'y' '� '1. __._-
° 9 RAISED FLOW ARROW „ _ I p DD !' -' rss�dda�c�scct�s rirJrh
c - - - - DEPRESSED GUTTER LINE ~ tl3 p RAISED FLOW ARROW 2'r /I8 HIGH Q I-
c�n it 0 a a a '�, ( 1y x-
I fD B- ' ¢ Q En �$ HIGH D ¢ W p �, y
' 0 711 1'_
CA EXPANSION JOINT MAX, V O 15 (/1 Q 1 I O C] I� Z _C� ���� I r_l`'tn _ l -) -.� I ?�)L�� )?� ).�r_}(�) -, t �! • tw- Cy
p , rr rl ai s" NCDOT j[J / STONE
p '� -v- 2 v Q 1 1 s1- 11 1._'7`' r'}if'r?�lr �7'l '7 'r r'�' #
„ 8 1 -0 Q W Q p Q O ¢ F•• i 'ir tirY 'i r,� i?� "r ti 'i�,; 'ini 1, , 17i i; � 1 i 1 r. r r r _
ELEVATION F- 1- F" (- "
DOWEL � L7 a � � � ,�" mm 11�z T r � � 0 8 DIA. CONCRETE
W H SECTION R -R NORMAL CURB AND GUTTER ON STEEP GRADES D~ W N 0 11'2 ,-
rrl N 0 MINIMUM DIMENSIONS AHD QUANTITIES FOR CONCRETE CATCH SASIN {BASED ON MIN. HEIGHT, H. WITH H0 RISER) • H r x L7 I �1�r1 a a 1/B "� t1 W � 6" NCDOT ABC STONE 6 OZ. NONWOVEN
DIMENSIONS OF BOX AND PIPE COVER CU,YDS. CONC. IH BOX DEDUCTIONS J u - -M ,
PIPE SPAN WIDTH WIDTH SPAN MIN. HEIGHT DIMENSION BARS -U BARS -V BARS -W TOTAL TOP BOTTOM �TY1re ONE PIPE Z v DO C -n P 11�° 9 1 � ° c {COMPACTED) 2O MIN 12" GEOTEXTILE (AMOCO
D A B C G H E F NO. LENGTH NO. LENGTH NO. LENGTH LBS. SLAB SLAG C.M. R.C. VS 1�° j "�( CC �2tOOF), MIRAFI E3QQX
12" 3' -D" 2' -2^ -- 2' -9" -- _. -- -. -- -. -- _- -- 0.238 0.772 0.016 0.028 W k-1 0 1" 1 1r l �- r i �$!' 0 OR
15° 3' -0" 2' -2" 3' -0" 0.235 O.B29 0.023 0.038 Z 2' -11" 2'-11" u' GEOTEX 315ST)
18" W -0" 2' -2" 3' -3" 0.235 0.687 0.033 0.048
24" 3' -0° V -2" 3' -9" 0.235 LOOT 0.059 0.985 _ I fy- 11 t'.� �,S N jam, r
90° 3' -0" 2' -2" 3' -4" 4' -9" 1' -2" 4' -0" 4 1' -5" 2 3' -9" 3 3' -8" 30 0.123 0.321 ] .433 0.092 0.127 �1 %'2 y �'r II.._ ' ' FIRE LANE SUPPORT
36" 2' -2" 4' -9" 1' -8" 4' -0" 4 1' -]f" 3 3' -9" 3 3' -8" 43 0.181 0.358 1.714 0.132 0.176 irg , w
A2° 3'•0" 2' -2" A' -5° 6 -3 f' -5" W -2" 4 1' -8" 2 2' -11" 3 2' -1]" 32 0.112 0.318 1.738 0.180 4.2A3 1 " SECTION A -A Imo"'" - II �$r,
48" 3'•0" 2' -2" 5' -0" 5' -9" 2' -0° 3' -2" 4 2' -3" 3 2' -f1" 3 2' -1i" 35 O.1A5 0.382 2,052 0.235 0.317 NOT TO SCALE
54" 3' -0" 2' -2" W -7° 6' -3" 2' -7" 3' -2" A 2' -i0" 5 2' -11" 3 W -11" 41 0.180 0.388 2,987 0.297 0.401 TYPE " F SECTION A -A SHEET 2 OF 2
SHEET 2 OF 2 =RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT SHEET 2 OF 2 SHEET 2 OF 2 TYPE G
840.02 840.02 840.03 840.03
pm OW PITT OUj
F-I-0 GENERAL NOTES: - H'„ r•-1 iitN Sr_Gr' 5•,
C -•t 2" WEEP HOLES I-- Q C - �'L C
1-4 '� Y USE CLASS "S" CONCRETE THROUGHOUT. ¢ 1-r ,Z _ rr Q
n FO-I O PRBVIDE ALL CROP INLETS OVER W -8" IN DEPTH WITH STEPS 12" U y O 1" DEPRESSION `m 19"811 1 1.r,,uU Z v
t--' 0 -n --( rn M-F-11 ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66. W J O H r 0'71 -1 rn r $ 1 u -1 O
mz z-� cn z m2 =� 1 -7�'g 1 -7§e �� I-1 F� a0°- z
H -'I OPTIONAL CONSTRUCTION - M6HOLITHIO POOH 2" KEYWAY OR k4 BAR DOWELS AT O O W n r 1 I m
n' O CJ -( X I X 12° CENTERS As DIRECTED BY THE ENGINEER. W ! y Ll 3 = O O m III W Q Q LL
_ -n tT1 US E FORMS FOR THE c6HBTAUCIION OF THE BOTTOM BLAB. 3-- (] p �, �• •n _ T- O G E I E ~' U d C'3
Z H0 O - I IF REINFORCED CONCRETE PIPE IB SET IN 13. SLAB OF BOX, ADD TO SLAB ¢ )`-' ULI S 0 Q O CV t G ( H c z r-' LLJ
O O -n - -� A8 SHOWN ON 870. N0. 8A0.00. Cl) � O
C? �O - - - - - -I - - - - CONSTRUCT WITH PIPE CROWNS MATCNIHG. 0 Z --I Z O O H _ _ - - - - I - O !L O
G7
-t __ I Qorn¢c c7��Z r © Ty - -r - - -- 0 (0
n n INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER. z H • n b n LV 0 I Z
rmo IILSTALL STONE DAMNS, OF A MINIMUM OF f CUBIC FOOT OF NO. 7614 STONE IN A �C4 0 POROUS FABRIC 61U3 OR WRAP, AT EACH WEEP HOLE DR AB DIRECTED BY THE ENGINEER. Lttf ° t7 r CHAMFER ALL EXPOSED CORNERS 1 ". + ° z rim SECTION G - G _� �M '
I DRAWING NOT TO SCALE. m� IF
PLAN „ r
Y
WITH GRATE & FRAME REMOVED 0° 1' -7�B" 1' -7�Q'r PLAN cOF IRON r
M BRICK COPING(INCIDENTAL) Cr M o m PLAN OF GRATING ac H 0
07- TOP ELEVATION 01- * 'a 0 i „ CAST IRON O z 1 REVISED PAVEMENT SECTIONS 9 -17 -12
° LL H 2'- 3/4 LL Q OPENING A5 REQUIRED,
o r v STD. 840.18 FRAME :: W L--3 ) ' co SEE ARCHITECTURAL No. Revision /Issue Date
Z H & GRATE C'3 ..� = Z. H CD d•
rn z Z W r� z r FOR DOWNSPOUT
N _ e A e" ka BAR H � it1 _ DETAILS ,,fit 14
M -0-i e" B 8" a A r3- © •••i n 1� 11 �/ef1 1 it iBn < Q d ��� �[7 A 0' ®�
M o ' it1 Z u rr 'r "
C p I I O co p , n r 1r ° o i C ° p
as x x O a 1 1 1 1 W uy CAST IRON DOWNSPOUT e• +�� d�
c > tI_ BOOT 42 LENGTH MIN. a S`Q �`"
v I m I 611 p 3 -3 2 -3 Qp OC 8" OUTLET w = SEAL
- T, 1.8 r • 4 Signatu
O - I F¢- H F 0 In �p 1 /S" I l �/g" _ ° I I1r _ Imo¢' W BARRYCRAFTED.R. SMITH
DOWEL 4a n a rr a r, 0�° a R e
H rn W ° _ SECTION H - H 34 34 `r - `� W McKINLEY, ZURN OR 00 ° - '••�j�G[N�sp'
m SEE NOTE OOWEL(SEE NOTE) MAX. PIPE: THIS SIDE � � CV s D t-+ 3' -2" 2' -2" S � US / •�a n• � �o
APPROVED EQUAL s 4as.••
SECTION X -X SECTION Y -Y ; a r 4k 0 � � � I _� � H � N � � °osgs�s Ck.A�a�a
M z V z a 211 " �� 21/ " 0098iE604g949 Dale
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H) W O 0 8 S W Uj
DIMENSIONS OF BOX & PIPE CUBIC YARDS DEDUCTIONS FOR q0 R1 3' -1 " N '�' -1 " � C13
PIPE SPAN WIDTH MIN. HEIGHT CONC. IN BOX ONE PIPE 4 N
D A B H BOTTOM WALL PER O C p
SLAB FT. HT. F�,ONGiW C. M. R. C. s ,31_611 ,2-' -6.'r 0
12" 3' -0" 2' -0" 2 -0 0.222 0.222 0.592 0.015 0.026 01 Ll. SECURE TO WALL WITH
15" 2 -3 0.848 0.023 0.038
1B"
2'-B" 0.703 0,033 0.849 SECTION E - E SECTION F - F GRADE UNE AS REQUIRED 4 1O
24" 3 -0 0.814 0.059 G.o6S " LOCATIONS () ��Qy t0�� �r�� �� ��`�
N40-14 ET 1 OF 1 30" ' " 2' -0" 3 -6 0.222 0.222 0.825 0.092 0.127 SHEET 1 OF 1 SHEET 1 OF , SHEET 1 OF 1 3 CIVIL & ENVIRONMENTAL ENGINEERING
840.14 840.16 840.1 fi 46 WEST WASHINGTON STREET
COATS, NORTH CAROLINA 27521
PHONE; 910. 897 -7070 FAX: [phone]$7
4" 6" OR 8" License No. C -2570 www.ctctaylon.com
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1.5° SF9.5A \ \\\ \ \\\ INE011 2° SF9.5A NE DRAIN SYSTEM HAR N ETT HEALTH
2" 1 19.08 .. f-. % 3" 1 19.OB �" INVESTORS LLC
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RAID. n
v o n v a a 4 a o a s v
9-- 9-2"R, 6" B25.OB 8" B25.OB
HARNETT COUNTY, NORTH CAROLINA
° ° NOTES: Project No: File Name:
a o u° 0 1. BOOT SHALL BE PAINTED WITH FACTORY APPLIE=D PRIMER AND TWO COATS SEMI -GLOSS ENAMEL PRIOR TO INSTALLATION. 173001 173001 MAS
r/ v
ARCHITECT TO PICK COLOR.
\ \ / \ / \�� \r \ / \ / \: COMPACTED / \ / \ / \ / \� \/ �� \ / \� \ \� \ \r \ \� \ \ /., COMPACTED u v
\ \ / \ \ / \ \ / \ \ / \ \ / \� \ \ / \ \ / \ \/r / \ \ / \ \ / \ \ / \ \ / \ \ / \ \ / \� \,r \/ \/ \/ \/r 2. ALL CONNECTORS SHALL BE MANUFACTURED BY THE BOOT SUPPLIER OR THE CONNECTING PIPE SUPPLIER FOR THIS Designed By: Drawn By:
SUBGRADE \/ f\//\\/ /\/�,/�\// \ \ /� \ / / \ \ / / \ \ / / \ \ / / SUBGRADE FOFc'
� C APP LICATION AND SHALL BE WATERTIGHT. CTC Jr. AEB
.-7,�r-�a.. 21 a».- .�.r --,¢. - 3. PRODUCT SUBMITTAL REQUIRED.
_� 6" NCDOT NN
OR 1' -6" (SEE PLAN ABC STONE Checked By. CTC Jr. Pro]. Eng.: CTC
TYPICAL LIGHT ASPHALT ROAD TYPICAL HEAVY ASPHALT ROAD STANDARD CURB & GUTTER DOWNSPOUT BOOT Sheet Title
CIVIL DETAILS
PAVEMENT SECTION PAVEMENT SECTION NOT TO SCALE NOT TO SCALE
NOT TO SCALE NOT TO SCALE
Date JUNE 2012 heel
Scale C201
AS NOTED

E
Q
N
0
N
C)
0
TOP RAIL POST TIE WIRES
TOP RAIL TIE WIRES ® 15" CENTERS
TERMINAL ® 24" LINE POST
POST CENTERS
STRETCHER
BAR ,
3/8 IN. DIA. 5 Fr. NOTE: ALL POSTS
TRUSS ROD
ARE 7 *--6" MIN.
HOOK BOLTS
X ,
Ii =I TI =FI-1'=i 1 ITi= 1Ti- 1Ti =1T1 -111' 11--
42' MIN. BRACE RAIL 36" MIN. 1 �«
CONCRETE NOTE: LINE POSTS MAY
BE DRIVE SET TO 40" MIN.
10" MIN. DIA. BELOW GRADE AND CONCRETE
10 FT. MAX. OMITTED.
FENCE DETAILS
SHAPE, SIZE AND WEIGHT REQUIREMENTS
FOR FENCE POSTS AND RAILS
ITEM
SHAPE
OUTSIDE
WEIGHT
0.0'
5.8'
DIMENSIONS
LBS. /LIN. FT.
6'
0.0'
INCHES
6.8'
**
7'
0.0'
7.8'
TERMINAL
ROUND
2.375
3.65
POSTS
*ROUND
2.375
3.12
LINE
ROUND
1.90
2.72
POSTS
*ROUND
1.90
1 2.28
TOP & BRACE
ROUND
1.66
2.27
RAILS
I *ROUND
1 1.66
1.84
* GRADE B HIGH STRENGTH STEEL
** INCLUDES END, CORNER, ANGLE, INTERSECTION AND
INTERMEDIATE BRACED POSTS
CONSTRUCTION NOTES
1. MATERIALS AND WORKMANSHIP NOT SHOWN ON THIS DRAWING
SHALL CONFORM TO THE MANUFACTURER'S SPECIFICATIONS.
2. ALL POSTS SHALL BE INSTALLED VERTICALLY. WHERE POSTS
ARE INSTALLED ON AN INCLINED SURFACE, THE ANGLE OF
THE POST SHALL BE ADJUSTED SO THAT THE POST WILL
BE VERTICAL.
3. THE FENCING SHALL BE #9 GAGE FENCE FABRIC, STANDARD
2 -INCH CHAIN LINK DIAMOND MESH.
STANDARD CHAIN -LINK FENCE DETAIL
NOT TO SCALE
6 \
\ G
T�.p
W
A
W +A +9"
X
B
5'
0.0'
5.8'
5.6'
5.0'*
6'
0.0'
6.8'
6.8'
6.0' **
7'
0.0'
7.8'
7.3'
6.5' **
8'
0.0'
8.8'
7.3'
6.5' **
5'
2.0'
7.8'
7.81
5.0'
5'
2.5'
8.3'
8.1'
4.8'
5'
3.0'
8,8'
8.3'
4.4'
5'
3.5'
9.3'
8.4'
4.1'
5'
4.0'
9.8'
8.6'
3.8'
5'
4.5'
10.3'
8.7'
3.4'
5'
5.0'
10.8'
8.9'
3.1'
B = X- (A +9 ")
B = DISTANCE FROM FRONT
EDGE OF SIDEWALK TO BACK
POINT OF 12:1 (8.33 %) SLOPE.
* BACK OF SIDEWALK DROP
REQUIRED FOR ALL SIDEWALK
SLOPES.
** BACK OF SIDEWALK DROP
REQUIRED FOR SIDEWALK
SLOPE 0.04.
ISOMETRIC VIEW
RAMP WIDTH AREA
IS VARIABLE
z ® ® 0 ® ® ® 0.45 "R
® a 0
0.02 "R
® ® ® ® ®®
Lam'= 0 �4`
20"
N
r PRECAST
DETECTABLE CLASS "B"
CONCRETE
WARNING DOMES
ALTERNATE MATERIAL MAY BE
SUBSTITUTED, PROVIDED THE PRODUCT
IS APPROVED VIA SUBMITTAL
PROCEDURES SPECIFIED IN THE
PROJECT SPECIFICATIONS AND THE
MANUFACTURER'S PRODUCT AND
INSTALLATION SPECIFICATIONS ARE
FOLLOWED.
GATE FRAME MEMBERS
SIZE AND WEIGHT
GATE FRAME
OUTSIDE
WEIGHT
DIMENSIONS
DIMENSIONS
LBS. /LIN. FT.
INCHES
INCHES
ROUND
ROUND
1.66
2.27
*ROUND
1.66
1.84
* GRADE B HIGH STRENGTH
STEEL
GATE POST SIZE AND WEIGHT
GATE LEAF
OUTSIDE
WEIGHT
WIDTH OF
DIMENSIONS
LBS. /LIN. FT.
6 FT. OR LESS
INCHES
3
ROUND
2.875
5.79
*ROUND
2.875
4.64
* GRADE B HIGH STRENGTH
STEEL
TENSION WIRE GATE OPENING 12 FT.
END CLAMP
3 11
LIGHT HALF V -6" HEAVY HALF
1 8
CONCRETE
GATE DETAIL
LEGEND
PART NO.
DESCRIPTION
QUANTITY
1
STRAIGHT PLUG
2
2
BOTTOM HINGE
2
3
TOP HINGE
2
4
CORNER ELBOW
8
5
PLUNGER ROD
1
6
LATCH FORK
2
7
FORK CATCH
2
8
PLUNGER ROD CATCH
1
9
LOCK KEEPER GUIDE
1
10
LOCK KEEPER
1
11
ORNAMENTAL TOPS
6
12
TRUSS RODS
4
13
STRETCHER BAR
4
14
HOOK BOLTS
12
TYPICAL CURB & GUTTER TRANSITIONS
NO SCALE
DROP CURB -
STA. 2' -6' CURB
& GUTTER SHOWN)
TENSION WIRE
END CLAMP
xxxxxx
• I IJ I I= I =1 I
2' -6" MIN.
V -0" MIN.
-� MIN.
DIA.
NOTE:
THE FENCING SHALL BE #9 GAGE
FENCE FABRIC, STANDARD 2 -INCH
CHAIN LINK DIAMOND MESH.
STANDARD DOUBLE -GATE DETAIL
NOT TO SCALE
SECTION R -R
SIDEWALK 6•_0" 4 *_
ELEVATION CURB CURB TOP OF CURB
TRANSrTION 1130 TRANSMON
VARIABLE SLOPES NOT GUTTER
TO EXCEED 12:1 (8.33
SECTION S -S
fiUM A PORTION OF ONE OR BOTH RAMPS
MAY EXTEND OUTSIDE THE RETURN.
STANDARD WHEELCHAIR RAMP NOTES:
1. DETECTABLE WARNING DOMES SHALL COVER 2'--0" IN LENGTH AND FULL WIDTH OF THE RAMP FLOOR AS SHOWN ON THE DETAIL.
THE RAMP MAY BEYELLOW IN COLOR OR ANY COLOR WITH A 70% CONTRAST RATIO.
2. CROSSWALK WIDTHS AND CONFIGURATION VARY BUT MUST CONFORM TO TRAFFIC DESIGN STANDARDS AND BE AS DEPICTED ON PLANS.
3. PROVIDE WHEELCHAIR RAMPS AT LOCATIONS AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. LOCATE WHEELCHAIR RAMPS
AS DIRECTED BY THE ENGINEER WHERE EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ETC. AFFECT PLACEMENT. WHERE TWO
RAMPS ARE INSTALLED PLACE NOT LESS THAN 2 FEET OF FULL HEIGHT CURB BETWEEN THE RAMPS. PLACE DUAL RAMPS AS NEAR
PERPENDICULAR TO THE TRAVEL LANE BEING CROSSED AS POSSIBLE.
4. DO NOT EXCEED 0.08 (12:1) SLOPE ON THE WHEELCHAIR RAMP IN RELATIONSHIP TO THE GRADE OF THE STREET.
5, CONSTRUCT WHEELCHAIR RAMPS 48" (4' -0 ") OR GREATER FOR DUAL RAMPS AND 60" (5' --0 ") OR GREATER FOR DIAGONAL RAMPS.
6. USE CLASS "B" CONCRETE WITH A SIDEWALK FINISH IN ORDER TO OBTAIN A ROUGH NON -SKID TYPE SURFACE.
7. PLACE A y2" EXPANSION JOINT WHERE THE CONCRETE WHEELCHAIR RAMP JOINS THE CURB AND AS SHOWN ON STANDARD DETAIL 03000.07.
8. COORDINATE THE CURB CUT AND THE PEDESTRIAN CROSSWALK LINES SO THE FLOOR OF THE WHEELCHAIR RAMP WILL FALL WITHIN THE
PEDESTRIAN CROSSWALK LINES. PLACE DIAGONAL RAMPS WITH FLARED SIDES SO 24" OF FULL HEIGHT CURB FALLS WITHIN THE CROSSWALK
MARKINGS ON EACH SIDE OF THE FLARES.
9. CONSTRUCT THE PEDESTRIAN CROSSWALK A MINIMUM OF 6 FEET OR SHOWN ON PLANS.
10. USE STOP LINES, NORMALLY PERPENDICULAR TO THE LANE LINES, WHERE IT IS IMPORTANT TO INDICATE THE POINT BEHIND WHICH VEHICLES
ARE REQUIRED TO STOP IN COMPLIANCE WITH A TRAFFIC SIGNAL, STOP SIGN OR OTHER LEGAL REQUIREMENT. AN UNUSUAL APPROACH SKEW
MAY REQUIRE THE PLACEMENT OF THE STOP LINE TO BE PARALLEL TO THE INTERSECTING ROADWAY.
11. PLACE ALL PAVEMENT MARKINGS IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD)
PUBLISHED BY THE FEDERAL HIGHWAY ADMINISTRATION AND THE NORTH CAROLINA SUPPLEMENT TO THE MUTCD.
12. FROM DETECTABLE WARNING DOME PORTION ALL THE WAY TO BACK EDGE OF SIDEWALK NEEDS TO BE BLACK.
STANDARD WHEELCHAIR RAMP
NOT TO SCALE
1' -0" MIN. DIA.
PART NO.
DESCRIPTION
QUANTITY
1
STRAIGHT PLUG
1
2
BOTTOM HINGE
1
3
TOP HINGE
1
4
CORNER ELBOW
4
5
LATCH FORK
1
6
FORK CATCH
1
7
ORNAMENTAL TOPS
4
8
TRUSS RODS
2
9
STRETCHER BAR
2
1D
HOOK BOLTS
6
STANDARD MAN -GATE DETAIL
NOT TO SCALE
- MIN 4' -0"
SEE SITE PLAN FOR
ACTUAL WIDTHS
CONC. SIDEWALK W/
6 "x6 "- W2.9xW2.9 WWF
1.5" RA
IT F
7. --
- - -, - --
g'L -MEN,
COMPACTED SUBGRADE
MIN 6" NCDOT ABC STONE
NOTES:
1) CONTRACTION JOINTS TO BE AT 6' O.C.
2) EXPANSION JOINTS TO BE AT ALL CHANGES
IN DIRECTION AND AT 30' O.C. MAXIMUM.
TYPICAL TURNDOWN SIDEWALK DETAIL
NOT TO SCALE
MIN 5' -0"
SEE SITE PLAN FOR
ACTUAL WIDTHS
" CONC. SIDEWALK W/
6 "x6 "- W2.9xW2.9 WWF
-
-
d
a
II
COMPACTED SUBGRADE
MIN 6" NCDOT ABC STONE
NOTES:
1) CONTRACTION JOINTS TO BE AT 6' O.C.
2) EXPANSION JOINTS TO ICE AT ALL CHANGES
IN DIRECTION AND AT 30' O.C. MAXIMUM.
TYPICAL SIDEWALK DETAIL
NOT TO SCALE
POST & END
FOR FENCE
NOTE:
THE FENCING SHALL BE #9 GAGE FENCE
FABRIC, STANDARD 2 -INCH CHAIN LINK
DIAMOND MESH.
CONCRETE WHEEL STOP AT LOCATIONS
" ITE PLAN. SEE
kIL THIS SHEET.
9' TYPICAL
EXCEPT FOR ADA SPACES
TYPICAL PARKING SPACE
NOT TO SCALE
4' OR 4' OR 4' OR 4' OR - 4' OR
RREN ADA AT QA CURRENT ADA CURRENT ADA CURRENT ADA I CURRENT ADA
WHITE REFLECTIVE
PAVEMENT MARKING
2" WIDE MIN.
TYPE R7 -8E RESERVED
12"
PARKING SIGN per NC
r-- ----��
DEPARTMENT of
z
TRANSPORTATION MANUAL
I
I
CTC Jr.
CTC
ON UNIFORM TRAFFIC
COATS, NORTH CAROLINA 27521
VAN
PHONE: [phone] FAX: [phone]
0
CONTROL DEVICES,
?
C202
ACCESSIBLE
SECTION 2A• --23, PART li
I
I
12"
STANDARD COLORS (ALL
II
-
SIGNS):
I
I
RESERVED
BACKGROUND - WHITE
LETTERING /BORDER -
PARKING
GREEN
co
ARROW - GREEN
FIGURE - WHITE ON BLUE
FIELD
CORNER RADIUS -- 1 Y2"
(TYPICAL)
I q 2x, M_Y;
�
SIGN POST SHALL BE
MAXIMUM
GALVANIZED STEEL "U" i
I
PENALTY
SHAPED CHANNEL POST
$250
WEIGHING THREE (3)
POUNDS PER LINEAR FOOT.
I 112 II
f�l
HANDICAPPED PARKING SIGN DETAIL
NOT TO SCALE
UKUa7VVALK 7 I KIVI1Vla Ut I AIL
NOT TO SCALE
36"
to
STANDARD COLORS (ALL SIGNS):
BACKGROUND -- RED
LETTERING /BORDER -- WHITE
SIGN POST SHALL BE GALVANIZED
STEEL "U" SHAPED CHANNEL
POST WEIGHING THREE (3)
POUNDS PER LINEAR FOOT.
d
to
Q
0
a
D z
W
L>=
Q:
U
0'
O
STOP SIGN DETAIL
NOT TO SCALE
\ 2" 4" 1 6 1 2"
N r7
N � z
(MIN.)
END _VIEWS
12" TO EDGE OF
PARKING STALL
PLAN
GROUT HOLE FULL
HOLE FOR #
6 REINF.
ROD
1 6 1 /2"
5 1/2
DRAINAGE DRAINAGE
OPENING OPENING
2' -0" (MIN.) 1' -O" 2' -0" (MIN.)
7' -D" (MIN.)
8' -0" {MAX.}
#6 REINF. ROD SHALL BE 1
PLACED IN A HOLE DRILLED IN
THE FINISHED SURFACE WITH A
TIGHT FIT OBTAINED BY AN
APPROVED METHOD, OR DRIVEN
INTO THE SURFACING
PARKING STALL
WHEEL STOP
PAINTED STRIPES IF SHOWN ON
THE DRAWINGS OR REQ'D BY THE
SPECIFICATIONS
INSTALLATION PLAN
1/2" MAX. ; r,
CLEARANCE
2-- #3
1 3/8" TOOLED EDGE (T(P.)
SECTION
PRECAST CONCRETE WHEEL STOP DETAIL
NOT TO SCALE
►1
General Notes
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Revision /Issue I Date
HARN ETT HEALTH
INVESTORS LLC
HARNETT COUNTY, NORTH CAROLINA
Project No: 173001
o:
Elie Name: 173001 MAS
Designed By: CTC Jr.
z
K_> Ckjlton, Sr., P. E., Ifle.
CIVIL & ENVIRONMENTAL ENGINEERING
CTC Jr.
CTC
46 WEST WASHINGTON STREET
COATS, NORTH CAROLINA 27521
Date JUNE 2012
PHONE: [phone] FAX: [phone]
0
License No. C -2570 www.ddayton.com
?
HARN ETT HEALTH
INVESTORS LLC
HARNETT COUNTY, NORTH CAROLINA
Project No: 173001
Elie Name: 173001 MAS
Designed By: CTC Jr.
Drawn By: AEB
Checked By:
Pro). Eng.:
CTC Jr.
CTC
Sheet Title
CIVIL GENERAL NOTES
Date JUNE 2012
sheet
Scale
C202
AS NOTED

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rn
In
N
N
O
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m
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0.
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iu
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/ NOW OR FORMERLY
GENERAL SITE AND
HARNETT FORWARD TOGETHER COMMITTEE '
' ' '
DEED BOOK 2252, PAGE 911
CONSTRUCTION NOTES:
, REMAINDER OF LOT No. 4
BRIGHTWATER PHASE 1
MAP BOOK 2012, PAGE 34
MAP BOOK 2010, PAGES 575 -576 w
MAP BOOK 2010, PAGES 485 -487
1. EXISTING UTILITY SERVICES ARE NOT TO BE / MAP
BOOK 2010,
PAGES 644 -645 '
, / PIN 0650 -79- 1646.000 Z
INTERRUPTED PRIOR TO APPROVAL BY THE _ .' �� I EP: 2 +01.48 /
PROPERTY OWNER AND ENGINEER. END NEW WATER MAIN WITH 8" GATE VALVE v ' �"
SHALL BE /�'� AND RELOCATED TEMPORARY BLOW -OFF '
TEMPORARY UTILITY SERVICE / ,,.
AVAILABLE DURING INTERRUPTION. A MINIMUM (NOTE: ALL GATE VALVES AND BLOW -OFFS 4
NOTICE OF 72 HOURS IS REQUIRED PRIOR TO / f SHALL HAVE APPROPRIATE VALVES BOXES
^
INTERRUPTION. WRITTEN PERMISSION FOR PER CURRENT HCPU SPECIFICATIONS)
1
! ' w
INTERRUPTION MUST BE GIVEN PRIOR TO �'' ,`� ' 1 2+ 1 \ y
PROCEEDING. / +Op I I \
2. ENGINEER DOES NOT GUARANTEE THE / / NEW FIRE
ACCURACY OF UTILITIES SHOWN OR THAT ALL , /,' ' HYDRANT ASSEMBLY / %S1 '
UTILITIES ARE SHOWN, ABOVE OR BELOW THE NEW „8"x4" TEE
Q ' / ' BP: 0 +00.00 4x3 REDUCER
SURFACE. THE CONTRACTOR IS RESPONSIBLE - O� BEGIN METER VAULT
FOR SUBSURFACE UTILITY LOCATION PRIOR TO \ '
CONSTRUCTION TO DETERMINE THE EXISTENCE / NEW 6 FIRE
SUPPRESSION LINE �;
AND /OR EXACT LOCATIONS, BOTH HORIZONTAL �Ci� / °�� INSTALL 8 "x6" TEE +0 \ _
AND VERTICAL. CALL "NC ONE CALL" INSTALL 6" GATE
�� p
(1- 800 -632 -4949) AT LEAST 48 HOURS PRIOR TO VALVE & BOX x
�Q� �, �, � / Q �a� \ ^
DIGGING OR EXCAVATION, AND CONTACT
INDIVIDUAL UTILITY COMPANIES FOR J� °P RPZs / s, cs�''' \ — WETLANDS —
°.
ASSISTANCE IN LOCATION OF UTILITIES. / BP: 0+00-00 / �FDC MOUNTED ego y .�
TO ENCLOSURE
BEGIN NEW �' r
8" WATER MAIN ?� �'<� / � �`�`:. Fps ^:�` -.. ' NOW OR FOFMERLY
3. CONTRACTOR SHALL VERIFY THE LOCATIONS '
REMOVE & RELOCATE �I I 0 j / ��F .GpAC�. ' HARNETT FORWARD TOGETHER COMMITTEE
AND SIZES OF ALL EXISTING FEATURES PRIOR NOW OR FORMERLY ° AGE 911
�' HARNETT FORWARD TOGETHER COMMITTEE BLOW —OFF. INSTALL / �� / SGA f DEED BOOK 2252 P
DEED BOOK 2252 PAGE 911 8 GATE VALVE & / w \ 1 L LOT No. 3
TO CONSTRUCTION. THE ENGINEER SHALL BE ,� � � BRIGHTWATER PHASE 1
IMMEDIATELY NOTIFIED OF ANY DIFFERENCES LOT No. '5 BOX MAP
BOOK40OK 20 2, PAGE 4576
BRIGHTWATER PHASE 1
FROM THAT SHOWN ON THE DRAWINGS. MAP BOOK 2012, PAGE 34 G � MAP BOOK 2010, PAGES 485 -487
CONTRACTOR SHALL SUBMIT SCALED MAP BOOK 2010, PAGES 575 -576 0, FS n� / / '1 +3 MAP BOOK 2010, PAGES 644 -645
MAP BOOK 2010, PAGES 485 -487 \ PIN 0650 -79- 1546.000
DRAWING(S) OF THE DIFFERENCE(S) OR MAP BOOK 2010, PAGES 644 -645 /
FORMERLY UNKNOWN FEATURE(S) TO THE PIN 0650 -79- 1546.000
ENGINEER ALONG WITH A WRITTEN REQUEST`
FOR FURTHER INSTRUCTION AND DIRECTION. �� F,y / / EP: 1+94.82
END FIRE
SUPPRESSION y y
4. CONTRACTOR SHALL LOCATE ALL EXISTING /� �� ��,�a LINE
UTILITIES PRIOR TO CONSTRUCTION. SEE PLUMBING 3" GATE
PLANS O VALVE �/ CONTINUATION
-
5. CONTRACTOR SHALL REPAIR ANY DAMAGES TO
EXISTING UTILITIES RESULTING FROM
CONSTRUCTION ACTIVITIES.
6. ANY CONCRETE, ASPHALT, CURB & GUTTER OR
` OTHER TYPE OF PAVEMENT SHALL BE SAW -CUT
AT EXTENT OF REMOVAL PRIOR TO THE FIRE HYDRANT ,�/
REMOVAL. CONCRETE ITEMS SHALL BE ASSEMBLY`/ �^
SAW -CUT AT THE NEAREST CONTROL JOINT TO — �� r / ,,• -
° -`
/ THE REMOVAL AREA.
7. CONTRACTOR SHALL COORDINATE ANY
REQUIRED WORK, RELOCATION, INSTALLATION,
/OR REMOVAL OF EXISTING UTILITIES WITH THE / 41 `4 /
APPROPRIATE UTILITY COMPANY PRIOR TO THE • y / y y / / T �`.� . `
BEGINNING OF CONSTRUCTION. SEE PLUMBING
PLANS FOR
• ���.- /�
CONTINUATION • � � `
8. TIE -INS TO EXISTING PAVEMENT SHALL BE co
FLUSH AND EVEN. WHEN INSTALLING NEW �y' �c • / ,•'j l
ASPHALT TO EXISTING SURFACES, EXISTING �o / PLUMBING
PLANS FOR
Y / '
SURFACES SHALL BE COATED WITH ASPHALT \ ���� ° ..y.: O • • �/ ' f /: 1
SPRAY TACK. CONTINUATION \
General Notes
1. FIRE HYDRANT AND FDC
PLACEMENT AND ORIENTATION
SHALL BE CONFIRMED BY FIRE
MARSHALL PRIOR TO
INSTALLATION.
a
Li
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s
U
U
N
z
o:
bi
I
9. ALL ACCESSIBLE ROUTES FROM HANDICAP ti o °�' O _ • // / i
PARKING SHALL BE MAINTAINED AT A MAXIMUM �• ,� Op / yyR o• i / ' `� 2 ADDED GEN. CONST. NOTES 09/17/1 Z
SLOPE OF 1" PER 20 LINEAR FEET. CROSS \ /` `� CQ . • / s R N� ! '
SLOPES ON ACCESSIBLE ROUTES SHALL BE A / �' 1 REVISED WATER LINE 0s /x4/12
MAXIMUM OF IA" PER LINEAR FOOT. THE No. Revision /Issue Date o
CURRENT APPLICABLE ACCESSIBILITY CODE \ �' \ / '" r ,' / ,
�� °' ;
SHALL BE FOLLOWED. ' �� !� // 4p�� • lr�J'�,,
` z
t \ `� �,a4g$�% •'Y9 ,moo
10. COORDINATE INSTALLATION OF ANY REQUIRED \CO 02M
FIRE APPARATUS WITH THE LOCAL FIRE F+ •'••fiN���E��,ir�?,�
MARSHALL, BUILDING CODE INSPECTOR, AND �� sG °��o° / \ ! �'�,'p(�''•••••••'O�`�`o �� r�7� Pk
f1� \ T� �� J / �` J �` �sOj��` CLA�,�� Date u
FIRE DEPARTMENT PRIOR TO INSTALLATION TO F�� �k F,p \ — ¢ < ����,� C
Lj
VERIFY LOCAL REQUIREMENTS.
TO INTENDED �` / ~ / Z
11. FINE GRADE AREAS TO DRAIN � \ � / � � ¢ Q
DRAINAGE STRUCTURES IN ORDER TO PREVENT /lr nn �s T
�� EX. SS MH ��.:. ..� \, i� �50 1` �< Cli%f%t�IR J1'.� P. , I1lG.
ANY STANDING WATER. IF THERE IS ANY / RIM EL. 166.74 /' ~ �� /� CIVIL a ENVIRONMENTAL ENGINEERING
r ' / NOW OR FORMERLY '�
QUESTION ON THE COMPLETION OF THE FINAL INV. EL. 153.02 FksT CO ♦ ��� / 4ry� HARNETT FORWARD TOGETHER COMMITTEE COATS, N6 WASHINGTON t !A zi5 ti
GRADING, THE CONTRACTOR SHALL CONTACT \ tic / ♦ / DEED BOOK 2252, PAGE 911 PHONE: [phone] FAX: [phone]
THE ENGINEER PRIOR TO CONSTRUCTION. / daytoo.com
0 / MAP BOOK 2010, PAGE 575 Lfcense No. C -2570 www.ciciaylon.com
� � / / / MAP BOOK 2010 PAGE 485
PIN 0650- --79 -- 1646.000
SS I �� ��; HARNETT HEALTH
INVESTORS LLC
EX. 55
RIM EL. 167.36 �`�� SS l— � � '. �v • 4
\ INV. EL. 153.82 / / ��ir� — 4Z�
� � 1 HARNETT COUNTY, NORTH CAROLINA
Projad No: 1 73001 File Name: 173001 MAS
Cosigned By: CTC Jr. Drawn ay. AEB
Wt-
/ �12;W - - - - . f - -��f Checked Sy: F,,. g.:
CTC Jr. CTC
/ �— -- -- --` / sheet Tate
UTILITY PLAN
/ NOW OR FORMERLY / NOW OR FORMERLY NOW OR FORMERLY l Date JUNE 2092 Sheet
HARNETT FORWARD TOGETHER COMMITTEE
/ HARNETT FORWARD TOGETHER COMMITTEE HARNETT FORWARD TOGETHER COMMITTEE GRAPHIC SCALE: 1 " 40'
/ DEED BOOK 2252, PAGE 911 DEED BOOK 2252, PAGE 911 DEED HOOK 2252, PAGE 911 1 Some C300
MAP BOOK 2010, PAGE 575 �\� MAP BOOK 2010, PAGE 575 ` MAP BOOK 2010, PAGE 575
MAP BOOK 2010, PAGE 485 / MAP BOOK 2010, PAGE 485 MAP BOOK 2010, PAGE 485 0 20 40 $0 120 AS NOTED
PIN 0650 -79-1646.000 / ` PIN 0650 -79- 1646.000 PIN 0650 -- 791646.000 l J

TITLE
KEY
SYMBOL
SEDIMENT BASIN
SB
SKIMMER
SK
DIVERSION BERM
DB
SILT FENCE
SF
INLET PROTECTION
Ip
OUTLET PROTECTION
v;��f•
TEMPORARY STONE
CONSTRUCTION ENTRANCE
CE
a c
PERMANENT SEEDING
PS
PS
TEMPORARY SEEDING
TS
TS
CHECK DAM
CD
LIMITS OF DISTURBANCE
\\
7 DAYS
CDays
7 DAYS HATCHING
7 Days
+ + + +
ANY SWALE, BERM, OR OTHER FEATURE THAT
7 D�)THAN CONCENTRATES FLOW, PLUS ALL OTHER SLOPES GREATER
3 :1 SHALL HAVE GROUND COVER PROVIDED WITHIN 7
CALENDAR DAYS. SEE STABILIZATION TIME FRAME CHART
+ + + (NPDES STORMWATER DISCHARGE PERMIT FOR
+ + + CONSTRUCTION ACTIVITIES NCG01) ON SHEET C -404.
CONSTRUCTION SCHEDULE
Phase 1:
1. OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS.
2. FLAG THE WORK LIMITS.
3. HOLD PRECONSTRUCTION MEETING AT LEAST ONE WEEK PRIOR TO
STARTING CONSTRUCTION.
4. INSTALL THE TEMPORARY GRAVEL CONSTRUCTION ENTRANCES AS
THE FIRST CONSTRUCTION ACTIVITY. INSTALL SEDIMENT FENCE
AND DIVERSION BERMS AS DICTATED ON THE PROJECT DRAWINGS.
MAINTAIN PROPER SEPARATION WITH WETLANDS. ONLY DISTURB
AREAS NECESSARY FOR INSTALLATION OF PERIMETER
DIVERSIONS. VEGETATE DISTURBED AREAS.
5. INSTALL TEMPORARY SEDIMENT TRAPS AT LOCATIONS SHOWN ON
THE PLANS.
6. CLEAR VEGETATION AS IDENTIFIED FROM THE ENTIRE WORK AREA.
REMOVE TOPSOIL FROM AREA OF EXCAVATION AND STOCKPILE
FOR USE DURING FINAL STABILIZATION.
7. ROUGH GRADE SITE TO FACILITATE DRAINAGE INTO THE PROPER
E &S STRUCTURES. FINISH THE SLOPES ON AND AROUND THE
PROPOSED ROAD AND STRUCTURES AS SOON AS ROUGH GRADING
IS COMPLETE. LEAVE THE SURFACE SLIGHTLY ROUGHENED AND
VEGETATE WITH TEMPORARY SEED MIX AND MULCH IMMEDIATELY.
8. DO NOT PROCEED WITH SITE DEVELOPMENT (SHEET C401) UNTIL
ALL PERIMETER EROSION CONTROL MEASURES HAVE BEEN
APPROVED BY ENGINEER AND LOCAL NCDENR LAND QUALITY
INSPECTOR.
9. SEE STABILIZATION TABLE ON SHEET C404.
NO WETLANDS SHALL BE DISTURBED.
/
f ,
/
/
/
/
/
' NOW OR/ FOR OENLY /' '�
SILT FENCE l
f`HARNETT FORWARD TOGETHER HER COWITTER
/ DEED BOdK 225,_' PAGE,IJ11
REMAINDER OF T Ng. 4
/ f BRIGHTWATER HASE� 1
MAP BOOKS 2012, PAGE 34
MAP' BOOK 2610, PA ES 575 576,' SFO SILT FENCE
15 / MAP BOOK/ 2010, PA 3 ES 466-487 ' ,
MAP BOOK 2010, PA ES �44 -6.45 / /' OUTLET (TYP.) l \
f±160, /' PIN 0650 -79- 646.000
11 _ 1a4 - -� ;' STOQKPILE/ AREA
LIMITS OF DISTURBANCE y
/ - "5.5 AC.
0
CONSTRUCTION 183 -` - -'' w`�\ ;r SFO
,ENTRANCE _ f
EXISTING STORM r' .` \� , CE
\ SEWER BY OTHE S / o
\ _1eo /: _ ,�� - WETLANDS -
SILT FENCE
NOW OR FORMERLY
NOW OR FORMERLY / -_ " �� 5Y -N -- 57s SF . ' ^/ HARNETT FORWARD TOGETHER COMMITTEE
/� J ~ ^ Y N I ~ / /' o DEED BOOK 2252, PAGE 911
HARNE17 FORWARD TOGETHER COMMITTEE _ -- - - - ` -Y - 'tiI6' - - -- ,� ,� ' LOT 25 3
DEED BOOK 2252, PAGE 911 - ,, -'�'� 17a� _ _ _�- 1��Y - f y „
_ , y BRIGHTWATER PHASE 1
LOT Na. 5 EXISTING STORM Y _ _ _ _ - - - - - - - - - ,' \ MAP BOOK 2012, PAGE 34
BRIGHTWATER PHASE 1 SEWER BY OTHERS `� / `- ~~ _ Y~ /' �+ v MAP BOOK 2010, PAGES 575 -57fi
MAP BOOK 2012, PAGE 34 / j , - - -�� ~� �,' ,' }} MAP BOOK 2010, PAGES 485 -487
MAP BOOK 2010, PAGES 575 -576 _ _17z--------------- t MAP BOOK 2010, PAGES 644 -645
MAP BOOK 2010, PAGES 485 -487 - .� - - 4 PIN 0650-79-1646.000 S 644
MAP BOOK 2010, PAGES 644- -645 Y �� .'' _ - _ - _ _ 1a
PIN 0650 -79- 1646.000 _ SILT FENCE SHALL BE NO w
LIMITS OF _t ;�� _ - - - - Ts ��- ,-CLOSER THAN, 5' TO WETLANDS
DISTURBANCE /
l ! /
,41
- - "- — /
EXISTING STORM / ® �," f,' /,' \6$- _ /
SEWER BY OTHERS , , , _ 1- - _ - J Z /
✓rap f , / f / /
AREA DA2: 2.73 AC. 11
! \
/
N�� SFO SILT FENCE
OUTLET TYP. )
Jam,/ (
LIMITS OF DISTURBANCE
EXISTING STORM 5.5 AC. �r /
SEWER BY OTHERS / / s / / ,' , / ' !! - !, y _ ��- �"�.W� _� z ,
DIVERSION DB 7 Da s „r
BERM
16 i
� SILT FENCE �� l
CONSTRUCTION SF
ENTRANCE. 175
'
/ •- -'' _ -r/ / i
`` `\
FINISHED CONTOURS ON �`\ - /- , i
ADJOINING SITE BASED ON \ -173 - - -' _
' (
OBTAINED ENGINEERING PLANS SILT FENCE SHALL BE NO / TS f
CLOSER THAN 5' TO WETLANDS / \
EXISTING STORM _ _
\ SEWER BY OTHERS \\ »� /,'' r 1`2 ' ,'� / EXISTING STORM
SEWER BY OTHERS
or
SFO It
EXISTING BMP
MAINTENANCE AND
\ ` 170 - / 7 ❑ayS ' \ / .' / ACCESS EASEMENT
MB 2010, PG. 485 /
AREA -DA1. 1.62 AC., DB `
DIVERSION s�' It-
BERM
SEE SHEET C461 FOR
LIMITS OF — _ D13 7 Days - - SEDIMENT BASIN GRADING
DISTURBANCE - --.��, `•16/
5.5 AC. 1 - - DIVERSION ------
BERM -" ,�� 7 Day�Ts
UB
` ,65 _DIVERSION " -- ss2 /
SXEWER BY OTHERS ` \�F --- - - - - -- 55�`" BERM =,../ ., o/ ' �' /„ ,' SILT FENCE
\ 'P i /
/SF
O ��
,LIMITS OF DISTURBANCE
Ts _ 1_ — sFO �:`.� �'' _,5.5 AC.
/ FORMERLY
HARNETT FORWARD TOGETHER COMMITTEE
SILT FENCE / �,1 I it OUTLET STRUCTURE / / DEED BOOK 2252, PAGE 911
SF 1 t .5_ SEE SHEET C501 / MAP BOOK 2010, PAGE 575
` ';` 6 - ` ^- - - -' SF0 t r j / MAP BOOK 2010, PAGE 485
\ , ,`` DRAIN LINF� T /
sFO , � %' ; t ,�. 0 DI,SCHAR�E PIPE PIN 0650 -79- 1646.000
EXISTING STORM •�. s L r \ } \- y
SEWER BY OTHERS
/ '
J SILT FENCE
EXISTING STORM
SEWER Bl OTHERS-
l
/
/ NOW OR FORMERLY / NOW OR FORMERLY \ NOW OR FORMERLY
HARNE17 FORWARD TOGETHER COMMITTEE HARNETT FORWARD FORWARD TOGETHER COMMITTEE HARNE17 FORWARD TOGETHER COMMITTEE GRAPHIC SCALE: 1" = 40'
DEED BOOK 2252, PAGE 911 / / DEED BOOK 2252, PAGE 911 DEED BOOK 2252, PAGE 911
MAP BOOK 2010, PAGE 575 MAP BOOK 2010, PAGE 575 \ MAP BOOK 2010, PAGE 575
MAP BOOK 2010, PAGE 485 % 1` MAP BOOK 2010, PAGE 485 MAP BOOK 2010, PAGE 485 0 20 40 80 120
I PIN 0650 -79- 1646.000 / } PIN 0650 -79- 1646.000 PIN 0650 -79- 1646.000
General Notes
1. SEE SHEET C404 FOR ALL EROSION
AND SEDIMENT CONTROL NOTES,
SPECIFICATIONS, MAINTENANCE AND
CONSTRUCTION SEQUENCE.
2. ANY SWALE, BERM, OR OTHER
FEATURE THAT CONCENTRATES
FLOW, PLUS ALL OTHER SLOPES
GREATER THAN 3:1 SHALL HAVE
GROUND COVER PROVIDED WITHIN 7
CALENDAR DAYS. SEE STABILIZATION
TIME FRAME CHART (NPDES
STORMWATER DISCHARGE PERMIT
FOR CONSTRUCTION ACTIVITIES
NCG01) ON SHEET C -404.
3 ADDED "7 DAYS" HATCHING 09/07/12 0
2 ADDED "7 DAYS" NOTE os a7 12
1 REVISED CONSTR. ENTRANCE 08/27/12 8
No. Revision/Issue Date
9qg >�► J1d m
�o 0
rP
O V ¢ R o p.
m
UAL&
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d� Jl p09P9ae � �:
� v
aB��d2 if L;A A a ° +� D ate
ton, Sr., P..., Inc.
ENVIRONMENTAL ENGINEERING
,.T WASHINGTON STREET
COATS, NORTH CAROLINA 27521
PHONE: 9i0- 897 -7070 FAX:9IM97 -6767
License No. 0-2570 www.c4claylon.com
HARNETT HEALTH
INVESTORS LLC
HARNETT COUNTY, NORTH CAROLINA
Project No: 173001 Fife Name: 173001 MAS
Designed Sy. CTC Jr. Drawn By: AEB
Checked By: CTC Jr. Prof Eng.: CTC
SheetTille EROSION AND SEDIMENT
CONTROL PLAN PHASE 1
Date JUNE 2012 Sheet
Scale C4 0 0
AS NOTED

TITLE
KEY
SYMBOL
SEDIMENT BASIN
SB
SKIMMER
SK
DIVERSION BERM
DB
SILT FENCE
SF
a -0
INLET PROTECTION
IP
OUTLET PROTECTION
TEMPORARY STONE
CONSTRUCTION ENTRANCE
CF
'
'
PERMANENT SEEDING
PS
PS
TEMPORARY SEEDING
T5
TS
CHECK DAM
CD
LIMITS OF DISTURBANCE
\\
ROLLED EROSION MATTING
EM
7 DAYS
7 Days
7 DAYS HATCHING
7 Days
+ + + +
ANY SWALE, BERM, OR OTHER FEATURE THAT
7 D CONCENTRATES FLOW, PLUS ALL OTHER SLOPES GREATER
;)THAN 3:1 SHALL HAVE GROUND COVER PROVIDED WITHIN 7
CALENDAR DAYS. SEE STABILIZATION TIME FRAME CHART
+ + + (NPDES STORMWATER DISCHARGE PERMIT FOR
+ + +
CONSTRUCTION ACTIVITIES NCG01) ON SHEET C-404.
CONSTRUCTION SCHEDULE
r
A -
/
/
/
/
/
/
/
/ HIGH- SLOPE AREAS ���' \\----------\
(GREATER THAN 3:1) SHALL /
BE LINED WITH NORTH ' NOW OR/FORM F,I' LY /
BM NOW
FORWARb TOGETHER COWITTEE
AMERICAN GREEN 6/50 (OR DEED B06K 225,2, PAGE /911
EQUAL) PRIOR TO REMAINDER OF LOT N 4 , r
PERMANENT SEEDING AND BRIGHTWATER PHASE 1 -
f MAP BOOK,/2012, P,,dGE 34 /'
-- STABILIZATION EFFORTS ,' I MAP,/ BOOK 2610, PAGES 575>` -576,'
.' MAP BOOK.'2010, PAGES 48� -48�'
/MAP BOOR 2010, PAGES 44 -645
PIN 0650 -7,6- 1646.000
1134 —
\ t
7 Days
\\ 184 _ + ~ 1 1 P
*f!1- .1'75- ' / \'1¢
,+ i,'
+ _ IP ,� ,,�� f $ - WETLANDS -
r 1 y y y w w
_ +/ 16 .5 X1 69.$
NOW OR FORMERLY
`1 •8-X TC169.85 /' /' 1�' w ' w HARNETT FORWARD TOGETHER COMMITTEE
NOW OR FORMERLY / _ _ - 7 Days 7y /
�' . / n ' DEED BOOK 2252, PAGE 911
HARNETT FORWARD TOGETHER COMMITTEE - + \7 - - ---' X ,' LOT No. 3
DEED BOOK 2252, PAGE 911 - -'- - - I "/ _ -178 + - - 174 ^ -�Y 169.4 \ y w w w BRIGHTWATER PHASE 1
LOT No. 5 _-+- _
BRIGHTWATER PHASE 1 r~ 169.4 -� \ , MAP BOOK 2012, PAGE 34
MAP BOOK 2012, PAGE 34 I s73 IP , 1 MAP BOOK 2010, PAGES 575 -576
MAP BOOK 2010, PAGES 575 -576 - -- / Ip _ _172 -- - - MAP BOOK 2010, PAGES 4135 --487
MAP BOOK 2010, PAGES 485 -487, Ip / 4 MAP BOOK 2010, PAGES 644 -645
PIN 0650 -79- 1646.000
MAP BOOK 2010, PAGES 644 -645
PIN 0650 -79- 1646.000 - Ip
PS
TIC 169.6
/ d -� TS ,/' `/' �,' ��� � _; % \•Ep ..0. t1 g-
+
t-7-.Days-
PS - - -- - - -- /
Aff '
/-
pF +
FIN. FL.' EL. 171.00' 168 --------- +
167 -_ _ PS / 7-Days
/ OU7 1 0 s
r /
//.INV. . p� + - 'yts
S
Phase 2; WALE Na._ 1
/ �Ih I
1. MAINTAIN ALL EXISTING EROSION CONTROL STRUCTURES PREVIOUSLY pg
CONSTRUCTED AS PART OF PHASE 1 (SHEET C400).
2. CONSTRUCT BUILDING FOUNDATION AND PAD. INSTALL STORM SEWER TO �`\ IP -'� f IP '' -' /'' + _ Days
INTERSECT RUNOFF DRAINING TO BUILDING PAD AND PAVED AREAS. / �` 175 IP - t6* " ~"
FINISHED CONTOURS ON `�` /`� , \7�' / _ - / /'� I /� / / •�� ' '
3. CONTINUE ROUGH GRADING AND UTILITY INSTALLATION. INSTALL INLET PROTECTION ADJOINING SITE BASED ON - -173 -- 172,1,'
AT LOCATIONS SHOWN ON THE PLANS. OBTAINED ENGINEERING PLANS
4. INSTALL RIPRAP APRONS ON PROPOSED STORMWATER PIPE OUTLETS AT TIME OF t ' 172 - -- — ------
PIPE INSTALLATIONS.
` 171.80 .:.,.:.; :.: I 7✓flays
5. COMPLETE FINAL GRADING OF GROUNDS, TOPSOIL CRITICAL AREAS, AND _ 171 X / i <
PERMANENTLY VEGETATE AND MULCH AS PROJECT DICTATES. OP rNo. 3
INV. OUT 162.0
6. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE INSPECTED WEEKLY /• —'-%' / '
General Notes
1. SEE. SHEET C404 FOR ALL EROSION
AND SEDIMENT CONTROL NOTES,
SPECIFICATIONS, MAINTENANCE AND
CONSTRUCTION SEQUENCE.
2. ANY SCALE, BERM, OR OTHER
FEATURE THAT CONCENTRATES
FLOW, PLUS ALL OTHER SLOPES
GREATER THAN 3:1 SHALL HAVE
GROUND COVER PROVIDED WITHIN 7
CALENDAR DAYS. SEE STABILIZATION
TIME FRAME CHART (NPDES
STORMWATER DISCHARGE PERMIT
FOR CONSTRUCTION ACTIVITIES
NCG01) ON SHEET C -404.
AND AFTER RAINFALL EVENTS. NEEDED REPAIRS SHALL BE MADE IMMEDIATELY. �� + + ```' ==' ` / IP •' # u' / /
` _.ts4 -- I I ' '`1 .' 3 ADDED '7 DAYS" HATCHING 0s/07/1z
� _ _- � - - � ` ° , ` i / Hq �o� ,' / `� 2 ADDED "7 DAYS" NOTE 0s /0/12
7. AFTER EACH PORTION OF THE SITE IS STABILIZED, REMOVE ALL TEMPORARY + + -16g - CaRN ,�
MEASURES AND INSTALL PERMANENT VEGETATION IN THAT PORTION OF THE SITE. + + ,/ -~ I 5pR Nry� 1 REVISED GRADING PLAN 0s 04 12
1- tss - rs' ,58 �'� / /•' #' UFFVR No. Revision/issue Date
8. INSTALL STORM WATER PIPING. + + + + + � - "� '. `' `_�` �:.-' ., OP3 ty • � ! O �� \
. ---- 7 Days_ •- \6 �, -'� 7 Days HIGH-SLOPE AREAS `' � �p6aeBBtiassridd��
�,' r s6 r vao C �1e
9. RELOCATE SURFACE WATER CONTROLS OR EROSION CONTROL MEASURES SO THAT 6�- _ \ _ =/> > su -, r (GREATER THAN 3:1) SHALL �m ��H ARp vo
` r �� -163 -- -r / / 1 \1 / r OaO 0��•E�•f,�•� J,
Ir
AS SITE CONDITIONS CHANGE, THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN _ _ \6S f , BE LINED WITH NORTH a �J l
ACCORDANCE WITH NCDENR -LQS STANDARDS. '� / '\�; ,``� ;AMERICAN GREEN %o (OR
1 co -- / / �' � EQUAL PRIOR TO SE a Slg at
CALENDAR DAYS FOLLOWING �� ' i `OP No. 4 i ' 1PERMANENT SEEDING AND 5O \ n OZ8
10. DISTURBED AREAS SHALL BE SEEDED WITHIN 14 CA_ l /
' f. � 'i1' ,> � r t;INV. OUT 162.0 i -_ /�%
COMPLETION OF GRADING (SEE TABLE SHEET C404)_ �e tsy` - - - SB2 /> / ��' \ �_�. ��STABILIZATION EFFORTS \ dBS °.�;NIIyE�;:•�' /7 bum
G b! \` -- - - - - -- t6' �' / / lt' -__ ,f fi' �� �'A �e
11. COVER ALL AREAS THAT WILL NOT BE WORKED FOR MORE THAN SEVEN DAYS WITH ` �'` ��' �I sKZ 1 / ;7- �/,'/ `�� °'sae�SdC a Date
E STRAW, WOOD FIBER MULCH, COMPOST, OR EQUIVALENT. COVER AREAS BEFORE cG `,�
MAJOR STORM EVENTS. �� �� - - / \ MAINTAIN SEDIMENT BASINS 1��
and 2 SHOWN ON SHEET C4
12. ESTIMATED TIME BEFORE FINAL STABILIZATION - 12 MONTHS. SWALE DD `\I ,y!.� UNTIL FINAL STABILIZATION
N0. 2 ��a \ _ _ ;`.,��� �; -,f� , / G47,V aA, Sr., FEI Inc.
,. _�
\ ` 1 I r I "' `\ >'y / CIVIL & ENVIRONMENTAL ENGINEERING
°1 `` .\` PS OP1 I'I �i / / NOW OR FORMERLY 46 WEST WASHINGTON STREET
t �� 1 I 1
nsw l'^ I I &o_ / HARNETT FORWARD TOGETHER COMMITTEE
m CONSTRUCTION SEQUENCE FOR CONVERTING THE SEDIMENT BASIN INTO A r , I I coars,NQIiiHCAROLINA 27521
I PERMANENT STORM WATER MANAGEMENT BASIN
1. AFTER COMPLETE STABILIZATION OF THE SITE AND APPROVAL FROM THE NCDENR
EROSION CONTROL INSPECTOR, REMOVE ALL EROSION CONTROL MEASURES,
DEWATER THE TEMPORARY SKIMMER TRAP AND CLEAN OUT THE ACCUMULATED
SEDIMENT.
2. FOLLOW ALL RECOMMENDATIONS OF THE OWNER'S ENGINEER FOR ALL BASIN
REPAIRS AND MAINTENANCE.
3. REMOVE SKIMMER AND BARREL PLATE. PLUG OR CAP SKIMMER CONNECTIONS ON
CONCRETE RISER.
4. GRADE THE BASIN TO FINAL GRADES INDICATED AND SEED PER SPECIFICATIONS.
5. INSTALL PLANTS PER DETAIL ON SHEET C601.
NO WETLANDS SHALL BE DISTURBED.
1 res _ _ `- J� • E t I i / / DEED BOOK 0-8
2252, PAGE 911 PHONE: M -897 -7070 FAX: [phone]
�\ MAP BOOK 2010, PAGE 575 Llcense No. C -2570 www.adaytomcom
- �— + ' MAP BOOK 2010, PAGE 485
OP5 PIN 0650 -79- 1646.000
s 1
MI, �- ��" I J . °`off HARNETT HEALTH
INVESTORS LLC
OP No. 1f
INV. OUT 162.0 \ y �•_ _ J i HARNETT COUNTY, NORTH CAROLINA
/ } Project Na: 173001 File Name: 173001 MAS
Designed By: CTC Jr. Draw' Sy AEB
Checked By: CiC Jr. Proj. Eng.. CTC
Sheet Title EROSION AND SEDIMENT
/ / — 1 `\ � ✓ / / � 1 ` � CONTROL PLAN PHASE 2
Sheet
/ NOW OR FORMERLY NOW OR FORMERLY ` NOW OR FORMERLY 1 Date JUNE 2012
HARNETT FORWARD TOGETHER COMMITTEE /� HARNETT FORWARD TOGETHER COMMITTEE HARNETT FORWARD TOGETHER COMMITTEE GRAPHIC SCALE: 1" = 40'
/ DEED BOOK 2252, PAGE 911 �� / DEED BOOK 2252, PAGE 911 DEED BOOK 2252, PAGE 911 ` Scale
/ MAP BOOK 2010, PAGE 575 �� I MAP BOOK 2010, PAGE 575 MAP BOOK 2010, PAGE 575 y C401
j MAP BOOK 2010, PAGE 485 MAP BOOK 2010, PAGE 485 MAP BOOK 2010, PAGE 485 0 20 40 80 120 AS NOTED
I S PIN 0650 -79-1646.000 / } PIN 0650 -79-- 1646.000 1 PIN 0650 -79- 1646.000 l /

TEMPORARY SEEDING SCHEDULE
SHOULDERS, SIDE DITCHES, SLOPES
DATE: TYPE: PLANTING RATES: TS
Aug 15 - May 1 Rye (grain) 200 lbs. /acre
May I -Aug 15 German Millet 40 lbs. /acre
Consult the Conservation Engineer or the Soil Conservation Service for additional information concerning other altemative for
vegetation of denuded areas.
Ground cover must be installed on exposed slopes within 7 days fallowing completion of any phase orgrading.
* Omit annual lespedeza when duration of temporary cover is not to extend beyond June.
* *Tempafaly - Reseed according to optimum season for desired permanent vegetation, Do not allow temporary cover to grow over
12" in height before mowing, otherwise fescue may be shaded out.
SEEDBED PREPARATION
1. Chisel compacted areas and spread topsoil 3" deep over adverse soil conditions, if available.
2. Rip the entire area to 6" depth.
3. Remove all loose rock, roots, and other obstructions leaving surface reasonably smooth and uniform.
4. Apply agricultural lime, fertilizer, and superphosphate uniformly and mix with soil (see below *).
5. Continue tillage unit a well- pulverized, firm, reasonably uniform seedbed is prepared 4" to 6" deep.
6. Seed on a freshly prepared seedbed and cover seed lightly with seeding equipment or cultipack alter seeding.
7. Mulch immediately alter seeding and anchor mulch.
S. Inspect all seeded areas and make necessary repairs or reseeding within the planting season, if possible. If stand
should be over 60% damaged reestablish following original lime, fertilizer and seeding rates.
9. Consult the Conservation Inspector on maintenance treatment and fertilization after permanent cover is established.
*Apply: Agricultural Limestone - 2 tons /acre or 3 tons /acre in clay soils.
Fertilizer- 750 lbs/acre (10- 20 -10)
Mulch - 2 tonslacre (small grain straw)
Anchor - asphalt emulsion at 450 gal.lacre is straw is not crimped in place.
PERMANENT SEEDING SCHEDULE
ALL AREAS UP TO SLOPES OF 3:I P r
DATE: TYPE: PLANTING RATES: J
Aug 15 -Nov I Tall Fescue 300 lbs. /acre
Nov 1 -Mar 1 Tall Fescue and 300 lbs. /acre
Abruzzi Rye 25 lbs. /acre
Mar 1 - Apr 15 Tall Fescue 300 lbs. /acre
Apr 15 - Aug 15 Hulled Common Benmudagmss 25 lbs. /acre
and Tall Fescue 200 Ibs.lacre
Slopes (3:1 to 2: t )
Mar 1 -Oct 1 Centipede Sod Full Coverage- Staked
-Olt
(Mar I -Oct 1) Tall Fescue 200 lbs. /acre
-OR-
(Mar 1 -Oct]) Hulled Common Bermudagrass 75 lbs. /acre
Consult the Conservation Engineer or the Soil Conservation Service for additional information concerning other
alternative for vegetation of denuded areas.
Permanent ground cover must be installed on al I disturbed areas within 15 working days or 90 calendar days
(whichever is shorter) following completion of construction or development,
* *Temporary - Reseed according to optimum season for desired permanent vegetation, Do not allow temporary
cover to grow over 12" in height before mowing, otherwise rescue may be shaded out.
SEEDBED PREPARATION
1. Chisel compacted areas and SPREAD TOPSOIL 3" DEEP.
2. Rip the entire area to 6" depth.
3. Remove all loose rock, roots, and other obstructions leaving surface reasonably smooth and uniform.
4. Apply agricultural lime, fertilizer, and superphosphate uniformly and mix with soil (see below *).
5. Continue tillage unit a well - pulverized, firm, reasonably uniform seedbed is prepared 4" to 6" deep.
6. Seed on a freshly prepared seedbed and cover seed lightly with seeding equipment or cultipack after
seeding.
7. Mulch immediately after seeding and anchor mulch.
B. Inspect all seeded areas and make necessary repairs or reseeding within the planting season, if
possible. If stand should be over 60% damaged reestablish following original lime, fertilizer and
seeding rates.
9. Consult the Conservation Inspector on maintenance treatment and fertilization after permanent cover
is established.
*Apply: Agricultural Limestone - 2 tonstacre or 3 tons /acre in clay soils.
Fertilizer- 1000lbs/acre
Superphosphate -500 lbs/acre (20 %)
Mulch - 2 tonsfacre (small grain straw)
Anchor - asphalt emulsion at 450 gal./acre
NATURAL
GROUND
E
4
6
N
NN
of
0
a71
a
NORTH AMERICAN GREEN
$150 OR EQUAL
I B I+ —
W NATURAL
GROUND
SWALE
M
y
B
W
FREE—
VELOCITY
TEMPORARY
ID
(FEET)
(FEET)
(FEET)
(FEET)
(FEET)
(fps)
NEEDED
I
A SEDIMENT PIT SHALL
SB2
SEE TABLE BELOW
BE DUG IN FRONT OF
SILT FENCE, ALONG
FILLED WITH SOIL AND
20'
NONE
1
3
0.25
3
17.50
0,50
1,26
(GRASS MIX)
STORAGE CAPACITY.
ONE PIECE. IF MATERIAL DOES NOT EXTEND FULL
ATTACHING TWO SILT
FENCES
LENGTH OF SPILLWAY,
LAP UPPER PIECE OVER LOWER
NONE
2
3
1.25
6
12.50
0.40
___l
1.04
( MIX)
NOTE:
REFER TO THE EROSION CONTROL FABRIC INSTALLATION
(TEMPORARY LINER) DETAIL THIS SHEET. MATTING SHALL BE
NORTH AMERICAN GREEN LINER LISTED OR EQUAL
TYPICAL SWALE
NOT TO SCALE
SW
C. Overlap- -Bury upper end of lower
strip as in 'A' and 'B'. Overlap
and of top strip 4 inches and
staple.
D. Erosion stop -- -Fold of lining buried
in slit trench and tamped, double
row or staples.
B. Tamp the trench full of soil.
Secure with row of staples, 10 inch
spacing, 4 inches down from the
trench.
1, +
�✓ �4, ywW
yr y'
O
_rgig 211
6tl V101
I d �OI
'i► �� 8
Typical Slrow with (Jet Lining Detail
OI
0 It
�f°
s°
A. Bury the top end of the strips
in a trench 4 inches or more in
depth.
' _BAFFLE (TYP.)
OUTLET STRUCTURE
SEE DETAIL SHEET C501 -
SKIMMER
-f. __.._ SKIMMEf� - -- ________
IRSTI CH BER - ... �...� ... _^...�...
\moo '� I SEC0NQ _ 4
��,. CHAMBER 4
`�' FIRST CHAM ER
SECOND
\ CHAMBER
EMERGENCY
SPILLWAY
•EMERG N Y
;
SPILLWAY —— ~~`�`1 � `••' '�i /�\`�� ���I ~t ��
i
;" DS HC ARGE -. PIPE',',
.'SEE DETAIL
�SHEET 0501
PLAN VIEW
3
�1
EROSION CONTROL FABRIC SWALE INSTALLATION (TEMPORARY LINER)
NOT TO SCALE
SW
ANCHOR TOP
EDGE IN TRENCH
Q
N
SPACING OF POSTS
TO BE 8 FEET MAX APART
FILTER FABRIC
MATERIAL SECURELY
FASTENED TO THE
POSTS AND THE WIRE
MESH
STEEL POST
1.33 IB /LF
5' MIN LENGTH
24 INCHES
(MIN)
FILTER FABRIC
MATERIAL
FOR ADDITIONAL
STRENGTH FILTER
FABRIC MATERIAL
SHALL BE ATTACHED
TO A 6 -INCH (MAX)
MESH WIRE SCREEN
WHICH HAS BEEN
FASTENED TO THE
POSTS
DIRECTION OF RUNOFF WATERS
APPROXIMATE DRIVE BOTH
4-INCH BY POSTS ABOUT 10
8 -INCH DEEP I J��o -" INCHES INTO THE
TRENCH - GROUND AND
BURY FLAP
CONSTRUCTION OF A SILT FENCE
NOT TO SCALE
SF
ALL EROSION AND SEDIMENTATION CONTROL STRUCTURES SHALL BE CONSTRUCTED AND
MAINTAINED PER THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL (LATEST EDITION)
FFN 1006
•
LAMINATED
PLASTIC OR
ANCHOR EDGES
IN TRENCH
SECOND
IMPERMEABLE GEOTEXTILE
KNIFE ALONG THE
SIZE
FABRIC
I
S�D�M
WIDTH
CKFILLED TRENCH
�O
3
f€
I
A SEDIMENT PIT SHALL
SB2
SEE TABLE BELOW
BE DUG IN FRONT OF
SILT FENCE, ALONG
FILLED WITH SOIL AND
20'
CROSS
%\
--
NOTE:
ENTIRE LENGTH AS
FEASIBLE TO INCREASE
EXTEND FROM SIDE TO SIDE IN
STORAGE CAPACITY.
ONE PIECE. IF MATERIAL DOES NOT EXTEND FULL
ATTACHING TWO SILT
FENCES
LENGTH OF SPILLWAY,
LAP UPPER PIECE OVER LOWER
APPROXIMATELY 12
PIECE, SECURING EDGE
OF LOWER PIECE WITH STAPLES.
INCHES OF FILTER
2'--0"
PLACE THE END
FABRIC MATERIAL
POST OF THE
MUST EXTEND INTO
SECOND FENCE
A TRENCH AND BE
ter-
INSIDE THE END
ANCHORED WITH
---��
POST OF THE
COMPACTED
FIRST FENCE
BACKFILL MATERIAL
/
ROTATE BOTH
POSTS AT LEAST
180 DEGREES IN
RUNOFF
�' --
A CLOCKWISE
DIRECTION TO
CREATE A TIGHT
SEAL WITH THE
\/
FABRIC MATERIAL
DIRECTION OF RUNOFF WATERS
APPROXIMATE DRIVE BOTH
4-INCH BY POSTS ABOUT 10
8 -INCH DEEP I J��o -" INCHES INTO THE
TRENCH - GROUND AND
BURY FLAP
CONSTRUCTION OF A SILT FENCE
NOT TO SCALE
SF
ALL EROSION AND SEDIMENTATION CONTROL STRUCTURES SHALL BE CONSTRUCTED AND
MAINTAINED PER THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL (LATEST EDITION)
FFN 1006
•
EXTRA POST IN MIDDLE
"HOG WIRE ATTACHED-J/ OF OPENING
TO POSTS WITH LENGTHS
OF WIRE
HORIZONTAL METAL POST
WIRED SECURELY TO VERTICAL
POSTS
BAFFLE INSTALLATION - STEP 1
l
LONGITUDINAL SECTION THRU SPILLWAY
FABRIC CUT AND FOLDED
OVER THE TOP
HORIZONTAL WIRE-7
CUT 6" SLITS IN THE
LAMINATED
PLASTIC OR
ANCHOR EDGES
IN TRENCH
SECOND
IMPERMEABLE GEOTEXTILE
KNIFE ALONG THE
SIZE
FABRIC
I
I-
WIDTH
WIDTH
\
3
f€
I
BOTTOM OF BAFFLE IN
SB2
SEE TABLE BELOW
1 1/4-
FILLED WITH SOIL AND
20'
CROSS
SECTION THRU SPILLWAY
--
NOTE:
LINING MATERIAL MUST
EXTEND FROM SIDE TO SIDE IN
ONE PIECE. IF MATERIAL DOES NOT EXTEND FULL
LENGTH OF SPILLWAY,
LAP UPPER PIECE OVER LOWER
PIECE, SECURING EDGE
OF LOWER PIECE WITH STAPLES.
4' -6"
2'--0"
BERM BEYOND
3
3
10
Q1
EXTRA POST IN MIDDLE
"HOG WIRE ATTACHED-J/ OF OPENING
TO POSTS WITH LENGTHS
OF WIRE
HORIZONTAL METAL POST
WIRED SECURELY TO VERTICAL
POSTS
BAFFLE INSTALLATION - STEP 1
l
LONGITUDINAL SECTION THRU SPILLWAY
FABRIC CUT AND FOLDED
OVER THE TOP
HORIZONTAL WIRE-7
CUT 6" SLITS IN THE
SKIMMER
ORIFICE
FENCE FABRIC WITH A
SECOND
SPILLWAY
KNIFE ALONG THE
SIZE
BOTTOM WIRE IN
CHAMBER
EVERY OTHER SQUARE
WIDTH
OF THE HOG WIRE
\
HORIZONTALLY AND
30'
VERTICALLY
BOTTOM OF BAFFLE IN
SB2
TRENCH AND TRENCH
1 1/4-
FILLED WITH SOIL AND
20'
COMPACTED
EXISTING
GROUND
BASIN
SKIMMER
ORIFICE
FIRST
SECOND
SPILLWAY
ID
SIZE
DIAMETER
CHAMBER
CHAMBER
WIDTH
SB1
2"
1 1/4"
30'
20'
6.5'
SB2
2"
1 1/4-
24
20'
7'
TOP OF BAFFLE SHOULD
BE 6" HIGHER THAN THE
BOTTOM OF THE SPILLWAY
AND 1' LOWER THAN THE
TOP OF THE BERM
BAFFLE INSTALLATION - STEP 2
sB SEDIMENT BASIN
NOT TO SCALE
SEE ALSO SECTIONS SHEET 501
ARM ASSEMBL
"C" ENCLOSURE
ATER ENTRY
UNIT
PERSPECTIVE VIEW
PVC
CAP \END PVC ELBOW
alm■ -t'1<
PVC SCHEDULE
VENT D PVC
PIPE
PIPE
SCHEDULE
40 PVC
FLEXIBLE PIPE
HOSE\
e
BOT
FRONT VIEW
TEE PLATE
STANDARD BASIN SKIMMER DETAIL
NOT TO SCALE
SK
M
FENCE AND FABRIC
BURIED IN TRENCH-
FABRIC FOLDED
OVER HORIZONTAL
TOP WIRE
a
a
6 "x6" TRENCH,
BACKFILLED AND m N
COMPACTED >a
s
a
>o
SECTION AT BAFFLE
FINAL DRAWINGS
FOR REVIEW ONLY
NOT FOR CONSTRUCTION
C
Ld
d
J
' [J
IN
L
rn
I�
a
a
0
Z
R.
0
U
W
m
0
0
Z
m
c�
Z
m
r
a.1
d
t`n
\ END
/
CAP
PVC TEE
PVC PIPE 1/2"
HOLES IN
UNDERSIDE
alm■ -t'1<
PVC SCHEDULE
VENT D PVC
PIPE
PIPE
SCHEDULE
40 PVC
FLEXIBLE PIPE
HOSE\
e
BOT
FRONT VIEW
TEE PLATE
STANDARD BASIN SKIMMER DETAIL
NOT TO SCALE
SK
M
FENCE AND FABRIC
BURIED IN TRENCH-
FABRIC FOLDED
OVER HORIZONTAL
TOP WIRE
a
a
6 "x6" TRENCH,
BACKFILLED AND m N
COMPACTED >a
s
a
>o
SECTION AT BAFFLE
FINAL DRAWINGS
FOR REVIEW ONLY
NOT FOR CONSTRUCTION
C
Ld
d
J
' [J
IN
L
rn
I�
a
a
0
Z
R.
0
U
W
m
0
0
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m
c�
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MIN. 12' 5 WASHED STONE �CLASS 'A' STORE
UPSTREAM SIDE --\
W A
2�
IAM.
.rte CENTER
FILTER FABRIC
SECTION A - A
A L- THE DISTANCE =H THAT POINTS B
A AND B ARE OF EQUAL ELEVATION
NOTES:
(1) STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TO
KEEP WATER FROM CUTTING AROUND THE DANE.
(2) STONE CHECK DAMS SHOULD BE SPACED IN A CHANNEL
SO THAT THE CREST OF THE DOWNSTREAM DAM IS AT THE
SAME ELEVATION OF THE TOE OF UPSTREAM DAM.
ROCK CHECK DAM DETAIL
NOT TO SCALE
CD
2'
COMPACTED FILL N FLOW
—>`1 41r
L °2 -II
' I I
DIVERSION DITCH DETAIL
NOT TO SCALE
DD
ALL EROSION AND SEDIMENTATION CONTROL STRUCTURES
SHALL BE CONSTRUCTED AND MAINTAINED PER THE —
NORTH CAROLINA EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL (LATEST EDITION)
NORTH
AMERICAN
GREEN
EROSION CONTROL Products
Guaranteed SOLUTIONS
14649 HIGHWAY 41 NORTH
EVANSVILLE, IN 47725
800- 772 -2040
www.nogreen.com
SLOPE INSTALLATION
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP's), INCLUDING ANY NECESSARY APPLICATION
OF LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL —O —SEED DO NOT SEED PREPARED AREA. CELL —O —SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECP's IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH
WITH APPROXIMATELY 12" (30cm) OF RECP's EXTENDED BEYOND THE UP —SLOPE PORTION OF THE TRENCH. ANCHOR THE
RECP's WITH A ROW OF STAPLES /STAKES APPROXIMATELY 12" (30 CM) APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30 CM)
PORTION OF RECP's BACK OVER SEED AND COMPACTED SOIL. SECURE RECP's OVER COMPACTED SOIL WITH A ROW OF
STAPLES /STAKES SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THE WIDTH OF THE RECP's.
3. ROLL THE RECP's (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. RECP's WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL RECP's MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES /STAKES
IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM"' , STAPLES /STAKES
SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL RECP's MUST BE STAPLED WITH APPROXIMATELY 2" — 5" (5 CM — 12.5 CM) OVERLAP DEPENDING
ON RECP's TYPE.
5. CONSECUTIVE RECP's SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE
3" (7.5 CM) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30 CM) APART ACROSS ENTIRE
RECP's WIDTH.
NOTE:
*IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15 CM) MAY BE NECESSARY TO
PROPERLY SECURE THE RECP's.
EROSION MATTING SLOPE DETAIL
NOT TO SCALE
S
TOP OF
MUST BE
ABOVE TI
THE WAS
FILTER FABRIC,
STEEL FENCE POST u AND HARDWARE
SET MAX 2' APART I CLOTH IN TRENCH
FRONT VIEW MIN. 18" INTO SOLID
GROUND I
CONSTRUCTION SPECIFICATIONS
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE
ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED
AT LEAST 2 INCHES BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST
THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT
AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS.
IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT
ROWS BY PLACING 2 X 4 WOOD STUDS THROUGH
BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE
WIRE MESH WITH 1/2 --INCH OPENINGS OVER ALL
BLOCK OPENINGS TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 3/4— TO 1/2 —INCH IN
DIAMETER, PLACED 2 INCHES BELOW THE TOP
OF THE 13LOCK ON A 2:1 SLOPE OR FLATTER AND
SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED
STONE IS RECOMMENDED.
Ift7I.jI21 ElIkq [e]
CONCRETE BLOCK
-- R-
2:1 SLOPE, GRAVEL FILTER
EXCAVATED SEDIMENT STORAGE PIT TO BE
CLEANED AFTER EVERY RAIN OVER 0.5 INCHES
AND A MINIMUM OF ONCE A WEEK OR IF IT
REACHES 75% FULL.
SEDIMENT PIT
1800 CF MIN.
NOTES:
1. REMOVE SEDIMENT WHEN HALF OF STONE OUTLET IS COVERED.
2. REPLACE STONE AS NEEDED TO ENSURE DEWATERING.
SILT FENCE OUTLET
NOT TO SCALE
SFO
SPECIFIC, APPLICA710N: THIS METHOD OF INLET PROTECTION IS
APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA
(SLOPES NO GREATER THAN 5 %) WHERE SHEET OR OVERLAND
FLOWS (NOT EXCEEDING 0.5 CFS) ARE TYPICAL. THE METHOD
SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS,
SUCH AS IN STREET OR HIGHWAY MEDIANS.
DROP INLET
WITH GRATE;
STEEL FU
WIRE FEN(
HARDWARE
POST
LTER OF #57
AZHED STONE
3' FILTER FABRIC
N ON GROUND
ce o
IuI �
BURY WIRE FE CE
AND HARDWARE CLOTH
11
SECTION VIEW
BURY 6" OF UPPER EDGE OF
FILTER FABRIC IN TRENCH
La
A Da W
OUTLET PIPE
PLAN
OUTLET PIPE STONE LINING
CLASSIFICATION
SECTION
LNon—woven Geotextile
NOTE: Fabric
REFER TO THE EROSION AND
SEDIMENT CONTROL PLANNING
AND DESIGN MANUAL FOR SEE TABLE ABOVE FOR OUTLET
ADDITIONAL SPECIFICATIONS PROTECTION APRON DIMENSIONS.
WHEN PIPING TO FLAT AREAS
OR CHANNELS.
RIP RAP APRON ID
Do
La
W
RIP RAP
OP1
18"
10'
12'
NCDOT CLASS A
OP2
18"
10'
12'
NCDOT CLASS A
OP3
24"
10'
13'
NCDOT CLASS A
OP4
18"
10'
12'
NCDOT CLASS A
OP5
24"
12'
15'
NCDOT CLASS B
OUTLET PROTECTION
NOT TO SCALE
WIRE SCREEN DP
TEMPORARY SEDIMENT STAKES FILTERED WATER
POOL DEWATERING SILT FENCE FABRIC
- -- �' ------ - - - -__ � DRAWINGS
T NCDOT#57 STONE FINAL NAL
1
SEDIMENT ...
1' MIN. °� - C- 16
" 1. FOR REVIEW ONLY
ITTTIT 2' MAX. 1.
Vy._000 ,04 ---� 1 RUNOFF WATER y, NOT FOR CONSTRUCTION
III= II WITH SEDIMENT STORMEDRAIND -B
I - - =1 I 1 =1 I MI I I- , _ _ -= _ _= OVERFLOW
I -1 I I_I I III I =1 11 =1 11 -I 11=111=111=1 I I = ,- DROP INLET -
1I -I 11 -I 11 -I 11 -I I I -I 11= ' I- III ^I 1 11-1 I =I I -I I= I I WITH GRATE
-I.1= I I -I 11 -I � I -III. -1 i l-
11-1 111 II I Ivl I1 - ., <Ti ITN TI 11_11 i, ° 1/3 PIPE
SEDIMENT —1 I I —III11_1
_
I I ITT 1 I BURIED SEDIMENT FENCE FAE3RIC — D r D ° DIAMETER
No. Revisionlissue Dat
0
= 1— i =f 1 I— 1 3 —I 1L-
BLOCK AND GRAVEL INLET PROTECTION I , "— "'- ITITITI- — " 1111 _'I -' —,I= '.����y
NOT TO SCALE L - -- ----- - - - - -- 3/4' EXTERIOR 1 �N' I
//J PLYWOOD �.�'
S Signature
�L3bB EAL
PLYWOOD INLET PROTECTION 01 02MO
8" Thtck (min.) 2 to 3 -Inch
type stone (Recommend NCI:
#3 OR #4 Stone)
I50' min.
HUMP TO DIVERT RUNOFF
FROM PAVED ROAD
2 to 3 -inch ballast type /
stone (Recommend NCDOT `J
#3 or #4 Stone) 6" EXISTING PAVEMENT
_r'
8„
j-- 413" —I
50' min.
ELEVATION
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
NOT TO SCALE
CE
WASHED STONE FIL
ACROSS PIPE INLE'
iTREAM END OF
)RM DRAIN
HARDWARE
° 1/3 PIPE
r D DIAMETER
i> ° D IL °
D �, i
U U u
STONE FILTER INLET PROTECTION
NOTE:
ALL PARTIALLY COMPLETED STORM DRAINS SHALL BE
PROTECTED AT THE END OF EACH DAY IN ACCORDANCE
WITH THESE DETAILS.
STANDARD PIPE INLET PROTECTION (PLYWOOD & STONES
NOT TO SCALE
S
E
.w
0

EROSION AND SEDIMENT CONTROL NOTES:
1. DISTURBED ACREAGE: 5.5 ACRES. GENERAL CONTRACTOR IS RESPONSIBLE FOR
OBTAINING EROSION AND SEDIMENT CONTROL PLAN REVISION APPROVAL FOR ANY
ADDITIONAL DISTURBED AREA IN EXCESS OF THIS AMOUNT AT NO ADDITIONAL
COST TO THE OWNER.
2. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL EROSION
AND SEDIMENT CONTROL STRUCTURES DURING CONSTRUCTION.
3. ADDITIONAL GRAVEL CONSTRUCTION ENTRANCES MAY BE INSTALLED AS NEEDED
PROVIDED PRIOR WRITTEN APPROVAL IS GIVEN BY THE ENGINEER.
4. UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND
SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED AND MAINTAINED IN
ACCORDANCE WITH THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE
NORTH CAROLINA EROSION AND SEDIMENT CONTROL HANDBOOK.
5. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL TO BE PLACED PRIOR TO
CLEARING AND /OR LAND DISTURBANCE AS PROJECT PHASING DICTATES.
6. EROSION CONTROL MEASURES SHOWN ON APPROVED PLANS ARE SITE SPECIFIC
AND ARE DESIGNED TO PREVENT SOIL EROSION AND TO PREVENT SEDIMENT FROM
LEAVING THE SITE. HOWEVER, EROSION CONTROL DESIGN IS PERFORMANCE
BASED. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL
EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
SEDIMENTATION AS DETERMINED BY EITHER NCDENR OR THE ENGINEER.
7. ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL
MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE
DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
8. CONTRACTOR STAGING AREA(S) SHALL BE RETURNED TO ORIGINAL CONDITION AT
THE COMPLETION OF ALL WORK.
9. DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED
FILTERING DEVICE PRIOR TO DISCHARGE TO THE RECEIVING OUTLET.
10. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES
PERIODICALLY AND AFTER EACH RUNOFF - PRODUCING EVENT. ANY NECESSARY
REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION
CONTROL DEVICES SHALL BE MADE IMMEDIATELY. RECORDS OF THESE
INSPECTIONS ARE TO BE MAINTAINED AND MADE AVAILABLE FOR INSPECTION BY
NCDENR, THE OWNER, AND ENGINEER ONSITE AT ALL TIMES,
11. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED BY THE
CONTRACTOR ONCE STABILIZATION OR A SUFFICIENT GROUND COVER HAS BEEN
ESTABLISHED OR AS DIRECTED BY THE ENGINEER. NCDENR'S FINAL APPROVAL IS
REQUIRED.
12. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE SHALL BE REQUIRED AT ALL
CONSTRUCTION STAGING AREA ENTRANCES AND ALL CONSTRUCTION ACCESS
LOCATIONS INTO NON -PAVED AREA.
13. ALL EXCESS EARTHWORK, CLASSIFIED AS SUITABLE FILL MATERIAL OR TOPSOIL,
SHALL REMAIN AND BE STORED ONSITE AT A LOCATION DESIGNATED BY THE
ENGINEER OR OWNER, UNLESS DIRECTED OTHERWISE BY THE ENGINEER OR
OWNER. THIS EXCESS SOIL SHALL BE STOCKPILED WITHIN THE APPROVED
DISTURBANCE AREA AND ADEQUATELY PROTECTED FOR EROSION AND SEDIMENT
CONTROL,
14. DISTURBED AREAS LEFT INACTIVE BETWEEN ANY PHASE OR GRADING SHALL BE
STABILIZED PER TABLE THIS SHEET,
CONSTRUCTION SCHEDULE
Phase 1:
1. OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS.
2. FLAG THE WORK LIMITS.
3. HOLD PRECONSTRUCTION MEETING AT LEAST ONE WEEK PRIOR TO STARTING
CONSTRUCTION.
4. INSTALL THE TEMPORARY GRAVEL CONSTRUCTION ENTRANCES AS THE FIRST
CONSTRUCTION ACTIVITY. INSTALL SEDIMENT FENCE AND DIVERSION BERMS AS
DICTATED ON THE PROJECT DRAWINGS. ONLY DISTURB AREAS NECESSARY FOR
INSTALLATION OF PERIMETER DIVERSIONS, VEGETATE DISTURBED AREAS.
5. INSTALL TEMPORARY SEDIMENT TRAPS AT LOCATIONS SHOWN ON THE PLANS.
6. CLEAR VEGETATION AS IDENTIFIED FROM THE ENTIRE WORK AREA. REMOVE
TOPSOIL FROM AREA OF EXCAVATION AND STOCKPILE FOR USE DURING FINAL
STABILIZATION.
7. ROUGH GRADE SITE TO FACILITATE DRAINAGE INTO THE PROPER E8£S
STRUCTURES, FINISH THE SLOPES ON AND AROUND THE PROPOSED ROAD AND
STRUCTURES AS SOON AS ROUGH GRADING IS COMPLETE. LEAVE THE SURFACE
SLIGHTLY ROUGHENED AND VEGETATE WITH TEMPORARY SEED MIX AND MULCH
IMMEDIATELY.
8. DO NOT PROCEED WITH SITE DEVELOPMENT (SHEET C401) UNTIL ALL PERIMETER
EROSION CONTROL MEASURES HAVE BEEN APPROVED BY ENGINEER AND LOCAL
NCDENR LAND QUALITY INSPECTOR.
Phase 2:
9. MAINTAIN ALL EXISTING EROSION CONTROL STRUCTURES [PREVIOUSLY
CONSTRUCTED AS PART OF PHASE 1 (SHEET C400).
10. CONSTRUCT BUILDING FOUNDATION AND PAD, INSTALL STORM SEWER TO
INTERSECT RUNOFF DRAINING TO BUILDING PAD AND PAVED AREAS.
11. CONTINUE ROUGH GRADING AND UTILITY INSTALLATION
INSTALL INLET
PROTECTION AT LOCATIONS SHOWN ON THE PLANS.
12. INSTALL RIPRAP APRONS ON PROPOSED STORMWATER PIPE OUTLETS AT TIME OF
PIPE INSTALLATIONS.
13. COMPLETE FINAL GRADING OF GROUNDS, TOPSOIL CRITICAL AREAS, AND
PERMANENTLY VEGETATE AND MULCH AS PROJECT DICTATES.
14. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE INSPECTED WEEKLY
AND AFTER RAINFALL EVENTS. NEEDED REPAIRS SHALL BE MADE IMMEDIATELY.
15. AFTER EACH PORTION OF THE SITE 1S STABILIZED, REMOVE ALL TEMPORARY
MEASURES AND INSTALL PERMANENT VEGETATION IN THAT PORTION OF THE SITE.
16. INSTALL STORM WATER PIPING.
17. RELOCATE SURFACE WATER CONTROLS OR EROSION CONTROL MEASURES SO
THAT AS SITE CONDITIONS CHANGE, THE EROSION AND SEDIMENT CONTROL IS
ALWAYS IN ACCORDANCE WITH NCDENR -LQS STANDARDS.
18. DISTURBED AREAS SHALL BE SEEDED WITHIN 14 CALENDAR DAYS FOLLOWING
COMPLETION OF GRADING (SEE TABLE THIS SHEET).
19. COVER ALL AREAS THAT WILL NOT BE WORKED FOR MORE THAN SEVEN DAYS WITH
STRAW, WOOD FIBER MULCH, COMPOST, OR EQUIVALENT. COVER AREAS BEFORE
MAJOR STORM EVENTS.
20. ESTIMATED TIME BEFORE FINAL STABILIZATION -12 MONTHS.
E &S CONTROL MAINTENANCE PLAN
1. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CHECKED FOR
STABILITY AND OPERATION FOLLOWING EVERY RUNOFF - PRODUCING RAINFALL BUT
IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS WILL BE MADE
IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
2. SEDIMENT SHALL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT
BECOMES ABOUT 0.5 FT DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE
REPAIRED AS NECESSARY TO MAINTAIN A BARRIER.
3. SEDIMENT SHALL BE REMOVED FROM THE SEDIMENT BASINS AND BLOCK AND
GRAVEL INLET PROTECTION DEVICE WHEN STORAGE CAPACITY HAS BEEN
APPROXIMATELY 50% FILLED. GRAVEL SHALL BE CLEANED OR REPLACED WHEN
THE SEDIMENT POOL NO LONGER DRAINS PROPERLY.
4. INSPECT ALL INLET PROTECTION STRUCTURES AFTER EACH RAINFALL. ANY
NEEDED REPAIRS SHALL BE MADE IMMEDIATELY IN ORDER TO MAINTAIN
OPERATION OF THE STRUCTURE AS DESIGNED. REMOVE SEDIMENT AS
NECESSARY IN ORDER TO PROVIDE ADEQUATE STORAGE VOLUME FOR
SUBSEQUENT RAINS.
5. THE GRASS LINED SWALES WILL BE CLEANED OF SEDIMENT AS NEEDED WHEN THE
SEDIMENT ACCUMULATION REACHES A DEPTH OF APPROXIMATE 0.5 FT DEEP. ALL
EROSION SHALL BE REPAIRED AS NECESSARY IN ORDER TO MAINTAIN AN
OPERABLE DIVERSION CHANNEL.
6. ALL SEEDED AREAS SHALL BE FERTILIZED, RESEEDED AS NECESSARY, AND
MULCHED ACCORDING TO SPECIFICATIONS IN THE VEGETATIVE PLAN IN ORDER TO
MAINTAIN A VIGOROUS, DENSE VEGETATIVE COVER,
7. MAINTENANCE PROCEDURES SPECIFIED IN THE NORTH CAROLINA EROSION AND
SEDIMENTATION CONTROL PLANNING AND DESIGN MANUAL SHALL BE FOLLOWED
FOR ALL STRUCTURES.
CONSTRUCTION SEQUENCE FOR CONVERTING THE SEDIMENT BASIN
INTO A PERMANENT STORM WATER MANAGEMENT BASIN
1. AFTER COMPLETE STABILIZATION OF THE SITE AND APPROVAL FROM THE NCDENR
EROSION CONTROL INSPECTOR, REMOVE ALL EROSION CONTROL MEASURES,
DEWATER THE TEMPORARY SKIMMER TRAP AND CLEAN OUTTHE ACCUMULATED
SEDIMENT.
2, FOLLOW ALL RECOMMENDATIONS OF THE OWNER'S ENGINEER FOR ALL BASIN
REPAIRS AND MAINTENANCE.
3. REMOVE SKIMMER AND BARREL PLATE. PLUG OR CAP SKIMMER CONNECTIONS ON
CONCRETE RISER.
4. GRADE THE BASIN TO FINAL GRADES INDICATED AND SEED PER SPECIFICATIONS.
5. INSTALL PLANTS PER DETAIL ON SHEET C601.
CONSTRUCTION SPECIFICATIONS
(THE FOLLOWING SPECIFICATIONS ARE FOR GENERAL COMPLIANCE. UPON BIDDING THE
PROJECT FOR CONSTRUCTION, THE TECHNICAL SPECIFICATIONS ISSUED AS PART OF
THE CONTRACT DOCUMENTS WILL GOVERN.)
A. SEDIMENT FENCE MATERIALS
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS
OR POLYESTER, WHICH IS CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS
CONFORMING TO THE REQUIREMENTS IN ASTM D 6461 (SHOWN IN PART IN TABLE
6.628 IN THE SPECIFICATIONS). SYNTHETIC FILTER FABRIC SHOULD CONTAIN
ULTRAVIOLET RAY INHIBITORS AND STABILIZERS IN ORDER 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 1.33 LB /LINEAR FT STEEL WITH A
MINIMUM LENGTH OF 5 FEET, MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS
TO FACILITATE FASTENING THE FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE
WITH A MINIMUM 14 GAUGE AND A MAXIMUM MESH SPACING OF 6 INCHES.
CONSTRUCTION
1. 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 24 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 4 FEET MINIMUM
OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED
SECURELY TO THE UP SLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH
SUPPORT TO THE BOTTOM OF THE TRENCH, FASTEN THE WIRE REINFORCEMENT,
CULVERT CAPACITY CALCULATION SHEET - 25vr STORM
64FOE!N�nORDIILIERTAL n, ,Sr, P.E. Inc.
RurixltEERlttO
I
CULVERT CAPACITY
CALCULATION SHEET
25- C Storm
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162.00
DI5
CB2
0.20
5.00
25
8.63
0.92
1.59
0.71%
9.45
1
15
4.42
99
169.60
166.40
165.70
DI6
D17
0.19
5.00
25
8.63
0.61
1.00
0.87%
7.64
1
15
4.90
46
169.50
166.50
166.10
D17
CB2
0.27
5.00
25
8.63
0.83
2.93
0.34%
13.61
1
15
3.09
58
169.50
165.90
165.70
CB2
Oul]eE
0.14
5.00
25
8.63
0.95
5.67
0.50%
16.25
1
18
4.20
100
169.00
165.50
165.00
Fire Road Culvert
0.39
5.00
25
8.63
0.59
7.66
1.29%
15.23
1
24
8.16
136
NIA
163.75
162.00
DIB
D19
0.14
5.00
25
8.63
0.85
1.03
0.51%
8.52
1
15
3.76
39
169.50
166.50
166.30
D19
D111
0.13
5,00
25
8.63
0.77
1.89
0.56%
10.55
1
15
3.92
36
169.50
166.10
165.90
D110
D111
0.11
5.00
25
8.63
0.79
0.75
1.87%
5.94
1
15
7.20
32
169.50
166.50
165.90
.......... .
DIi 1
D112
0.11
5.00
25
8.63
1 0.76
3.36
0.38%
14.03
1
18
3.68
78
169.50
163.70
163.40
D112
I Outlet
0.16
5.00
25
8.63
1 0.82
4.49
3.33%
10.44
1
18
10.84
36
170.00
163.20
162.00
HEN FABRIC ON THE UP SLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP
TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS AT MAXIMUM OF B
FEET APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND
A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE
WIRE MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO
POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE
STRENGTH,
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG
THE PROPOSED LINE OF POSTS AND UP SLOPE FROM THE BARRIER (FIGURE 6,62A).
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH COMPACTED SOIL PLACED OVER THE FILTER FABRIC.
THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE
PERFORMANCE.
10, DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
SEDIMENT FENCE INSTALLATION USING THE SLICING METHOD
INSTEAD OF EXCAVATING A TRENCH, PLACING FABRIC AND THEN BACKFILLING
TRENCH, SEDIMENT FENCE MAY BE INSTALLED USING SPECIALLY DESIGNED
EQUIPMENT THAT INSERTS THE FABRIC INTO A CUT SLICED IN THE GROUND WITH A
DISC.
INSTALLATION SPECIFICATIONS
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE
MIDDLE OF THE FENCE. CHECK WITH A LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON
STANDARD APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND
AS CLOSE AS POSSIBLE TO THE FABRIC, ENABLING POSTS TO SUPPORT THE
FABRIC FROM UPSTREAM WATER PRESSURE.
4. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE
TOP 8 INCHES OF THE FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES
THROUGH THE FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY
APART. EACH TIE SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN
TIGHTENED TO PREVENT SAGGING.
6. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND
SECURE WITH 3 TIES.
7. NO MORE THAN 24 INCHES OF A 36 -INCH FABRIC IS ALLOWED ABOVE GROUND
LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS
BEFORE COMPACTION.
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE
SOIL IMMEDIATELY NEXT TO THE SILT FENCE FABRIC WITH THE FRONT WHEEL OF
THE TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POUNDS PER
SQUARE INCH. COMPACT THE UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE
FOR A TOTAL OF 4 TRIPS.
B. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER
OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL (NCDOT #3 OR #4 STONE) 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 GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE
FOUNDATION.
C. TEMPORARY SEDIMENT BASIN
SPECIFICATIONS
1. SITE PREPARATIONS - CLEAR, GRUB, AND STRIP TOPSOIL FROM AREAS UNDER THE
EMBANKMENT TO REMOVE TREES, VEGETATION, ROOTS, AND OTHER
OBJECTIONABLE MATERIAL. DELAY CLEARING THE POOL AREA UNTIL THE DAM IS
COMPLETE AND THEN REMOVE BRUSH, TREES, AND OTHER OBJECTIONABLE
MATERIALS TO FACILITATE SEDIMENT CLEANOUT. STOCKPILE ALL TOPSOIL OR SOIL
CONTAINING ORGANIC MATTER FOR USE ON THE OUTER SHELL OF THE
EMBANKMENT TO FACILITATE VEGETATIVE ESTABLISHMENT. PLACE TEMPORARY
SEDIMENT CONTROL MEASURES BELOW THE BASIN AS NEEDED.
2. CUT -OFF TRENCH - EXCAVATE A CUT -OFF TRENCH ALONG THE CENTER LINE OF
THE EARTH FILL EMBANKMENT. CUT THE TRENCH TO STABLE SOIL MATERIAL, BUT
IN NO CASE MAKE IT LESS THAN 2 FEET DEEP. THE CUT -OFF TRENCH MUST EXTEND
INTO BOTH ABUTMENTS TO AT LEAST THE ELEVATION OF THE RISER CREST, OR
THE SPILLWAY CREST IF THERE IS NO RISER. MAKE THE MINIMUM BOTTOM WIDTH
WIDE ENOUGH TO PERMIT OPERATION OF EXCAVATION AND COMPACTION
EQUIPMENT, BUT IN NO CASE LESS THAN 2 FEET, MAKE SIDE SLOPES OF THE
TRENCH NO STEEPER THAN 1:1. COMPACTION REQUIREMENTS ARE THE SAME AS
THOSE FOR THE EMBANKMENT, KEEP THE TRENCH DRY DURING BACKFILLING AND
COMPACTION OPERATIONS.
3. EMBANKMENT - TAKE FILL MATERIAL FROM THE APPROVED AREAS SHOWN ON THE
PLANS. IT SHOULD BE CLEAN MINERAL SOIL, FREE OF ROOTS, WOODY VEGETATION,
ROCKS, AND OTHER OBJECTIONABLE MATERIAL. SCARIFY AREAS ON WHICH FILL IS
TO BE PLACED BEFORE PLACING FILL. THE FILL MATERIAL MUST CONTAIN
SUFFICIENT MOISTURE SO IT CAN BE FORMED BY HAND INTO A BALL WITHOUT
CRUMBLING. IF WATER CAN BE SQUEEZED OUT OF THE BALL IT 1S TOO WET FOR
PROPER COMPACTION. PLACE FILL MATERIAL IN 6 TO 8 INCH CONTINUOUS LAYERS
OVE R THE ENTIRE E E RE LENGTH OF THE FILL AREA AND COMPACT IT. COMPACTION
MAY
BE OBTAINED BY ROUTING THE CONSTRUCTION HAULING EQUIPMENT OVER THE
FILL TO THAT THE ENTIRE SURFACE OF EACH LAYER IS TRAVERSED BY AT LEAST
ON WHEEL OR TREAD TRACK OF HEAVY EQUIPMENT, OR A COMPACTOR MAY BE
USED. CONSTRUCT THE EMBANKMENT TO AN ELEVATION 10 PERCENT HIGHER
THAN THE DESIGN HEIGHT TO ALLOW FOR SETTLING.
STABILIZATION TIME FRAME
NPDES Stonnwater Discharge Permit for Construction Activities iNCGOl j
4. CONDUIT SPILLWAYS - SECURELY ATTACH THE RISER TO THE BARREL OR BARREL
STUB TO MAKE A WATERTIGHT STRUCTURAL CONNECTION. SECURE ALL
CONNECTIONS BETWEEN BARREL SECTIONS BY APPROVED WATERTIGHT
ASSEMBLIES. PLACE THE BARREL AND RISER ON A FIRM, SMOOTH FOUNDATION OF
IMPERVIOUS SOIL. DO NO USE PERVIOUS MATERIAL SUCH AS SAND, GRAVEL, OR
CRUSHED STONE AS BACKFILL AROUND THE PIPE OR ANTI -SEEP COLLARS. PLACE
THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4 -INCH LAYERS, AND COMPACT
IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE
ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM
FIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE
HAUNCHES.
PLACE A MINIMUM OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY
BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT. ANCHOR THE RISER IN
PLACE BY CONCRETE OR OTHER SATISFACTORY MEANS TO PREVENT FLOTATION.
IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH
THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE.
5. EMERGENCY SPILLWAY - INSTALL THE EMERGENCY SPILLWAY IN UNDISTURBED
SOIL. THE ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND
ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL
OPERATION OF THE EMERGENCY SPILLWAY.
6. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION.
USE DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT -LADEN WATER
TO THE UPPER END OF THE POOL TO IMPROVE BASIN TRAP EFFICIENCY.
7. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA
IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE
EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY
SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF
THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION.
POROUS BAFFLE INSTALLATION
1. GRADE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL POSTS AND SAW HORSES. SEE SEDIMENT FENCE SPECIFICATIONS.
3. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED AT A
MAXIMUM OF 4 FEET APART, AND INSTALLED UP THE SIDES OF THE BASIN AS WELL.
THE TOP OF THE FABRIC SHOULD BE 6 INCHES HIGHER THAN THE INVERT OF THE
SPILLWAY. TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE
BERMS.
4. INSTALL AT LEAST 3 ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET
DISCHARGE POINT.
5. WHEN USING POSTS, ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE
MEASURE TO PREVENT SAGGING.
6. WRAP POROUS MATERIAL, SUCH AS JUTE BACKED BY COIR MATERIAL, OVER A
SAWHORSE OR THE TOP WIRE. HAMMER REPAR INTO THE SAWHORSE LEGS FOR
ANCHORING, THE FABRIC SHOULD HAVE 5% -10% OPENINGS IN THE WEAVE.
ATTACH FABRIC TO A ROPE AND A SUPPORT STRUCTURE WITH ZIP TIES, WERE, OR
STAPLES.
7. THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH OR
PINNED WITH 8 -INCH EROSION CONTROL MATTING STAPLES.
B. DO NOT SPLICE THE FABRIC. USE A CONTINUOUS PIECE ACROSS THE BASIN.
POROUS BAFFLE MAINTENANCE
1. INSPECT BAFFLES AT LEAST ONCE PER WEEK AND AFTER EACH RAINFALL. MAKE
ANY REQUIRED REPAIRS IMMEDIATELY.
2. BE SURE TO MAINTAIN ACCESS TO BAFFLES. SHOULD THE FABRIC OF A BAFFLE
COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IMMEDIATELY.
3. REMOVE SEDIMENT DEPOSITS WHEN HALF FULL TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAIN EVENT AND TO REDUCE PRESSURE ON THE BAFFLES.
TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT. SEDIMENT
DEPTH SHOULD NEVER EXCEED HALF THE DESIGNATED STORAGE DEPTH.
4. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED,
REMOVE ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT DEPOSITS. BRING THE
AREA O GRADE AND STABILIZE.
SEDIMENT BASIN MAINTENANCE
1. INSPECT TEMPORARY SEDIMENT BASINS AFTER EACH SIGNIFICANT (112 INCH OR
GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND
RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT ACCUMULATES TO
ONE -HALF THE DESIGN DEPTH. PLACE REMOVED SEDIMENT IN AREAS WITH
SEDIMENT CONTROLS.
2. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND
INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY
REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER
AND POOL AREA.
D. BLOCK AND GRAVEL INLET PROTECTION
(DROP INLETS OR CATCH BASIS
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE IN THE BOTTOM
ROW TO ALLOW POOL DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED AT
LEAST 2 INCHES BELOW THE CREST OF THE STORM DRAIN. PLACE THE BOTTOM
ROW OF BLOCKS AGAINST THE EDGE OF THE STORM DRAIN FOR LATERAL
SUPPORT AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GIVE
LATERAL SUPPORT TO SUBSEQUENT ROWS BY PLACING 2 X 4 WOOD STUDS
THROUGH BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH ' /.INCH
OPENINGS OVER ALL BLOCK OPENINGS TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL,'/ -TO' /,INCH IN DIAMETER, PLACED 2INCHES BELOWTHE
TOP OF THE BLOCK ON A 2:1 SLOPE OR FLATTER AND SMOOTH IT TO AN EVEN
GRADE. DOT #57 WASHED STONE IS RECOMMENDED.
4. IF ONLY STONE AND GRAVEL ARE USED, KEEP THE SLOPE TOWARD THE INLET NO
STEEPER THAN 3:1. LEAVE A MINIMUM 1 -FOOT WIDE LEVEL STONE AREA BETWEEN
THE STRUCTURE AND AROUND THE INLET TO PREVENT GRAVEL FROM ENTERING
INLET. ON THE SLOPE TOWARD THE INLET, USE STONE 3 INCHES IN DIAMETER OR
LARGER. ON THE SLOPE AWAY FROM THE INLET USE %z- Y44 -INCH GRAVEL (NCDOT
#57 WASHED STONE) AT A MINIMUM THICKNESS OF 1 FOOT.
NCDENRlOivisien of Water Quality
NEW STABILIZATION TIMEFPAMES. ,
,... .. c .. 29
I g t I
SITE AREA DESCRIPTION STABILIZATION TIMEFRAME; EXCEPTIONS
@) Perimeter dikes, swales, ditches, slopes 7 days None
9 High Quality Water (HQW) Zones 7 days None
Slopes steeper than 3:1 I 7 days if slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter 14 days 7 days for slopes greater than 50' in length.
Alt other areas with slopes flatter than 4:1
14 days I None, except for perimeters and HQW Zones, I
E. OUTLET STABILIZATION STRUCTURE
(RIP RAP APRON)
CONSTRUCTION
1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE
REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT ANY FILL REQUIRED
IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED
MATERIAL. LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE
FILLED BY INCREASING THE RIPRAP THICKNESS.
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING
LIMITS SHOWN ON THE PLANS.
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE
PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION.
REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF
FILTER CLOTH OVER THE DAMAGED AREA, ALL CONNECTING JOINTS SHOULD
OVERLAP A MINIMUM OF 1 FOOT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE
ENTIRE FILTER CLOTH.
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE
FILTER.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM
STONE DIAMETER.
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD,
ANGULAR, HIGHLY WEATHER - RESISTANT AND WELL GRADED,
7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE END. MAKE
THE TOP OF THE RIPRAP 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.
MAINTENANCE
1. INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT (112 INCH
OR GREATER) RAINFALL EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE
RIPRAP HAS TAKEN PLACE, OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY
MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
F. ROCK CHECK DAM
CONSTRUCTION
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FILTER
FABRIC FOUNDATION.
2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND
LEVEL WHERE THE DAM ABUTS THE CHANNEL BANKS.
3. EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH SANK TO KEEP WATER
FROM CUTTING AROUND THE ENDS OF THE CHECK DAM.
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF
THE LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE UPPER DAM.
5. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT
COULD CAUSE EROSION.
6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS
STABLE.
7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES
BELOW THE CHECK DAMS, ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM
DISPLACED STONES,
MAINTENANCE
1. INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (112 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY,
CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE
CHANNEL.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND
EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM, CORRECT ALL
DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS,
ADDITIONAL MEASURES CAN BE TAKEN, SUCH AS INSTALLING A PROTECTIVE
RIPRAP LINER IN THAT PORTION OF THE CHANNEL.
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT
DAMAGE TO CHANNEL VEGETATION, TO ALLOW THE CHANNEL TO DRAIN THROUGH
THE STONE CHECK DAM, AND TO PREVENT LARGE FLOWS FROM CARRYING
SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED IN ORDER TO
MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
G. GRASS -LINED CHANNEL (VEGETATIVE SWAB
CONSTRUCTION
1. REMOVE ALL TREES, BRUSH, STUMPS, AND OTHER OBJECTIONABLE MATERIAL
FROM THE FOUNDATION AREA, AND DISPOSE OF PROPERLY.
2. EXCAVATE THE CHANNEL, AND SHAPE IT TO NEAT LINES AND DIMENSIONS AS
SHOWN ON THE PLANS PLUS A 0.2 -FOOT OVERCUT AROUND THE CHANNEL
PERIMETER TO ALLOW FOR BULKING DURING SEEDBED PREPARATIONS AND SOD
BUILDUP.
3. REMOVE AND PROPERLY DISPOSE OF ALL EXCESS SOIL SO THAT SURFACE WATER
MAY ENTER THE CHANNEL FREELY.
4. THE PROCEDURE USED TO ESTABLISH GRASS IN THE CHANNEL WILL DEPEND UPON
THE SEVERITY OF THE CONDITIONS AND SELECTION OF SPECIES. PROTECT THE
CHANNEL WITH MULCH OR A TEMPORARY LINER SUFFICIENT TO WITHSTAND
ANTICIPATED VELOCITIES DURING THE ESTABLISHMENT PERIOD.
MAINTENANCE
1. DURING THE ESTABLISHMENT PERIOD, CHECK GRASS -LINED CHANNELS AFTER
EVERY RAINFALL. AFTER GRASS IS ESTABLISHED, PERIODICALLY CHECK THE
CHANNEL; CHECK AFTER EVERY HEAVY RAINFALL EVENT. IMMEDIATELY MAKE
REPAIRS. IT IS PARTICULARLY IMPORTANT TO CHECK THE CHANNEL OUTLET AND
ALL ROAD CROSSINGS FOR BANK STABILITY AND EVIDENCE OF PIPING OR SCOUR
HOLES. REMOVE ALL SIGNIFICANT SEDIMENT ACCUMULATIONS TO MAINTAIN THE
DESIGNED CARRYING CAPACITY. KEEP THE GRASS IN A HEALTHY , VIGOROUS
LL IMES SINCE IT IS THE PRIMARY EROSION PROTECT/
ON FOR
CONDITION AT A T
THE CHANNEL.
ALL EROSION AND SEDIMENTATION CONTROL STRUCTURES SHALL BE
CONSTRUCTED AND MAINTAINED PER THE NORTH CAROLINA EROSION AND
SEDIMENT CONTROL PLANNING AND DESIGN MANUAL (LATEST EDITION).
NO WETLANDS TO BE DISTURBED AS PART OF THIS WORK.
General Notes
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CIVIL a ENVIRONMENTAL ENGINEERING
46 WEST WASHINGTON STREET
COATS, NORTH CAROLINA 27521
PHONE: [phone] FAX: [phone]
License No. C -2570 www.ctdayton.com
HARNETT HEALTH
INVESTORS LLC
HARNETT COUNTY, NORTH CAROLINA
Project No. 173001 1 File Name: 173001 MAS
Designed By: CTC Jr. I Drawn By: AEB
Checked By: CTC Jr. f Prnj Eng.: CTC
Sheet Title EROSION AND
SEDIMENT CONTROL NOTES
Dale JUNE 2012 Sheet
Scale AS As NOTED

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TE BASED ON \ ♦` —173 I I �� - / / ♦♦ /
GINEERING PLANS
`17T -s. _— _ - 171 —`l
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BRIM EL. 166.74 �: I I HARNETT FORWARD TOGETHER COMMITTEE
INV. EL. 153.02 If \�\ ,\ \`'si �_.. -. / \ �� � I I �.re� /
`/ DEED BOOK 2252, PAGE 911
♦ 'ys. `� '_ / _Y- f- ``�;� ! 1 �+ / MAP BOOK 2010, PAGE 575
4 �' _� MAP BOOK 2010, PAGE 485
160 ` � � \`J � • � .� /. I r �� % 1 I/ �` — � � } PIN 0650 -79- 1646.000
EX. SS MH
RIM EL. 167.36
/
INV. EL. 153.82
` 4
NOW OR FORMERLY /
/^ HARNETT FORWARD TOGETHER COMMITTEE
DEED BOOK 2252, PAGE 911
�i MAP BOOK 2010, PAGE 575
MAP BOOK 2010, PAGE 485 %
PIN 0650 -79-- 1646,000
NOW OR FORMERLY
HARNETT FORWARD TOGETHER COMMITTEE
DEED BOOK 2252, PAGE 911
MAP BOOK 2010, PAGE 575
MAP BOOK 2010, PAGE 485
PIN 0650 -79- 1646.000
NOW OR FORMERLY
HARNETT FORWARD TOGETHER COMMITTEE GRAPHIC SCALE: 1 " = 40'
DEED BOOK 2252, PAGE 911
MAP BOOK 2010, PAGE 575
MAP BOOK 2010, PAGE 485 0 20 40 80 120
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General Notes
1. SEE SHEET- C404 FOR ALL EROSION
AND SEDIMENT CONTROL NOTES,
SPECIFICATIONS, MAINTENANCE AND
CONSTRUCTION SEQUENCE.
FINAL DRAWINGS
FOR REVIEW ONLY
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HARNETT COUNTY, NORTH CAROLINA
Project No: 173001 File Name: 173001 MAS
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Sheet Title
DRAINAGE AREA MAP
Date JUNE 2012 Sheet
Scale C405
AS NOTED
0
x
a
No. R
Revision /Issue D
Date 0
W
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Signalu z
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Date c
0>0� q9���o��� D
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c� Clu�rtan, Sr., F E, Inc. s
CIVIL & ENVIRONMENTAL ENGINEERING
h
46 WEST WASHINGTON STREET V
COATS, NORTH CAROLINA 27521
PHON: 9197 -7070 FAX [phone] c
E 0-8

RUNOFF - DRAINAGE AREA DA -1 Phase 1 10 yr.
•
DA -2C
....._ ...._
,
1
.. ....
i
i
I
,
1111._ 1111._ _..
Total Area:
- - -.__ ._ -_..._
11,832
i .. __.
?sf
i
_. 1111__
---. ,.._.
;
I ... ....: ...
I
- -- -- - - .. ..- __- 1111_ -'- - -- .
..
0 271Ac.
_ - _.. - - --
I_
-.. -
i
-- - - - -_. ,-- - -__ ---
I
I I
-- _
... - .... . . ---... -.--,. . -._. - - -- - -
1
Imp al
p I
-1
9,659,
sf
h
- - _._I _....__.
_ ���__....__.....- 1111.
-._ -_.
0.221Ac.
-_.m_T
- -
'.
- - - -
- - --
-- - - _
I
._ ...... _ ... 1:111....
CI
_ Q...
81 /0
0 95
I
0.771
...._... -- ..__.. - - . _..
I
I
I
- -__ . -_ _......
- -._ 1111-
- -.. -- ---.
0
19 /°
1111 1111_-
_. . - -- -I-
__ 0.35:
.. _- .-
. _ I
0.06 I
. - -_._
-._ -_
-- .- 11_.11 -I
I
1.
_ 1111• -- ... - - -_ -.
_ -.: ,.
- r
I C=
- _.: _
1
I
. --1111_, -. € ................
0.83
1 - _I..__. __, ...
.... ............ .._ ...... .....
I
1111.. �.. 1111._. 1111 1111.- I_._.
: _. -_ I
__........
-_ _ _- ..._L.-
C
T .. - - - -. ....
I
__ ....:......
I I •
- . .
_- 1111.. 1111 ........ .........
A I
_1.11.1... _.._._.._ .._ ._.-
Q
_,-- __...____.....I ._...._.._..._.. .__.._._._.__-
_.__._.._.
0.831
__.__.__.--
_ 1111_.
7.76;
___ -__ 1_ --1
1
1111
. 1111__ -
0.27!
-__
- _. - - :.- _... - -1111 - 1.._.-
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_.._. -_ .___,._. ..__ ---- .....__-
- -I
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I Q 1
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--
1.74; cfs
_.._ ,_- .__._._....
DA -1 A i .
--.- _ . -. -- _- ... - 1- ; __
1
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1
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- -- - _ _... I- _- . I [
Total Area' 7 736 of
, 1
3
_ _ _ .._._.._
I
...____.. :_. _ _- .
! 018,Ac. -
I
� . I
--
I
I
__ 1111 _..
1111 - - - -..-
1111_ --- . ............... E_._-_......�..._1.........
!
I - -.. __ _.. ..._.:.. - - -_ - •__ - - -_ - -. 1111 .. .......... .. . .........
Imp Area 2,835;sf I
° -- 1111
1111 .. 1111 1111 1111
1
__. _.._........
.1 111 .. ..........1.1..1. .. -.. i.........
0.07 1Ac.
-.i .._......_I
.._._ -.-.-- --1-11
I
... - .... . . ---... -.--,. . -._. - - -- - -
... -.. : _._._......_...
-_.__ ... __,.,..... I
I
I
. .......... ... 1111 ._.._._ _- .............. ._._.._., -., 1111__....
C 39 %, 0.95
.. ...,- ....- ._1111
0.37!
_.-
- - - I
1._....1.11...._....... -_ _ - ._ - --
61 % I 0,45
_ - ........ _._._.....
-
__...... .
_._._._.i......._ 1111..
..
- ....... _I
. _.. _. . I
1---------------------- L-- c= la.s5
__ .. -._ ... _,' "!.......... _1...._
I
- --
-
... __ -1111
I_..._.._
�____- __�_ i
I I I
A I
__.__..
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._.._...__.._...__...C...._..i .
1..... Q 0.651 7.761...
_._ -
I I
_ - - 1111.._ - -..
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- - - 1
1 I_- 1111 -1111, ,........._____t_
1111. .. ..... . _.. Q= ! -..
1
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i
.. . ...,.:..
0.91 ! cfs. _.. _...
I
DA -2D i
1.- _ . _ ;
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_..
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Total Area,
- ...I..._... _._ 1 -,
5,911 Isf I
.. - -..I-----.-----
I -�
1
I -._ i
_- �.._... ..... .�...........__ ;... - -
I
0.14 iAc. I
-. ..- .- .----------- ... -.. ......_
I
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1
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..
I I
I
1111,. .. _.
1
I
--
__
- I Imp Area
P
5,9111sf -� --
I
-
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!..
- _._......_I- 1111_._
_.' . _._ _ •....
1
- 1111.__ ...............................
0.14iAc.
...._ . -.�----- -1.
-.. 1111.-
I
..
I
i C 1
[ I
100% 1 0.951
0.95
,
- _.-.1
I ,
I
- -_ 1111. _ _ .. 1111.. I
I
_ 1111..- �_........_.
0 /0 0.45 I
1111... I...._. 1111__ . ............._...
r I
0.00
_. -1111
I
I
... ... .. .. _. ! 1111. ,....,.....
1
I I
. 1111 ,. - I _r .,
I
......- `._.. 1111_
,._,.,,... 1111., ., C=
-- _.-
0.951
__.
a -1111 1111...
..............
_.. ... _, i ...........
! I
1111. . ,. _ 1111.. . ._....... 1111..,
I.. _.._ ..
,..,... 1111,._ _. -_
--
I_
-- ...- ...._.L_._..... _.... Q I..._..
_ 1111 .
0.95! .7.761
�1
0.14.1..__....-
11,111.
1
- -... _. _.1_ ..... ..._ I
1
I I
.....__ -- -1-
-
i Q- 1. I
._ ..
1.03
_. -
E • cfs
R UNOFF - DRAINAGE AREA DA -1 Phase 1 25 yr.
1111.1111_
DA-1A1 i
. i
i
_..
I -
I
.-------.---1 ._ .,_ ...... -..----------------i
Total Area
1 i
_- -- 1111-- . - - -_.
7.736 sf I I
_ - -. -_, ._....__._._._.._.
I -�
1
I
- - -- - - -! -- - - -
I
0.18,Ac. i
- - -- - - -i - - -- 1111 .._; 1111..
I 1
__. _.._........
-
- ; ___
Imp Areaj
...___.. -.. - _I. . - - -- ... ...._.....
- - _- _, - -_ -i_ _- --- I -_-.--------1-
I Imp Area
p
__ -,- .. -.--.
I
- ,._.....,. _., ..,_I. _
2 835. sf
1111,. .. _.
r -
_._.... - - --
I
.._.. 11!11 1
0.071Ac. I
I_
-
i
C1
I
_ .. 1111... ... 1111 ...
C! .
..i _
39 %I 0.951
--
0.37
--
.........,
I -- -
I I
-- -.. -.. -- _ . 1111. ...
61%1- 0.45 i
_. _.-- ..1_._--- __ -_ -.
0.281
" - - -
_ _.
._......_ _ !- _ - -.__ -.. -. ,,..._...._-
I
. _._....----.--.1A- -1 __. _._....._..._...
1
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1111...,.........
0.66
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- . -. - -- 1111_..
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_ __..I_.. _, .., ,
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C 1 1 1
-1111
_ - -1.
A
... .. -. _
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I
_ i -- -- - -
I Q 1
-- 1111.. -.. _�- .___._.. - -.. _ -.__
- - -� _ .. 1111.._ _
0.65; 8.63
-- w- ..........._..-- ..._..._.� .....
_ 1111__ .-
0.181
. ....... ..
1......... _...._..
. ... . _. ... . !... 1111 1111 .. .. i _. 1111.
j i
. ........ _ ;
.........1 .. . 11 '_
Q =i
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{ 4
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1.01Icfs
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I 1111... __..._..
---- .._.
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6,099
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.........- ...._.._.. _
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.
-1111_ ..___..._ 1..
0 141Ac 1
-1
I
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_. ... - - --
-
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Imp Areaj
I
-._ 1111_.__._._.._.__._(_
4,8991sf 1
_.-- _
I --
- - - - - --
_ . - -. __
- ,
i 2
- 0 11 !Ac - -I
- -_-. _.
.d .
411 -
-
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80.3/°1 0.95,
0.76!
..... - -
- --- - -- -
1
- - -- _
19.7%1 0.451
1111.
,
_.. _._.._�...
....--..--.--.---.....I....--..-.,---.... ...'
-
_._ .._.___.___._ 1111...
I.....-....----
.-
_
_ . - _
i C =1
!._............- 1- I.......
- _. _._! _ . __ ._ L
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0.851
11--- -
.. _ ..
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....
I
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C
:._...._.._
A 1
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1111.
- .---- -- - - --
1111.
61
-.
- -_ ,
0.85.1----..B.-6.31
-- -1111.
I
0.14!
- - -,
- -- --
._... ... .... :._ . 1111._ ._...... i
_ _ I ..
I I
11 I Q -1
I
1.031
cfs
E
co
0
uq
M1
N
O
N
C6
a
m
M
m
0
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ro
rn
m
cc
co
2
0
0
co
n
6
9
0
9
0
0
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10
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2
9
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(L
•E
U)
m
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a
DA -1 B I
__ 1111 I.. I.
I
I
1111. _ 1 . - -- - _.._ "'...- ' - -
Total Area, 13 9801 sf
1
I 0.321Ac.
1 - - -- -• -- --
DA -1 B
-- .. _ _ - --
I
I
- .- ,
..._... ......_
C -;
_---- _....._..._!._..._.._ . _ _ _ _ 11.
Total Area
..�.._-.._.___-_... -._- ...__.,,, 1111 -1111 _....._._._.._.
... 1.1_3 ..............:
13 980 sf
-... _- 1111.- . -..-_- 1111,. 1111..
. - _ _.
_. .�, __` - - -,__`
1
.. - .___.__. ..I 1111 1111. _
If
0.--- A-- 1
1111. 1111 -. 1111_ -.- -1111
-.. _. _.._.-
. ............... ...._. -1. .......... 111 1 .. _. i
- Area 1
p
1111 1111... ...,
- .. ... ...,......_ .........
6 01-: --
_
r.._.
1 111 '111 1
- -1111
- _ _,
0.14 -Ac. I
_;
1..........1.1..1. ....1111..... I
i CI
_1..1.11 ° 1111. ; .
43.0%, 0.951
.d .
411 -
11-1.1 ..1111 -,_.
_ _ ..
_
0
57.0 /° 0.451
_ _ .. - - -- -- - -- :
0.... 2-.61
_.
- ...-....... -_. - ..._- ._ -.., - 1111.._ ..1111..._..
!
i I
i
1111.. _ ....._._. .... i
_
C- I
I
_ -',._ _ ... ..
- 67 .
- ._........_ ................... ...I... -..
I
_�...... -._� .._...., , ...
A . I . _. - .
Q 1
. 1111 _..._..._... ..- -- .............__.._........
0.671 7.761
1111.._ 1111 - 1111._. -. _ ._. -€ .
0.32''
_. '... .. .
. I
.1...1.......... .. _..... ......1-
I
. . .
-- -- -Q. _ . i
_ 1.fi r cfs
- - -
0.95 0.411
... -
0.45
._ - -_ -.
0.26_
-, i .
..._... ......_
C -;
I
. _... i ....... ......__..
0.67
........
1
1--l-1-1- 7-.- I -
A li
--
8.63'
.. . I .......
- ...- .....1... _ ...... . ......
0.32
I
...... ...... :_.. ...
Q=
.__.. _....1. -
1.851 cfs
. ..
! 62% 0.35
I .... . _ .. ... ..
1
D.22i
1111 1111... 1111
I
... 1111. .. .:...,.., _......... ..._ ...... ........... 1111. 1111.
i I i C=
I
.. ... 1111. 1111 .. ...
0.571
- .. -. -_ -_
r - -.. -_.. - -_•• __ - - - - -_ 1111.. 1111 . „ - 1111._ � .._ .- 1111.
I
I
1 C 1 l
_- - 1. -, ,....,.. 1111,..
A
. ..._ .... ..
....... . .. .I.. -- - -- -- - - - -- - - -.
! Q I D.57r 8.63
- I
i I !
- ... .._........
0 26' ,
[
-
i
._....- - - - - --
Imp Area;
1111..- - - - - -- - . -....
I I
I i I Q=
_
1 28 eft
DA -2G
- 11..1.1- .. -..._ -- - . ...
I
I 1
i 1111 _.
Total Area
- - - - --
1111... 1111. 1111 .........................!.
Total Area;
.- -
4,8 -
1 -1111 _
Isf
_ _._ -..
- - 1 ....... --
. ...... . ......
.. - - - --
0.1 1,Ac
1111
4 236 ` sf
. . ... 1.
1111._
-
i
._....- - - - - --
Imp Area;
- -
-
3,39510
-. -
... ..
.
_..... ..
..._I-- ....._.._ - -- .1111.. -. .._ --1 - --
0 081Ac.
-- 1--'--'----1-
._......_ -.I.
I
-
CI
�_
73%
0.95
0.691 I
----- - -- .._.. .... .....- __ ._......_.-
._- ..--
27%
.....-- - -. -._
....0.35.
_ _ .. ......
0..- ... 10
- -1
1_.1.1_..1... -... ..................
....
1 C -
I
_ .-- -- .
.
. 0
....
;
C
I
I I
.....
A ,
Q I
._.....- ...- ._......- .1..._....11 .. i
_
0.79
- -
. __ 1111.
8.63
- -- __
0.11
111 1... _ . 111._.1.
._... ... .... :._ . 1111._ ._...... i
.
-- -
_.
-- Q-
0.75 c ....... L- . -
DA -1 C
111.1
I
I 1
I
Total Area
- - - - --
11,436;sf
- - -_ --
:_
- --
-_. -- _ -- -_
- -_. _ -
0 26'Ac.
!- --
Imp Area
1. P 11
4 236 ` sf
. . ... 1.
1111._
I
0.10'Ac. -
- - 1
1 C.
38 %' .0.90'
0.. ,3- 5';
... . 11
......
° •
62 /o : 0 35'
0 22
1111... .. .. ! 1111 .. .........
.. . : 11.11
C=!.
E
. - .. -{ -. ...
0.57 1
I 11 .
..._
C I
A
Q
0.571 7.76'
0.26`
1111
Q =',
1. 115
DA -
. .. 2F
I
I 1
i
... . -. .......- .. .
Total Area;
.. ,
5,682sf
. . .
. 11.
.._..
0.13Ac.
.. ..
..
...... .. 1111 ---,. .... 1111... ...
[m Area
Imp
_ .. .i_ 11111 _. ..- ...
1
.. .1 1111 . ... �
4 562 • sf
_, 1111
111.1......
,
I
0.101Ac
`
i
C:
77 %1 0 90;
0.69''
.. .. . .
_.
_. _.
0 i
- ...._.I
1111.. .. -
..1.111... . '. :
:
i
C- I
0 . . . . ......
.
1111. ..
.
-- ..
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C i l I
A
. ' . ... ...... ....
Q
. . , . r
1 I
0.77, 7 76`
. _.... ,. . .;
. . .
0.13', .
1111
I Q =1
!.
0.78' cfs
_. ... 1111 .._ 1111
DA -1 D ;
,
i
I
Total Area:
2,884sf
..
..
I
0.07IAc.
1111 _ _-__..._.
.. I. . ..
. - I
I Imp Area:
p
.
. I_... _ _ .
2 008Isf
.. .......'.. 1111
.... . .
I
0
0 51Ac.
.11
`
C 1
66 %' 0.95
0.62 !
€I 1111..
1111. ..
I
,
1111
o
34 /° 0.35
1111,
0.12'.
I
1111. -'" - -. -. 1111. I -
- -. . .. .... ... ....
C ='
. . � -. -..-
0.741
1
C f
A I
....- 111- -.1 -
I Qi I
_ . -
0.741 8.63:
-
0
0. 7.
I
.. .. .. ..1. I .... ..
....
Q= .
045 � efs
DA -2H'
,
i
-..
Total Area
_
4,709 sf
. _ -. _
..
..
I
0.11 'Ac.
1
1111 _ _-__..._.
.. I. . ..
.._.... .1 :1.1.1.._....
1 Imp Area i
.- .... ... .
3,209 sf
.. .......'.. 1111
.... . .
I
007 Ac
1
, 1111.
Ci
64%
0.62 I 1.
-.
..1.
........ _. L .
36 %': 0.45 i
1 ...1.; .... _- -_. .
0.16;
..... r...
I
.
C I
_ 1111..
0.76 `
- : I
. i
C I
A
i Q
076863
0111
1
.... .... . . I 1111 ......
I
Q- '
. ""' ... ..,.
i
0.72 ° cfs
_ _ 1111...
DA -1 D I
,
i
- - -. -_
Total Area
1..1_.11..._._....
2 88 4 sf
....
:._
- __ 1111_ _ _ __ - ._..___.. 1111, .
11
1111... 1111. 1111.. _ 1111. ,.
_. -. _ . __ .. _ .._
0.07'''Ac.
...
''..
1111 _ _-__..._.
.. I. . ..
. . __ .111.1. . .i.
Imp Area'
...__, ..
... .... ..'
2,008 sf ; 1111.-
-.. _1111..... ..I
.. .......'.. 1111
.... . .
I
0.05'Ac. '
1
, 1111.
C I
66% :0 0.95 �11
0.62 I 1.
-.
..1.
34 /° 0 35
-•
0.121
-- ; -
.. . :
-
. .. ........ ... . ...
C=
1111._.... '. ......11.1..
0.741
i
- : I
. i
_I ..,.
C I • •
-. . ..
A '
Q
0.74' 7.76'
0.07
. 1
-_i
Q= i
-- - ....
0.401 cfs
- - -- - -- -- _.. .
DA -2G
,
i
. ......... .
Total Area;
!
4,895 sf !
-_
i
. . . . _ ...._... _..
_. r.._. _
0.11 Ac. i
...._....: . I I
-
Imp Area
3 395f
s
.. 1111. ... {.
1111 , ,.. ..
..._. _. .... r
0.08'Ac i
,..
[
1
, 1111.
C
. . 1.
73% I 0 951
0 691
-.
..1.
.;
0
27/0 435°
1111
._... -._; ..
0.10. 1
... 1111 _ i
: !
t
C= i
0.791
..
.. .
. .. €.
.. . , ..
C 1 1
!
. .. 1111
A
.. . ... .. .. .
Q
. ,.
0.79 7.761
. .... --
0.11
_.,- .... - 1.11_ ...11111. -.
.
... . ..-
Q= F
.
...;....
..
0.67 = cfs
.
-- - !1111.. 11.
I
DA -1 E'
,
i
-
Total Area
_
;1111.. -
25,250;; sf i
-_
i
1
___- .__.__ - .___,__E -_
'i
0.58Ac.
I
-
I
. . .. I
Imp Area l
.... .
:
1 . ... .
22, 8451 sf
......1.11.1. ...
-
1
... E
i
. - - !
.
0.52'Ac.
_.. I
, 11111...
I-
C I
1
90% 1 0.95
I .....
0.851
-- .. e...
......
O 1 1-- ' - - - -. I..
1 fl io , 0.45:
... . . . ... ._........;
....._._ I.._......._.
0.05
..
: !
t
C=
.......... _ _- 111.1_._,11...11__._
0.90 _
I . . 1_...
I
... I.
1
_ .. -. _ .. _
C I :
_.
A i
I QI
0.90. 8.63'
_ . _ ... ..............
0.58''1
1111 _ I...
. ... _ . . .... ..._.
_
Q-
_ :- 1. -_ --
4.50'cfs
- I
-� - --
DA -21
,
I
Total Area
6,901 sf
. . ... . . ... . _
. -- - -- -
-_ _.. ._..,.._...._._I
0.16 Ac.
. 11.1.1... - 1111..
.
I ___,_
Imp Area
-
5,083 'sf .
-
. .. _: .
..
:.
0.12 !Ac
__
C
73.7% 0.95:
0.70::
................. ._. _. -. 1
.
- 1111......._ - -..
... _ _ -.... --
26 3% 0.45'
_ - - i
0.121
............ ....
_ __
C=:
0.82'
... ... ..... .. .. ...m,.....- 1111 1111
L � I . . - . _ - I -
. .
C I
_ -
. . .
A
Q
0.82 8 63
0.16'
. _.. .
Q='
- ..
1 13' efs
DI A -1 EI
-
,
I
I
;
_. ... ' ... ...........
Total Area!
..... .
25,250 sf i
. . ... . . ... . _
- - .............. ..
i
I
1111 .. ... ... ..
I
[ I
.. 1111 ,.. .... .1111
0.5$:AG. 1
_. _
. 11.1.1... - 1111..
.
I ___,_
. .. -... ! ..
:1111
Imp Area
p
_ _ _. _ 1111_..
- i
1111.. I
22 845,sf
....._.. ..
. ...
i
I
0.52!Ac.
I
__
_ - - -. - - ': 1111 - .......- .. ! .....
% C I
!
I
...... .. ...i...... _. 11- -
90% , 0.951
:.- 1111- .. -... .
0.85
___. - .. _ ........_.._
I
.. . L .- - - -_1
0
10 /° • 0.451
i
-_
0.05
_- - -.. :._ 1111 - -.. _.......
I
._. _..... _..... '. . ... 1111... .........
C =1
. .......11......1.1...
0.90
... ... ..... .. .. ...m,.....- 1111 1111
L � I . . - . _ - I -
- -- . -. -.. 1111 ... ..
: _
C I I I
1111... 1111. 1111.. ..,..........
,.
A
- I.
Q.
. ... . ... . I 11.1.1...
..
I 6
0.90 7.7
1111 .. ... L.... -
i
0.s
-. 1111 -- -.
I
-
. ..
I
__ { =1
I .- I ,
4.05 cfs
_. 11.11._
DA-2H '
I i
.- ..
I
I
;
- .
Total Area
... . ..
4_,709 sf .
-
... _. . . -.... .
I I
. _ .._
0.11 Ac. .
; ; : :
; I
;... .
1 Imp Area
,1.1.
3,209 sf
.... -.. ....1.1... . . ..
.
... . ....... ... ...
-
0.07 Ac.
__
- .1...
C:
......... _
64% 0.95:
_ -
0.60
1111. -.. I
36% 0.45.
0.16
11.. 11 ...!1
. .1.111 - _ 1111. _..._.
C=
.
0.76
1-
i E
. ....... ... ... .
C...
A
- _ :.
Q'
11..11.. 1111..
0.76 7.761
-
0.11
-- - _:_- -- ---- .._ -'.--
1
.11
_ _...._ _ - -- -------;----
Q=
-
- - -- . - -- --
0.65' cfs
- -. _.
RUNOFF - DRAINAGE AREA DA -2 Phase 1 10 yr.
DA -21 '
I i
.- ..
I
I
;
_
Total Area,
. . . ,...._...111.1 -,
....
6,9011sf
_..._ - , _
.. ; ; . �
,
- !
j _ I
�
0.16 iAc.
; ; : :
_ _. __ ..._ - .
...111.1 . ". _
Imp Area,
.. ..I :..
5,083 sf
., . . .
. .1111 i 1111... .
i
;" "' __.
!
-._.. - - -
0.12`Ac. I
__
_ .. __1..........
C I
. ..
73, 7% 0.95
1111.. ; 11 1.
0.701
1111. -.. I
o I
26.3 /o i 0.45;
- -
0 21
1 _ _
. . . . !
.. . .. .... .I.. '. ...
1 C -1
-.. 111 1 : ...
0.821
i
. .. .'. .... .. .._., I .
11 . 1
1 I . `:......_. .!.
C 1 I i
. ..i.
A
. ,
: Q':
_.. _... .;.. - . . ,,
0.82 7.76;
_._ -
0.16'
- - - °.- -- _ ---I -,� .._._
-
E
......_.... 1 ... 1__. 3 _.
Q ;
,--: . r ---
1.02 cfs
DA -2A!
I i
.- ..
3 I .
I _. ....._... -_
Total Area
I
-_. !....._..
61805 '1 sf 1
_......1..._ . -.
i
I
I'll. __ -.- ..__..____ i
: I
2 c.
0 �A I
-1111 .- _..;....__.,.... r .
i f
' -
..... --
I
1-
j
f
.ti i 1111.
___..____...._.._.__ -- __._-_
I Imp Area
p
- 1111. 1111.
1
__-- _.._..._............_.: .
8 265 sf
....I.._ ....;_.._
-----
. , I
1111... , - . 1111 .: ...
0.19Ac
1111. 1111... .! ..
-. -- -
:
-.- . .... -_ ... I
�_... L
.11.. - i i
93.9 %, 0.951
--, 1-
0.891
.....CI
i 1
I
...1111. _.. _- .1...._..,...1.1
6.1% 0.45;
- - ... 1.1....11.
.. . - --
0.031
... _ I ...._.....
I
-. -__. _. 1111 .. 1111 . .......... .. ..
... _..
I i
I
i
.. .. ... .. .. i. ..
I C !
i I I
1111.. ....__,..
0.921 -.
-. ..
.......I
I I
. -. - - ......
`.. 1111
... ..i .. 1111. .,
C i I
.. __.
76'
_. . _
A i
-
0-21
I Q!
- - -- - -. -._ -_
I
0.92 7
-1111 .._ .. _.... .1..11.1 3 _
[ ]
_1111. 1111.1111__
i
j I.
L 1111
II
r
-. 11:11. r
.._ . I... Q °.!.
I .
1.43' cfs
- -- -- I ------ -- " -_
DA -2J
.... .. . .... .. ..... ..
I i
.- ..
3 I .
Total Area
17,070,sf
,_..
,
. - _ - _ - -!- . -
I
- . ...
_.._..._ ._._.. 1111
0 39'Ac '�
_.. - 11 1.1. i-
.. ,.. .......
'
. ;_ ... _
f
11111
............ 1.. 1 1.1 ..... 1 1.11 ,
Imp Area'
.1111_ . _ i .
I
1.1.1 ..1 .1 11 1.
7,200isf
.ti i 1111.
1111.. 1111 _.
017!Ac. E t
.. _
1
i
1 ..1.1...1....__ :
ci
- ,
44 %! 0.901
... E
09' .3!
..
56% 11 0.351
. I.... ...
0.20;
..1. .....
t
,, -.. 1111. 1111 ......... 1 .,111
,
............ .. 1111 -.. - 1111 -'
.
C-
I
I
-- 11111111 -..,I _- _- ... -_.. . -..
i .................
0.59;
I
-.. ............ .1111..
- -1
!
I
i.. ._I 1_
C
I
. - -, 1 .
_ _..._ . I . - .... . . Q
0.591 7.76 E
.. -1- 1111... _ .. _.
0.391
1111..
. ..... ... I -- .....
•
1111. I. - .. _..
_'
1 Q.._....-
I
- I_
-. ,. 1111. 1
1 Q=
I. 1111 _ 1111.
I
1.791 cfs
_ _..._...... ..
, ..
I
RUNOFF - DRAINAGE AREA DA -2 Phase 1 2.5 -yr.
DA 2A
-------.--.--- - ._._._ .. . . .........
I
11.- - I --- - - .-
;
_ - - - -- -
. ......... _.... ..... . .
Area'
i
8,805;sf
1.
.. ......111...1_...
'
0.2;Ac.
I
...... "' .
_ _. 1111 .
Imp Area
11.11_.. - -... _..
. _.._.... . _
1
8,265'sf
-
....... . - - .
.1111. _. .
....
0.19IAc.
--- ;_.
0.09 Ac.
...
_ 11 . .
_ _ _ - 11
C
i ........
93.9 % i 0.95
..... - ....
0.89 ;
. _ .
_ 1 .. , . ..
%6. i 0.45
...... .....
0.03'
..... . ._ -... ..
1111... 1111....
.... I I ..... .'-
- I I C=
1
I .... . --
0.921
-..- . ._I 1111_. .. 1111
._. .... 1.1 ...11.. - -- .- . ...
-, -.. 1111.. -. - 111 1
if
C i J
_ -- 1111 . . .. ..... ..... 1111.
A i
... .. ... Q'
i
0.92• 8.63
1111 1. 1111...
_ .. 0 21
1
1111. ...._..__ .. .
•
1111. I. - .. _..
_'
1 Q.._....-
I
_.. - 1111. _._.....
1.59icfs
11:11_....
i
DA -2B f
__- .- _
.
- .. -11-- - -• - -- - - -
I
,
. .. -- - -- ..
1
-... i .. .
_.........._ 1111 ...,....
Total Area`
.. . 1111. 1111 1111...
8,245,1 sf
1111.
I
.. - ... ._ ... .. _1
1.1111,
... --.1.1 . ..111
0.19 Ac.
. 1 .;_ -
Imp Area
3,916'',sf
_.._.. _. _....
-.. I -
111_. 1. - ........ ..
. E
--- ;_.
0.09 Ac.
...
..1....-
1- _. .. -. ...... •
' C
- . _..
47 %l 0.90
__1: - 11.1..... 1
0.43' 1.
11 1 1 .. -..
53 %1 0.35
. ........... .. L 1 ...., -- -.. _..
._.._. ..
0.18;
._ ... ...... ... _..
. .................. .1111. .... . -.
1111. _. -__ .. ., .. I
.:111.
C -'
.. I _....._......!._._...
... ;..
0.61
'.
C I I
A
1111. ....... -, 1.
Q
.- - - 1-
- -
0. 1, 8.63
-- ._ _1 _ ",
I' ' ..._.
0.19
... 1.. _ , i.. ..... .
. . ... . .....
�
. .... . .. ... ..
i;Q 1.00ds
...1111.. -1
DA -2C
-.._ 1111- . _ -._ ._ _ i__..
_. _._ - -___I
_ _.........._.
1
-... i .. .
: I
-... _..- . . - 11- . I
Total Area'
- . -.. -__ ..1111 . .. . .. ...........
11,832,sf ;1111...
I
. l
1
.__ 1 I..1......... _.- .__.__.1...11.1....:_.__
i
. . .- .........
-
0.271Ac... .:. _
!
I--_
i
..11...1...1 .. .. 1 ..... 11--.1.
I Imp Area:
....... .....- . ...
I
9,659�sf
I 1 - - _
_ _.
__....__. . ... ....
0.221Ac.
...... ._....
.... _.... ...._. ......... ..
C:
..- ......
81%€
1 _..
077!
_. 1111..
........ - .- 111.. . 11.11. ....
0 I ..0.95; .
19/0! 0.35'
- - -. 1111 E - 1111
.I".--'.-'-:' -..
0.061
1111_- - 1111.. -..
. .................. .1111. .... . -.
1111. _. -__ .. ., .. I
1111. - -1... ;..
C=::
.. !.. ...
1111 .111.1 1. .- ,...,...,._
0.831_....1111.
..... . 1111. !
i
... .............. ... ..... .
C=
_..... __ - -
C I
A 1 1
1111..
_
.., - 1-
1111.. ..._ ..
0.83 8.63
._ ..,.. I -1111 .........
-_
-- --
0.27; 1
-
I
- ;
- .- _
1. .-
Q
. ... -...
I
. 1 . - _.,
1 93 i cfs
__1_.
DA -2B
I
I
1111.
Total Area -
8,245 'I ,
1
I
.__._.._.. _. ._...._._._._._ -. _. . 1111___
I
0.19'Ac. I
- - -__ - -- --, -
I
"-- .- __ ............._...,....
I
--d- . 14
I _.
!
I
-. _
- Imp Area
p
-- - 1111
3,916,sf i
__ _ 1111 -
I
I
-- - -- � _ ............ ... -.-.-....---.-------.---,�
0-.d9'Ac. f
- - -- -1111 1
{
I
_ 1111 _ ._ _...____
1
.. -1- _...._...:.....111.1. - .--- .._-
C
_. -..- _ -- - _.....__ -_..- ...._...1111.
47 %'• 0.901
I.._........ ...
0.43!
- -
1111 ___ ............. -_ -
. 1 .35
531° 0.35
_ - - -- -__� ._
0..I. 1 -- - - - --
0.18 I
__.._.__ 1111_ _...._..
__ _:..._._
..__ ..: . _.... _ _ 11.11...
... .............. ... ..... .
C=
_..... __ - -
I
_.._.._.... I-- ........._._._
0.61
-- -- -I - -
1111 .. ........... ..
-. - " __. . -_. -_ - 1111.. .:. -1I
_ -' - - --
-- _ .. _ 11'11 _ _ ....._f
C I
- - -- - - --
_.. - - -1 111 ..1111 1111.1111...
A
A-
- -- 1- -1- - .. .
Q
_1_111._ _.. _.. __......_ .... -11- �� _
--
- 0.61 ` -
- 7 76
-_ 7 _ -. __ -_--
1111..- --- - - -..-
0.19
- ._ -_r- 1-111. -.-_
...__ ... _ _...... _..._..._.._.. . -. . .
-- -- -- .- _ ---1-,---,--
1111
_. - _ -- - Q= I
I
[
0.90': cfs . _
-- - - -- - - --
DA -2D
-_ 11 1111. - --
- -
!
-_ ;-
__ _ __I_...
Total Areal
_ 1111.1111 _.I..._
5,9111-
.
I
- -- ! -1111 _..
--d- . 14
I _.
-
i Ac
-
- - - -- - ._ .................. _.......
1111.. ..' Imp Area,.
. -.. . _
I
i _.. -1--1
_ .I
I I
i
1 - -- - -1
...- - - -,-
1 ___
-- -
€-
! 0.14,Ac.
I
I
-...- 1111 -- . 1 111 - 1111 -_{
C
.. _ - -.- 1111.. _ -
1 100%
111.... ..... _.....�
I 0.95
_.... ..............I ......,. 1111 .
I
0- I
I I Ir _ .; . -
._...... . -1111 ,,. ,...�. ... 1111 ...._i....
I
• - __ - - °-
d/o
1111.. 1111
_ - _ - --
0.451
._ 1111. -i
- -
,--- ­ _ -_i_ ....._....
000;
. 1111.. i.
. 1111. 1111.. _ 1111 _. ..
1111..
_ _ _.'' .. _ . _ 1111...
.._.__.... . ._.I_.._...... _ 1111!.._
_.
1
.. .. .. 111- -I .
I.. . ....... _- _.J
.,.1111_._ ._.I_______
1111
I! C
-... -- - - -I
J
1111.. _ . 1111..
fl 95 • I
-- - -- - -I - -- - - - - --
L -_ -___
- - -- ,- -_ __ -I--
Q
!
�1
C
! 11- __ --
0.95
i
( I
_- ___�..
8.63 I
I
--
- -_.. _ .. _..._.._..
0-.-14-1
- _ _,_ -_�I_.
i
._......... -1-1. 1111... 111.1.
......_.... -1_
1111 _........ .. 111
_ - - -- -i
I... j -... .._.._!_._......__._.____._.._.
... - -1111 ...._....
........... ....__f. .. ... 1111 ..__.....I
1
... 1111... ..._.......1,._
I .._.1..__.....
1.15 cfs
.- _._._..._,_- ..- ._. -...
i'
Lj
d
w
z
U
z
1
0
Lj
d
c`n
Z
n
U
N
U
w
Ln
M
z
I
0

E
CL
r
N
0
N
0
ra
a
OUTLET PROTECTION OP -1
Subdrainage Area: Discharge from C131
4
A,�pendlces
r
j r ,AI{I51 .IRi�fElll
wlllx;W,I�fl�lil,
, Iark mfi I.i
1f � I %■!Jl ■1 li
1, I � ■� �� � �i"I�ItI i� t ln� i l' ��'IIEYI
II �I u I .r I ' d ��I @'' :u.■IitYlSs {��
T (0, • j} � '1{ fin iClo { {�liel
C IIIRIIi I I �� I .a llh IlillA{ I"', "f {'iii .
OF, ii{ SAO r
:u��lll�l�
Illli'w { °r ' Q e�Il�l
I ■1 1 r°ei a � f
��I° a oral um ■ I, s ■ 1 w nlRrrl lK w I I° �I r I^ >€fll.
IIIIIgi1 iIIltllllw0 {r � rsl,5i �if ; � � "" :I Irl 11a' '" r!Fipl ''+`�
lllllq {{ i {gi911C¢} °- li�r'�• Ed E, ..,Jji
r
Hill Hrr ■1ILl f ■ E,WI M1ll {111!1 1 1 ,
M u
r�lllnllrrnw•mwufr ELI 1 1 .-
.�U 111 � •i.•
.ill Inl l I i 11 i 1 0 _ Eii' a��
r q ail nli'i tl 99 { IIA .�q�u++Pr.�7� �•I''ij l I
A�C 1 i awl xl�Ilalr l�uPC IIr3.�'-1 >�"''r ;lili j II
��. _rprAllr"'•�,I�r'.;Ir1 i , I I� ,
���I. �■■■■■iiIwrI HIl' � II�iIEi !..�1Gill'jl { {I�.l���.."�r'lll�
ICI I 1 RRT■■R ■RI.1, 1 w �lil1{ ='r �liR,lii!SIh,;L ii1''iiiimnrliili
Im'Elilil�il {nl {� ' tlgiii{ fir" l' :i.■IF� I'1 it 1111 d 'i iil{n ne1g11:
ularunu 1 I 7■ ELI l�� ' , 1r.■xr
°0114 RII {I��{IAIi rrr
IRA I 1 F111 I���rr�� ,.6, ..yNl rE 1
■ r ay.I�lll I{I(JI n
�l7I F Mi}%t• I■rir lip If �11�11111.�� =i {Ia1I1 1 111 I r[
Ileeal1111 IFFe.}I Ir.II��r. j , I �.'r�'� � °�!�1,�;;€.1i},yIaII�,�,g�rr��Y�i 3■ ss■.11I11���a1�W�japrr1I�� � IrII1�1 11111 +yIt�,I
l� +�.[Il,'I�y l��%r��Y�il�wlwlA����YOrwwv YIr1111eI�n/Y1� M��
»Iltll{f�ilM "�1�® 1[I®MUIE��ll�� 1
, •i 111
1
1
•r
SEDIMENT BASIN SB -1
1
OUTLET PROTECTION OP -2
SEDIMENT BASIN SB1
;
Date`
July23, 2012
I
.... . .........
SKIMMER SEDIMENT BASIN
Area:
�',,,� By=
WLF
3..
............. . ........... ....... _
-- _. _ -
1.30'.ac
........... .
Intensity:,
-
Basin Sizing'
I - --
1 E
38,346.00 sf
Drainage area number:: 1
Coefficient::
0.76'
Disturbed area:: 1.68
lsturb
acres
2.
..... - ....... .... .._.. - .. ..___... _ .__..... .._
Ditch Design
g
Runoff coefficient, C: 0.50
............ .... _ _ _. - __ ..._ _ .._ _ .__ _ _
.._ _ ... _
_ _ __ ___
acres
Rainfall intensity, I. 7.76
in /hr
Side Slope Ratio.
- -
Runoff coefficient, C:1
10-year r un- o-f- f, Q=. 6
ft/sec
j
. ._. ... ....._..
-
_ ...52
- - ..... -- ....._.....
Volume required,= 1800 ft per acre disturbed area
-__ ______.--------- ---- - ----- .i____
!! -
-_
Wetted Perimeter.
- =1800 X 1.68 =
10-year runoff, Q=
6.71 ft'/sec
0.774ft
3, U41
ft3
Volume required
I 3
' � 1800 ft p er acre disturbed
- .._......... - .._ __..........._ ......... .... ..... ... ... ...
2 3
= c
Surface area required; 325 ft perft Ise Q10
- - _....
Slope, S:
=325 X 6.5184
0.067VIlt I I.
I
1.26A/ sec OK
I 211 8
ft
IIIIF
I
I �
Elevation
Depth
Area I Volume
.
Surface, main pond', 160.5
3144
-
1
2141;
2
'C
2 ft
182
Bottom of shelf 159.5
ft
11381
_
Elevation Depth
E
1
10281
Surface 1 main P and
Dewatering elevation 158.5
37 40
918;
I
3.5
21351
2629.5;:
Bottom of main pond: 155
Bottom of shelf
302;
1519
-- -- -- l - -_- - -- ___
L. Surface, forebay 160.51ft
..... _ ....
725,
-.. --- .._... -.. _....
1
_._.......__.. -- -------------- - - -..
.
ii 4,5
17641 ... ......._
Dewatering elevation
- - -- ....._..__...__..__.1........_
Bottom of forebay: 156
.._.._.._
ft
- - -.._
59
- i Basin volume =
3.5
70681ft3
Basin volume required
q -
155
_ 3024,ft3
Conclusion :ADEQUATE
160. 5 f
i.
- -- - _ - - _._._._...........
Spillway Design
.....
Skimmer Sizing
Weir coefficient, Cw: 3
Maximum water volume:; 3,169jft3
-- ...._....
156 ft
Maximum flow depth: 0.50
ft
Max. Dewatedng Time:! 72
-
hrs
Flow, Q: 6.52
ft3 /sec
Minimum Skimmer Size: 1.5
in
Bottom width =,Q/ (3 x H "1.5)
Factor j 2880
ft3
,6.51841 (3 x 0.5 "1 5)
Orifice Area 13169/2880
6.1
ft
= 1.101
in
._............_
..... .... ..
Skimmer Sizing
. __ Orifice Diameter 1 18
in
------ ___ .- - - - -_- - -- - ___m_ - - -- -----_ _.._____...-----
.._- _- __- ____ -_
Outlet Structure Bouyancy Calculation
Maximum flow depth
0.50 ft
Exterior volume of box =A! x 4' x 4.5'
72 hrs
I 6.71 ft sec
Minimum Skimmer Size
2 in
Interior volume of box -'T x Tx 2.5'
/ (3 x H "1 5)
_
I Factor'.
_ 22.5
#3
1 6 71241 (3 x 0 5 "1 5)
Orifice Area 4015.5 1 3369
Volume of concrete /grout ',72 22.51
-49.5
______ _ ._ ...._..__.._.__.._.....__._....
6.3 ft
_.........._ .....__..... - - ._ ._____ -- .
= i
._ . _ - -- .
1.19 in2
j
_ _....
1
0
Orifice Diameter =
_ _ ........ --
. 1.23, in
Unit weight of concrete 145
NO
I......
_...... _. ..
Weight of box =,.49,-5_x_.145_
-
.
7177.51b
-.
_I
Unit weight of water:' 62.4
_ - - -- _...------ .._ ...........
.. -..._. __ .. --- _. -_ -- - .......... _... .
___ - - - - - . .... ...... _._
Weight of water displaced ='' 72 x 62.4 lb/0
-
4492.811b
Box will not float
l
9
purlcr U • ga 4 La
PIPC
4'10maler too)
Ld �+
oi.Fo
i
r
3
N t
a
L°
. cc
Dlachargeltt�lae,:) - -- .�� ...-
Curves may not ba axlra¢oletEd,
rlarm,Lilaa bcF 4n a!pug7L pfvSa r> n prat =rJWn riMt a round plpq flaring hl I. rrtn(mLm b ?rra�r rrrdi'nn (jw t05 dle,lrlcrj.
La= 10 ft
dso =.4 ft = Class A Rip Rap
W =12ft
ik, M93 Do= 18" = 2 ft outside diameter
SEDIMENT BASIN SB -2
OUTLET PROTECTION OP -3
Subdrainage Area: i Discharge from Fire Road Culvert
..... .E..
1 I
APPVulfus
3n
thll}.`.i u pn 4 L. I- I
I t
dl meler 413oY _
ao
o.spo O
_ _ I.
N111-1
QI'nChr�fge (ft313e.:) -'- • •• +••• ••••
Curves may nv bs BXlrapclste i.
Ftatmr�a6at? c�pncy+ autlerplalu: rr: nFa- arcnaq( rtMershndplvallaringf�il •rllnlmunbirratcrrcrdiicn(Y c0r+tlirrnrlcrj.
La =10ft
d5v =.4 ft = Class A Rip Rap
W =13ft
Hm 11M Do= 24" = 2.5 ft outside diameter
E
SEDIMENT BASIN SB2
;
Jul 23, 2012SKIMMER
Road Culvert _.....
- -- - -- - - - -- --
I
.... . .........
NWLF
Area:
SEDIMENT BASIN
56,758 sf
3..
............. . ........... ....... _
-- _. _ -
1.30'.ac
........... .
Intensity:,
8.63
Impervious Area::
38,346.00 sf
Basin Sizing,
Coefficient::
0.76'
Runoff
Drainage area number:
2.
..... - ....... .... .._.. - .. ..___... _ .__..... .._
Ditch Design
g
,
--
Disturbed area:
acres
3:0 ft
30 ft h /ft v
Side Slope Ratio.
- -
Runoff coefficient, C:1
_1_7.3
0.50
Water Depth:
j
Welted Perimeter.
Rainfall intensity, I:
7.76 in /hr
.. ....-
Wetted Perimeter.
10.91'ft
10-year runoff, Q=
6.71 ft'/sec
0.774ft
VR:
Volume required
I 3
' � 1800 ft p er acre disturbed
area
0.135; (2" -611 grass)
Slope, S:
=1800 X 1.73
0.067VIlt I I.
I
1.26A/ sec OK
l
3,114 ft
- ......
10.61 ft3lsec OK
I �
Surface area re uired
q
- 2 3
- 325 R per ft /sec
P Q10
+
=325 X 6.7124 =
2
'C
2 ft
182
I
_
Elevation Depth
Area
Volume
Surface 1 main P and
l 160.5
37 40
I
{
I
1
2629.5;:
Bottom of shelf
159.5
1519
'
-------- ----- ._....
-.. --- .._... -.. _....
1
1386.0;
Dewatering elevation
158,5
1253
l
3.5
3008.25;
. ......
Bottom of main pond
155
466
Surfac e fore bay
160. 5 f
8391
4 5.
2182.5
Bottom of forebay
-- ...._....
156 ft
13111
... _..... _
Basin volume -
9206.2513
Basin volume required -
3114 ft'
Conclusion:
ADEQUATE
_....__...- _...._:_
Spillway Design
._............_
..... .... ..
Skimmer Sizing
.... ................ ......
__......... _ .. _.._.
Weir coefficient, Cw:
3
Maximum water volume
. .. ..... _
4,016; #3
Maximum flow depth
0.50 ft
I Max. Dewatering Time
72 hrs
Flaw Q
I 6.71 ft sec
Minimum Skimmer Size
2 in
_
Bottom width =IQ
/ (3 x H "1 5)
_
I Factor'.
_
. __-
3369. ft3
1 6 71241 (3 x 0 5 "1 5)
Orifice Area 4015.5 1 3369
- -----------
=
______ _ ._ ...._..__.._.__.._.....__._....
6.3 ft
_.........._ .....__..... - - ._ ._____ -- .
= i
._ . _ - -- .
1.19 in2
j
_ _....
1
- . . -
Orifice Diameter =
_ _ ........ --
. 1.23, in
SWALE 1
OUTLET PROTECTION OP -4
Subdrainage Area Discharge from D112
rlpprruTirses
3o_ ___
Discharge(Olsec)
curves may nca be axlra_--DletCj,
r lac, oBUG= L}^.r:h,0.tAUII ?lprotuxr:nFret dbA110ASreLndpl anibr inghli. rrllnllnLti 'rrb3rrsb:rrr_rldtcrltrwe0 stiernelrr).
La= 10 ft
dso =.4 ft = Class A Rip Rap
W =12ft
ROT. I 9!3 Do= 18" = 2 ft outside diameter �.tf6a
SWALE 1
i
From CB #2 to Fire
--
Road Culvert _.....
- -- - -- - - - -- --
I
.... . .........
Runoff
Area:
Area:
56,758 sf
............. . ........... ....... _
-- _. _ -
1.30'.ac
........... .
Intensity:,
8.63
Impervious Area::
38,346.00 sf
Coefficient::
0.76'
Runoff
8.49 cfs 25 r
..... - ....... .... .._.. - .. ..___... _ .__..... .._
Ditch Design
g
Lining:
--
Lining: Grass-legume mixture, easily erodible soil
Boo Width:
Bottom i
3:0 ft
30 ft h /ft v
Side Slope Ratio.
- -
3.0 ft hlft v
- -- . . . . .. ... ......
. . .. .. .... ..... ....
Water Depth:
1.25 ft
Welted Perimeter.
Area, A
.. ............. ... ... ... ................. ................. ................. .... ....
8.441 ft2
............... ... ...... .. .. _ ,.. .. ... .....,., .,.,.�....
.. ....-
Wetted Perimeter.
10.91'ft
;
0.2231
Hydraulic Radius, R:'
0.774ft
VR:
0.97
Roughness Coeffticient, n:
Roughness Coeffiicient, n:
0.135; (2" -611 grass)
Slope, S:
0.018,fuft
0.067VIlt I I.
Velocity, V= 1.491nxR211XS112:
1.26A/ sec OK
I
....... _. _ ._ .
Flow, Q:
- ......
10.61 ft3lsec OK
Flow, Q
SWALE 2
;
l
� i-
i
I
I
I
I
i
I
I
OUTLET PROTECTION OP -5
Subdrainage 1 r Discharge
pipa
rml
''
ok
.r >a
pq.u1
�..� ff li jii�'•�II
1
�pl1r 1 rill■ -,Ir r u
c , Ilm 1E1�! 1 °I1p �Ml .7 Il /r�lrall! IL I� '
I1 , 1 I 777'f/flii {:rflll• Eft�r�il�l[,
rl , �,� �u w W rnr�rtt Ilali�{ j
I ql�. �'r/iIpiAl 11■EI1.��. ,r
■�q II!■I a r��1r,Ifr1f;lrIyy�,�� r / nlgiu { { {!u' , °I {.i'.I .
O r I I i w•JMiL �[ R111II�1II" .. ■iuEII{I {71
■■ 1:1 I flow► i� rdtl J rn,all.1
�rr■r ■1. ar j , jll: ■rrrA■ ■E4 p � I 1r. ,
II I APoiii. 1' : [�, ••7 rlllq Ilr,wwwrr■ �',atGERlit.
I iR�ll I n 1 ..A °.■r {�'',1• .. • �' hf''r� /f� ' iiwii;l I irtl�lu:�IAIi
t
II �n� 7{T I[jry�� 1I■■ _s I �I�ft 'IdI1� ■�0 ■■ IIiF IA IJIIIi EIIfl[:j-
il IllllllilllEl�I�� w � �� '.i -.sl ��l L11 11 I jl• ' I 11,��1 ■ � � r 111(lf`I: I'� K�1
-• I -� rr-�ar rl II � l � "IiGl�l'll i 'a{CI��I ,,,, :i'f: Er 'f.
1 ill in wiwl •.m1 iwl�rr�i ellnl. r�jy.
3 5 10 20 50 I ua r� ;ir• ! 1: {�iIP'�.J'f'1'- �[ {alrll!ila1
' I I x� ■ I� Ar ■ r• • rJ"• Iif?aruiiallWiSir
i��' w■Ille x ■(� ►- :r��7111[r�"r' r�ir lcl;� %mYiilir'_�li { { {{
{frill r � '�a"Irr"'i■i� �1@'I` `r'. -rte' ' ,�I�LP;d!�$Insm:v uu I I
ll ®RI {u IpI Y ��r.�II {����ry;� li � i�i I I{ jlj���Fr�illili ,l'�x'oyu'�iniii {'
rllw■IlElt�llll� ' ' •...�i ✓lt {II�jIY'�'' {iY�Y`1Y��0�� I l�%IAIg19tIAil °ai1aI {1
�r)E!Fd'III C'iiI{�+sal�.'�II rE
Ir 200 500 1033
{ . ft Class B Rip Rap
D. outside diameter
SWALE 2
i
1
3 From CB #2 to Fire Road Culvert i
Runoff
o
Area:
_
14, 900 sf l
0.34 ac
Intensify:
8 =63
Impervious Area:,
- -
O.OD sf
- ._. _
i Coefficient:
0.353
Runoff =
1.03' cfs 25- r
Y I
Ditch Design
9
I
1 _
I f
I
Lining:
Grass - legume mixture, easily erodible soil
i I
I Bottom Width:
_ _
E
I
6 0 f _.
Side Slope Ratio
30 ft h /ft v
I Water Depth
0.25 ft
E Area, A:
E ;
1.69ft2 j
Welted Perimeter.
E
7.581 1
E
i
I
I
Hydraulic Radius, R:
;
0.2231
i VR:
0.231
Roughness Coeffticient, n:
0.135(2 " -6° grass) i
Slope, S:
0.067VIlt I I.
_.._...........___ .. . ..................... _ _.._..._.._ _..._. _.
S
112 Velocit Y, V =1 9 In x R 213 x
...._...: ....... .......
1 04 ilse c 1 OK
Flow, Q
3 1
ft Isec
1.76 `OK
1
DRAWINGS
©©W
/`1
FINAL D r���
FOR
REVIEW ONLY
N
NOT
FOR
CONSTRUCTION
UC TiO
■I_
1W
� M
N

E
co
M
N
0
N
CO
m
M
m
GENERAL SITE AND ' LIMITS OF
NOW OR FORM�F LY
CONSTRUCTION NOTES: / / , - DISTURBANCE
HARNETT FORWAR[7 TOGETHER COivIMITTEFt
�,•''
DEED Bp6K
R OF LOTANo. 4� 1 ,'
BRIGHTWAT�R PHASI` 1
MAP 800K,, 2012, PAGE 34
MAP' BOOK 2IS10, '
1. EXISTING UTILITY SERVICES ARE NOT TO BE -- — — '
PAGES 575 576,
_ \ �. 5_ MAP BOOK/'2010, PAGES 485` -48 '
INTERRUPTED PRIOR TO APPROVAL BY THE , / , ' 1g ,MAP BQOK 2010, PAGES 44 -645
�'
PROPERTY OWNER AND ENGINEER.
PIN 0650-7,9-1646 .00O , Ile
TEMPORARY UTILITY SERVICE SHALL BE // / \ r_- _ _ STOCKPILE AREA
AVAILABLE DURING INTERRUPTION. A MINIMUM i \ I _Ian
NOTICE OF 72 HOURS IS REQUIRED PRIOR TO
INTERRUPTION. WRITTEN PERMISSION FOR
INTERRUPTION MUST BE GIVEN PRIOR TO
PROCEEDING. \ I �_/ ,,
2. ENGINEER DOES NOT GUARANTEE THE
ACCURACY OF UTILITIES SHOWN OR THAT ALL
UTILITIES ARE SHOWN, ABOVE OR BELOW THE
SURFACE. THE CONTRACTOR IS RESPONSIBLE
FOR SUBSURFACE UTILITY LOCATION PRIOR TO
CONSTRUCTION TO DETERMINE THE EXISTENCE � ,'DI No. 5
AND /OR EXACT LOCATIONS, BOTH HORIZONTAL /�'Q�/ _+B4 RIM 169.6 y y y
AND VERTICAL. CALL NC ONE CALL /// INV. 1 fi6.4
(1- 800 - 632 -4949) AT LEAST 48 HOURS PRIOR TO /, /SV/
DIGGING OR EXCAVATION, AND CONTACT
INDIVIDUAL UTILITY COMPANIES FOR Q�j r ,ra -" / tK _
+_ ='' \ ,
ASSISTANCE IN LOCATION OF UTILITIES. /' �' ,' `� �� ,so /" � ��' '
s -
WETLANDS -
, / j�� X169,8/ ,� �' �
3. CONTRACTOR SHALL VERIFY THE LOCATIONS '% 0 169.5
g -� NOW OR FORMERLY
AND SIZES OF ALL EXISTING FEATURES PRIOR / ,' +- Y 1 x '��
f- , -.;: TCifi3.85 / , f' .� HARNETT FORWARD TOGETHER COMMITTEE
TO CONSTRUCTION. THE ENGINEER SHALL BE NOW OR FORMERLY / ~Y
,� HARNETT FORWARD TOGETHER COMMITTEE � , ,_' ,16 -• � Y '" ,� p DEED BOOK 2252, PAGE 911
IMMEDIATELY NOTIFIED OF ANY DIFFERENCE(S) DEED BOOK 2252 PAGE 911 "- - ---- - 4 - -Y- 69.4 W W LOT No. 3
/' ,' LOT No. / � l _ _ ♦J Cc�'' � "' ` "' "' "' BRIGHTWATER PHASE 1
FROM THAT SHOWN ON THE DRAWINGS. / - - 169 4 , , CB No. 2 MAP BOOK 2012, PAGE 34
BRIGHTWATER PHASE 1 �� MAP BOOK 2010, PAGES 575 --576
CONTRACTOR SHALL SUBMIT SCALED MAP BOOK 2012, PAGE 34. -''- - _ Iii RIM 169.0
_/ / - .Dt No. 1 DI No. 6 _ _ _ _ MAP BOOK 2010 PAGES 485 -487
MAP BOOK 209 0, PAGES 575 -576 - - _ _, 72 -- -- D _ INV. IN 165.7 '
DRAWING(S) OF THE DIFFERENCE(S) OR MAP BOOK 2010, PAGES 485 -467 - ;� RIM 169.5 - "RIM 169.5 Y - - MAP INV.. OUT 165.5 P N O 00-79-1646.000
51 0, PAGES 60-645
FORMERLY UNKNOWN FEATURE(S) TO THE MAP BOOK 2010, PAGES 644 -645 / ,� INV. 166.5__ -INV. 166.5 LF 15
ENGINEER ALONG WITH A WRITTEN REQUEST PIN 0650 -79- 1646.000 �� % - -' - - _ - ; CPP ^ -- 5$ -' .� y
FOR FURTHER INSTRUCTION AND DIRECTION. -:� - , �f %,.' _ _ - --- ^, ^ ^T is TC169.7 /
TC169.6
4. CONTRACTOR SHALL LOCATE ALL EXISTING
�,� -------------- /
UTILITIES PRIOR TO CONSTRUCTION. s� j A ' / OO - l y y
NOTE: CONNECT ALL ROOF �RWNDROPS/
r / .' . _ -TC 1 9. h$'
. (SEE ROOFING PLAN AND PLUMBING PLAN) , 6s - - - - - - - ' -
TO PROPOSED UNDERGROUND STORM - __ y ^
s ' . ,'CONNECTION S SYSTEM. DROPR INLET DI No. 7
5. CONTRACTOR SHALL REPAIR ANY DAMAGES TO BOXES. RIM 169.5 t /
EXISTING UTILITIES RESULTING FROM y' X
-�� ,. —FIN. FL: EL. 171 .00' — INV. IN 166.1 - � �� "
CONSTRUCTION ACTIVITIES. ,�D! No. 2 INV. OUT 165.9 -
RIM 169.5 DI No. 8
INV. 166.0 ,� !1 RIM 169.5
/6. ANY CONCRETE ASPHALT CURB & GUTTER OR +�6 INV. 166.5 -- 167- -
:_
OTHER TYPE OF PAVEMENT SHALL BE SAW -CUT ,¢ , -` _rr —~ 6s_,'/
AT EXTENT OF REMOVAL PRIOR TO THE / �` %` ,'~ /
FES INV
- • / %' ^ .
REMOVAL. CONCRETE ITEMS SHALL BE '
/ OUT 165.0
SAW -CUT AT THE NEAREST CONTROL JOINT TO
THE REMOVAL AREA. �� '`° ,'DI No. lb
nll
RIM 169.5
INV. 166.5
7. CONTRACTOR SHALL COORDINATE ANY ,�
REQUIRED WORK, RELOCATION, INSTALLATION, .., DI No. 3 ` a.;:=::;'' DI No. 9
,i'- �,t3 RIM 169.5 -� •�..
OR REMOVAL OF EXISTING UTILITIES WITH THE z INV. IN 165.5 / s "� �, `'`' ,, RIM 169.5 r� /
oA INV. IN 166.3 - INV. IN 163.75
APPROPRIATE UTILITY COMPANY PRIOR TO THE ♦ -'INV OUT 165 3 / ,o
BEGINNING OF CONSTRUCTION.
FINISHED CONTOURS ON
/ \ ` ADJOINING SITE BASED ON
8. TIE -INS TO EXISTING PAVEMENT SHALL BE ` OBTAINED ENGINEERING PLANS
1
FLUSH AND EVEN. WHEN INSTALLING NEW
ASPHALT TO EXISTING SURFACES, EXISTING C�
SURFACES SHALL BE COATED WITH ASPHALT
SPRAY TACK `fiO
- -173- -..
`.
174
r >3
r�
General Notes
1. WETLAND LOCATION TAKEN FROM A MAP
PREPARED BY ENOCH ENGINEERS, P.A. TITLED
"WETLANDS DELINEATION MAP FOR
BRIGHTWATER TRACT ", DATED 04 -22 -2008.
2. THE PROPERTY SHOWN HEREON IS LOCATED
IN FLOOD ZONE "X", AREAS DETERMINED TO
BE OUTSIDE THE 0.2% ANNUAL CHANCE AND
FUTURE CONDITIONS 1% ANNUAL CHANCE
FLOODPLAIN PER FEMA FIRM PANEL
3720164000J DATED OCTOBER 3, 2006.
3. THIS PROPERTY IS LOCATED IN THE WATER
SUPPLY WATERSHED CLASSIFICATION N
(WS -IV).
• INV. OUT 166.1 FINAL DESIGN
DI No. 12 > =' /
172,1 r f...:f ' "- .RIM 170.0 ' �, y 1 ��� / ��, �` '' NOT RELEASED FOR
DI No. 11 ��� INV. IN 163.4 If ; /
,RIM 169.5 INV. OUT 163.2 ; / CONSTRUCTION
INV. IN 165.9 - -' ��• / y Ir ` �' i
C- INV. OUT 163.7 '�cA j _ �, `� /'•I
1`71.80 �,' 4
0
Ln
g
U
NOTE:
\ s `yam`' ,,r 11,50 =DI /No. 4 — �' ry I �° TC INDICATES TOP OF CURB
y/
�'A _ +1 '' `� '' �'j RIM 169'9 / 1 4 ADDED GEN. CONST. NOTES Os 17
�L 's 7�o INV. 165.9
9. ALL ACCESSIBLE ROUTES FROM HANDICAP 12 / /
PARKING SHALL BE MAINTAINED AT A MAXIMUM `�` �,':- ' ! ,`° v; / / °
9. �
16 _ ,, 3 ADDED EASEMENT 09/12/12
SLOPE OF 1 PER 20 LINEAR FEET. CROSS 9, -_ - ,� sL - ,6 " "�YY 1_
.n `� / HqR a• i `� 2 REVISED PIPE NETWORK 09/04/12
SLOPES ON ACCESSIBLE ROUTES SHALL BE A �- �; _ Uoa
MAXIMUM OF 114" PER LINEAR FOOT. THE 16� f r _ " \ , - -'r ' / ,! f . �REyyn' r' / �' 1 REVISED GRADING PLAN Os/2a/12 e
sa_ -'�a \\ ,� `� `� /' ,/ FFR !' / ,' No. Revision/Issue Date o
CURRENT APPLICABLE ACCESSIBILITY CODE / _ --
SHALL BE FOLLOWED.
i / _`• r �.'` \` � / ` / 'Q . lf�` II /i�r� l' r / �' `' \ NOUlBf10! /��� °
FES I NV. I r o O • • Al
10. COORDINATE INSTALLATION OF ANY REQUIRED OUT 162.0 r _ ` I II �,•�Q� � 7b, "'y9 ' Ln
6 + \ 1� 5 I S Q i M
FIRE APPARATUS WITH THE LOCAL FIRE ' -ti166 - -- \� 1-
5 '� , � / + ry + I � �° / � � Syy,�{{yyyyL : e Slgnatu z
^v. , \ -- -164 -- - -'` '� I � 3 tJLA3Va,
MARSHALL BUILDING CODE INSPECTOR AND ��i , / / /r ' ' + jjlr 1 �� ''� I 1 ` = Cs, a
FIRE DEPARTMENT PRIOR TO INSTALLATION TO /°\ �e 6 \ +65' - J ..� f + �- / e .- .F,�entE��`• �
VERIFY LOCAL REQUIREMENTS. �,� ►V`�`\ ��,�, CB No. 1 -� -9� r ~� ' �- =� 1 `� °�', •/Si "'..•..••'��`r' q �"� �0��•
RIM 168.5 DETENTION Dare
` +�" INV. IN 162.7 _ - }62 -� _ _ -_ -_�
G91F f INV. OUT 162 /✓ ;;, EASEMENT / o / / `,\ ,
WET DETENTION tit ��
11. FINE -GRADE AREAS TO DRAIN TO INTENDED / �
DRAINAGE STRUCTURES IN ORDER TO PREVENT " �� BASIN 2
ANY STANDING WATER. IF THERE IS ANY ` ill :. '� -" W�•, �� r
QUESTION ON THE COMPLETION OF THE FINAL I \+
GRADING, THE CONTRACTOR SHALL CONTACT ~r�=� .. _�- - �. >�; ii �6Q COMMON OUTLET' STRUCTURE / ' NOW OR FORMERLY
THE ENGINEER PRIOR TO CONSTRUCTION.,�s HARN D ED
FORWARD TOGETHER
BOOK 2252, PAGEC9MMITTEE
4" GATE VALVE
MAP BOOK 2010, PAGE 575
CONSTRUCTION E SEDIMENT `` Q] - + �-1 �+ r I ! ~ MAP BOOK 2010, PAGE 485
R CTION SEQU NCE FOR CONVERTING THE FES �� �; i r I \ /�• + r " PIN 0650- 79- 1646A00
BASIN INTO A PERMANENT STORM WATER MANAGEMENT BASIN / INV. OUT 162.0',_'� 4 PVC EMERGENCY DRAIN ®0.50% TO DAYLIGHT 4`l
1, AFTER COMPLETE STABILIZATION OF THE SITE AND /IS " . 24 RCP DISCHARGE PIPE ®1.30%
APPROVAL FROM THE NCDENR EROSION CONTROL sg /-� --FES INV. OUT 162.0
INSPECTOR, REMOVE ALL EROSION CONTROL MEASURES, 1
DEWATER THE TEMPORARY SKIMMER TRAP AND CLEAN ''� WET DETENTION BASIN 1 ' }
OUT THE ACCUMULATED SEDIMENT.
2. FOLLOW ALL RECOMMENDATIONS OF THE OWNER'S / a
ENGINEER FOR ALL BASIN REPAIRS AN D MAINTENANCE.
3. REMOVE SKIMMER AND BARREL PLATE. PLUG OR CAP
SKIMMER CONNECTIONS ON CONCRETE RISER.
4. GRADE THE BASIN TO FINAL GRADES INDICATED AND
SEED PER SPECIFICATIONS.
5. INSTALL PLANTS PER DETAIL ON SHEET C601.
/ NOW OR FORMERLY NOW OR FORMERLY ` NOW OR FORMERLY
NO WETLANDS SHALL BE DISTURBED. HARNETT FORWARD TOGETHER COMMITTEE f�� // HARNETT FORWARD TOGETHER COMMITTEE HARNETT FORWARD TOGETHER COMMITTEE GRAPHIC SCALE: 1" = 40'
DEED BOOK 2252, PAGE 911 i DEED BOOK 2252, PAGE 911 DEED BOOK 2252, PAGE 911
' MAP BOOK 2010, PAGE 575 �,�� 1 MAP BOOK 2010, PAGE 575 MAP BOOK 2010, PAGE 575
MAP BOOK 2010, PAGE 485 MAP BOOK 2010, PAGE 485 MAP BOOK 2010, PAGE 485
/ [ PIN 0650 -79- 1646.000 / j PIN 0650 -79- 1646.000 1 PIN 0650 -79- 1646.000 I 0 20 40 80 120
ton, Sr., P.E., Im.
ENVIRONMENTAL ENGINEERING
— T WASHINGTON STREET
COATS, NORTH CAROLINA 27521
PHONE: g10-697 -7070 FAX: 810 - 897 -6767
License No. C -2570 tiwm,ddayIDn.com
HARNETT HEALTH
INVESTORS LLC
HARNETT COUNTY, NORTH CAROLINA
Project No: 173001 Fire Name: 173001 MAS
Designed By: CTC Jr. Drawn By AEB
Checked By: CTC Jr. prof Eng.: CTC
Sheet idle
GRADING AND DRAINAGE PLAN
Date JUNE 2012 Sheet
Scare C500
AS NOTED
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CLAY LINER
-TOPSOIL
IIPERMAN
PSOIL
SECTION A--A
SCALE: 114" = 1 -0"
BERM CONCRETE ANTI -SEEP COLLAR -
EXTEND 1' BEYOND R.C.P. EACH
SIDE
I_
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MINI
NOTE:
PROVIDE GATE VALVE ON DRAIN LINE W/
CAST IRON BOX ON BACK SIDE OF BERM.
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POOL ELEV. 160.0
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r 15
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TOP OF BERM ELEV. 162.0 3 3
161.0
1 (-
—I I II I i —;: ,' .� . TOP OF SHELF
111 I I- r: , .r:. ,..,:; .•'. - 1 I ( ELEV. 160.5
- BOTTOM OF SHELF
ELEV. 159.5
TOP OF SEDIMENT STORAGE ELEV. 155.0
BOTTOM OF SEDIMENT STORAGE ELEV. 154.0
CLAY LINER
24" R.C.P. DISCHARGE PIPE-
W/ 0 -RING JOINTS @ 1.30%
I I I I I�I I I1 I I —I I l��l_ I_II I
4" SCH. 40 PVC 1 = 1
EMERGENCY DRAIN
PIPE @ 0.50%
G �C
RUBBER BOOT
1" X 14" STEEL HIP
BARS SLOPED 35.3'
WELDED TO ANGLE &
END PLATE
CLAY LINER SPECIFICATIONS
z TOP OF BERM ELEV. 162.0
-_
CLAY LINER
THE CLAY LINER FOR THE WET DETENTION POND SHALL BE 12 ", MINIMUM, THICK AND CONFORM
TO THE FOLLOWING REQUIREMENTS:
0. UNIFIED SOIL CLASSIFICATION SYSTEM DESIGNATION OF CL, CHL OR MLSC
b. MINIMUM OF 40% PASSING #200 SIEVE
C. MINIMUM PLASTICITY INDEX OF 12
d. MAXIMUM INFILTRATION RATE OF 0.01 IN /HR
A MINIMUM OF 2 TESTS FOR EACH OF THE ABOVE PARAMETERS SHALL BE PERFORMED AND
SUBMITTED TO THE ENGINEER FOR APPROVAL.
THE LINER SHALL BE COMPACTED TO 95% OF MAXIMUM PER ASTM D698 AT A MOISTURE
CONTENT WITHIN t3 PERCENTAGE POINTS OF OPTIMUM.
ONE COMPACTION TEST SHALL BE PERFORMED FOR EACH 2500 SQUARE FEET OF LINER.
THE LINER SHALL EXTEND TO THE TOP OF THE PERMANENT POOL.
8" OF TOPSOIL SHALL BE PLACED OVER THE LINER.
CARE SHALL BE TAKEN NOT TO DAMAGE THE LINER AS TOPSOIL IS PLACED.
5' -O"
0
EL. 159.7
EL. 15=FILL
LONGITUDINAL SECTION
1" X 1" X 1/4" STEEL ANGLE
- PRECAST CONCRETE
BOX
WELDED FRAME OF
I rr X 1" X 1/412
STEEL ANGLES
/2" DIAMETER STEEL
ROD BENT @ 45'
ANGLE, WELDED TO
-RAMS, ANGLE & BENT
RODS
1/2" DIAMETER STEEL
RODS BENT @ 90'
NNGLE, WELDED TO
=RAMS - 3 REQIRED
2" DIA. STEEL RODS
DPED 45' WELDED TO
qME & HIP BARS -
REQUIRED
NOTE: FRAME TO BE HOT -DIP GALVANIZED AFTER FABRICATION.
TRASH RACK DETAIL
SCALE: 1" = 1 -0"
GALVANIZED STEEL
TRASH RACK - SEE
DETAIL THIS SHEET
PRECAST CONCRETE BOX
CD
1
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CLAY LINER
SECTION B--B
SCALE: 1/4" = 1 -0"
5' -0"
GALVANIZED STEEL TRASH RACK -
SEE DETAIL THIS SHEET
PRECAST CONCRETE BOX
NN \V
EL. - -
159.7
i
1/
SL
FR
16
L-1" X 1/4" STL. END
PLATE - 2 REQUIRED
1 " X 14" STEEL HIP BARS
SLOPED 35.3' WELDED TO
FRAME & END PLATE
3'-11 3/8"
- PRECAST CONCRETE
BOX
WELDED FRAME OF
I rr X 1" X 1/412
STEEL ANGLES
/2" DIAMETER STEEL
ROD BENT @ 45'
ANGLE, WELDED TO
-RAMS, ANGLE & BENT
RODS
1/2" DIAMETER STEEL
RODS BENT @ 90'
NNGLE, WELDED TO
=RAMS - 3 REQIRED
2" DIA. STEEL RODS
DPED 45' WELDED TO
qME & HIP BARS -
REQUIRED
NOTE: FRAME TO BE HOT -DIP GALVANIZED AFTER FABRICATION.
TRASH RACK DETAIL
SCALE: 1" = 1 -0"
GALVANIZED STEEL
TRASH RACK - SEE
DETAIL THIS SHEET
PRECAST CONCRETE BOX
CD
1
r
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177-1 tF._
r --
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I-mimdL
.mot
I'T -- -- —rr 11 1l--•\1'Y t'."r/. rti A nr r1 r 1 4Cn n
CLAY LINER
SECTION B--B
SCALE: 1/4" = 1 -0"
5' -0"
GALVANIZED STEEL TRASH RACK -
SEE DETAIL THIS SHEET
PRECAST CONCRETE BOX
4" PVC PIPE GROUTED IN,
TYP. 2 SIDES
4" PVC CLEANOUT FITTING,
TYP. 2 SIDES
4" PVC SCH. 40 TEE,
TYP. 2 SIDES
4" PVC CAP W/ 1 1/4"
HOLE, TYP. 2 SIDES
4" PVC PIPE GROUTED
IN -ATTACH 4"X 2"
REDUCER & SEDIMENT
BASIN SKIMMER HERE -
TYP. 2 SIDES
-
-
E
I
_
II
CROSS SECTION
OUTLET STUCTURE DETAIL
SCALE. 112" = 1 -0"
CONSTRUCTION SEQUENCE FOR CONVERTING THE SEDIMENT
BASIN INTO A PERMANENT STORM WATER MANAGEMENT BASIN
1. AFTER COMPLETE STABILIZATION OF THE 51TE AND
APPROVAL FROM THE NCDENR EROSION CONTROL
INSPECTOR, REMOVE ALL EROSION CONTROL MEASURES,
DEWATER THE TEMPORARY SKIMMER TRAP AND CLEAN OUT
THE ACCUMULATED SEDIMENT.
2. FOLLOW ALL RECOMMENDATIONS OF THE OWNER'S
ENGINEER FOR ALL BASIN REPAIRS AND MAINTENANCE.
3. REMOVE SKIMMER AND BARREL PLATE. PLUG OR CAP
SKIMMER CONNECTIONS ON CONCRETE RISER.
4. GRADE THE BASIN TO FINAL GRADES INDICATED AND SEED
PER SPECIFICATIONS.
5. INSTALL PLANTS PER DETAIL ON SHEET C601.
NO WETLANDS SHALL BE DISTURBED.
FINAL DRAWINGS
FOR REVIEW ONLY
NOT FOR CONSTRUCTION
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4" PVC PIPE GROUTED IN,
TYP. 2 SIDES
4" PVC CLEANOUT FITTING,
TYP. 2 SIDES
4" PVC SCH. 40 TEE,
TYP. 2 SIDES
4" PVC CAP W/ 1 1/4"
HOLE, TYP. 2 SIDES
4" PVC PIPE GROUTED
IN -ATTACH 4"X 2"
REDUCER & SEDIMENT
BASIN SKIMMER HERE -
TYP. 2 SIDES
-
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E
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CROSS SECTION
OUTLET STUCTURE DETAIL
SCALE. 112" = 1 -0"
CONSTRUCTION SEQUENCE FOR CONVERTING THE SEDIMENT
BASIN INTO A PERMANENT STORM WATER MANAGEMENT BASIN
1. AFTER COMPLETE STABILIZATION OF THE 51TE AND
APPROVAL FROM THE NCDENR EROSION CONTROL
INSPECTOR, REMOVE ALL EROSION CONTROL MEASURES,
DEWATER THE TEMPORARY SKIMMER TRAP AND CLEAN OUT
THE ACCUMULATED SEDIMENT.
2. FOLLOW ALL RECOMMENDATIONS OF THE OWNER'S
ENGINEER FOR ALL BASIN REPAIRS AND MAINTENANCE.
3. REMOVE SKIMMER AND BARREL PLATE. PLUG OR CAP
SKIMMER CONNECTIONS ON CONCRETE RISER.
4. GRADE THE BASIN TO FINAL GRADES INDICATED AND SEED
PER SPECIFICATIONS.
5. INSTALL PLANTS PER DETAIL ON SHEET C601.
NO WETLANDS SHALL BE DISTURBED.
FINAL DRAWINGS
FOR REVIEW ONLY
NOT FOR CONSTRUCTION
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