SW8990732_APPROVED PLANS_20031112

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO
SW8 �9n�32
DOC TYPE
❑ CURRENT PERMIT
® APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2003 �1 �2
YYYYMMDD

NOTES:
1. SURVEYED DECEMBER 2003 & APRIL 2006.
2. ALL DISTANCES ARE HORIZONTAL
3. ELEVATIONS BASED ON NGVD 29
4. THE MAP IS NOT FOR RECORDATION,
CONVEYANCE, OR SALES
5. FOR REFERENCE SEE AS NOTED /
4
O
2
Q
C
A& . . "4//
ONSERVATION
AREA /
0
183
185
me
182
25'C. 0. D.
SETBACK
187
J --
194 9
Q° 4-
MAINTENANCE PLAN -
1. All measures to be inspected weekly and after any rainfall
event and needed repairs made immediately.
2. Sediment Basin to be cleaned out when the level of sediment
reaches 5.6' below oriface opening. Riser structure to be
cleaned if excess water above design surface no longer
drains properly.
3. All seeded areas shall be fertilized, mulched, and re -seeded
as necessary, according to specifications provided, to
maintain a suitable vegetative cover.
VEGETATIVE PLAN -
1. Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and
Design Manual", Section 6.11, latest version.
188
181
AS -BUILT AREAS:
EL7.0- 31,850 of
EL8.0- 37,100 sf
State storage-
34,375 cf ,
1178
78
79
XMF
176
177
175
IN
165
I I
I I 172 171
E174 173
I I
I
V
' 170
168
R"" 167 \
iss /.
\ Z ZZ
,. 164 '
163
w
- A PORTABLE PUMP 161
TO BE USED TO
DRAIN POND IN AN
Q \ EMERGENCY. 162
1.
POND DESIGN DATA
12.39 ACRES NEW LOTS (42 LOTS)
12.39 ACRES TO BE DIRECTED TO POND
IMPERVIOUS AREA ae 1.67 oc. IN STREETS
+ 3.86 OC.IN LOTS (DEED RESTRICTED TO 4,000 sf EA.)
5.53 ACRES TOTAL IMPERVIOUS
EMBANKMENT TOP = 12.0
EMERGENCY SPILLWAY EL = 10.8 STATE STORAGE _e 34,375 cf
TOP OF INLET = 8.9 / IDELEVATION - 8.0
W6IG rI IT ct PVAnnN = a_n f
IR
G.
SECTIONEMBANKMENT
NOT TO SCALE
BOTTOM EL= -2.70
40 20 0 40
SCALE IN FEET
SCALE 1" = 40'
160
e e
159
158
157
N 81-43'34nE 2315 70AL
WELDED RESAR TOP
EL= 8.89
WELDED BAR
TRASH RACK
�y
BOLTED IN PLACE
EL=7.95
FIWV=6.99
WSEL= 70
EXISTING 36"CMP
OUTLET PIPES 010-
INV=5.94
3" PERFORATED
PVC W/ GRAVEL
AND FABRIC FILTER
SECTION VIEW
OUTLET STRUCTURE DETAIL
NOT TO SCALE
REV. NO. REVISIONS DATE
Goppy,t a Hamm Do,* SVWM P.A, N right, rnwwd Reproduction or uw of the contents of the, doou & or aMtiwa or dek horu to tNe
d,canw f. n ehote w port, without when accent W Me two Sxwp or Eegiaser, it prohWed ady coper Bann me dgi,d o, tWr d, t,
mvAed ath the wiped dpwlwe and oripnd sed oe the swwyr or Enginow, Mae he con " ed to a mood end rue eyr.
r
LEGEND:
ECM
Exietnp Cancrete Moxwmant
EIP
Existing Yon F"
RfM
Right of Ray
9s MH
sanitary s.Wer Mm Ham
Pr
Po~ Palo
tTw
car W"
M'lM
wow Maw
FW
Re Hydrant
EXIST. 5101011 DRAIN MANaE
WCH BASIN
DW SANITARY SEWER MM00O E
1 W
EXIST. WATERLINE & FIN ASSEMRlY
EXIST. DRAINAGE PPE
---c--�,
p137. GAS UNE
DRAINAGE ROW
POND SUMMj6R`L
STATE WATER QUALITY POND CONSIDERATIONS -
Surface Area required = 13,332 sf
Surface Area permitted = 29,788 sf
Surface Area provided = 31,650 sf
1'Storage Volume required = 24,643 cf
1,Storage Volume permitted = 32,460 cf
I Storage Volume provided = 34,375 cf
Storage Volume 2 Weir Cut (etev, 8.0) = 34,375 cf
BREWSTER PLACE PHASE TWO
Additional Calculation Summary for DWQ -
WATER QLALITY CONSIDERATIONS -
Impervious area colculations: See Project Data Sheet
x No offsite areas drain to pond
STREETS= 1. 67 acres
BUILDINGS <42 LOTS 2 4000 sf ea. )= 3.86 acres
TOTAL IMPERVIOUS = 5.53 acres
TOTAL AREA DRAINING TO POND = 12.39 acres
III Retention of first 1' of run-off,
12.39 acres total - 5.53 acres Impervious = 6.86 acres green area
SA REQUIRED 5. 53 x 0. 98 + 6. 86 x 0. 20 / 12. 39 = 0, 548, or 54. BY
At 7. 5' depth, 90% TSS removal, from chart - SA factor = 1. 69
12. 39 x 0, 01 x 1. 69 = 0. 209 acres = 9, 118 sf SA REQUIRED
At Elw. In 7.0 SA w 0.7e7 acres w 31,650 sf SA PROVIDED
VOLUME REQUIRED: (5. 53 x 0. 98 + 6. 86 x 0.20) x 1/12 = 0.57 acre-ft
24,653 cf REQUIRED STORAGE
Vwir Cut Elevation & 0 34,375 cf PROVIDED STORAGE
Average head from I' storage elevation to orifice -
8.0 - 7.0 / 2 = 0. 5'
3' PVC drain to draw -dorm ponds
Orifice equation, Q = CA<29h)^1/2
Q = 0.6(0.0491)(64.4 X 0.5)^1/2
= 0. 167 cfs
T - 205, 690 sec w 2. 4 days OKAY
AS -BUILT SUMMARY (4-06)i
ITEM AS -BUILT
1. Impervious area (b ldgs. , etc.) <5. 53 acres
2. Normal pool surface area 31,650 sf
3. N°rma l p°o l Surface E levat i on 7. 0 M :L
Actual pool Surface Elevation <7.0 MSL
4. Pond depth ( deepest point) 9.7 feet
5. Bottom elevation < deepest) -2. 7 MSL
6. Orifice elevation 7.0 MSL
7. Weir elevation ( State storage) 8.0 MSL
8. State storage volume 34,375 cf
9. 6' shelf Yes
10. 10' access NA
11. Forebay Yes
12. Outlet elevation 5.9 MSL
13. Primary Spillway elevation 8.9 MSL
14. Emergency Spillway elevation 10.9 MSL
15. Average embankment elev. 12.0 MSL
16. Side slopes (typical) 2, 51 1 to 4: 1
17. Orifice size 3' PVC
POND RECORD DRAWING (AS -BUILT) FOR POND 2
BREWSTER PLACE
(PHASE 2, POND 2)
DENR / DWQ SW8 990732Modification
MASONBORO TOWNSHIP NEW HANOVER COUNTY
NORTH CAROLINA
DATE: 4-12-06
OWNER: SATURN DEVELOPMENT CORP.
BREWSTER PLACE, PHASE 2
OCATED IN MASONBORO TOWNSHIP
IEW HANOVER COUNTY, NORTH CAROLINA
Dote:
4-12-06
sods
1 "=40'
Drawl:
Cheated:
DSH
Project Na:
3Bt98pondos
i

------ -- - BREWSTER LANE_-
--- T T
- -- -"' -----'-- 'PUBLIC R/W) -
149
SATURN DEVELOPMENT COPR.
FUTURE DEVELOPMENT
M.B. 35 PG- 100
MAINTENANCE PLAN -
1. All measures to be inspected weekly and after any rainfall
event and needed repairs made immediately,
2. Sediment Basin to be cleaned out when the level of sediment
reaches 4,9275' below oriface opening. Riser structure to be
cleaned if excess water above design surface no longer
drains properly,
4. All seeded areas shall be fertilized, mulched, and re -seeded
as necessary, according to specifications provided, to
maintain a suitable vegetative cover.
VEGETATIVE PLAN -
1. Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and
Design Manual", Section 6.11, latest version.
do
ri
1
w
t.T
0
NOTES:
SATURN DEVELOPMENT COPR.
FUTURE DEVELOPMENT
M.B. 35 PG- 100
I I I I
I I I ku
I I 139 I
138
61 141 140142 BEWSTER PACE
14.4 143 PH SE 2 SECT1 2145 M. 42 PG. 3 3
148 I 147 146 I
BREWSTER PLACE
PHASE 2 SECTION 2 I I
I I I M.B. 42 PG. 373 I I
r EMERGENCY SPILLWAY ELEv, - 11.50
30, D. E.
� I
\ 124 125I I I126 127 128
/ \ I BREWSTER PLACE
I I PHASE TWO SECTION 1
123 M.B. 41 PG. 230
\ TISBURY LANE -
I _-
122 I - (50e PUBLIC R/w) -
117 I 116
BREWSTER PLACE 118 I
swALE a PHASE TWO SECTION 1 119 1
3.24 M.B. 41 PG. 230 / 120 I
TOB I 121 I
r 16.49r-
RIP RAP
CONSERVA TION AREA
M.B. 42 PG. 373
T08 SWALE CL
1472•X;l X1104
RIP RAP
AS -BUNT AREAS
SURFACE AREA B EL- 8.07 - 37,558 s/
91RFAPF ARFA B Ft. Q n7 - A9 R5A e!
POND 1 4.44 -
i SW8 990732 x �' . x BL�37 . -
�` �- is••'�r�-- a
BREWSTER
1-----�•--ii=•i ia, .. S '
EMBANKMENT TOP - 12.00
EMERGENCY SPILLWAY EL - 11.50 STATE STORAGE - 37,121 CF
TOP OF GRATES - 10.50 / O ELEVATION 9.07
LF 24"
IE- 7.62
EMBANKMENT SECTION
Nor ro SCAM
I. SURVEYED SEPTEMBER 2001 & SEPTEMBER 2002
2. ALL DISTANCES ARE HORIZONTAL
3. ELEVATIONS BASED ON NGVD 29
4. THE MAP IS NOT FOR RECORDATION, CONVEYANCE, OR SALES
5. FOR REFERENCE SEE AS NOTED
RIP RAP
OUTLET STRUCTURE (PRIMARY S✓_Atia, -
TOP OF GRABS - 1 Sd�
REIfRES�EtE . - 9.07 AS -BUILT DATA - (PHASE
-�INYERT OF 2 Pp
- 8.07
-� INVERT OF 24'RLP's AS -BUILT ITEM: AS -BUILT DATA
OUT OF BOX e, 7.62
INVERT OF 24'RCP's - 184
a- 10.50 GRATE TOP
..0111N
8.07.
1 •�i�i�i�iY,i�i!�'�
(2) - EX/SIING 24'RCP
OUILEr PIPES
OUTLET STRUCTURE DETAIL
NOT TO SCALE
1. IMPERVIOUS AREA PERMITTED
2. NORMAL POOL SURFACE AREA
3,82 SF (7.78 ACRES)
377,55558 SF
S W8 990732
3. NORMAL POOL ELEVATION
8.07 MSL
4. POND DEPTH (DEEPEST POINT)
6.7 FT
5. POND BOTTOM ELEVATION (DEEPEST PONT)
6. ORIFICE INVERT ELEVATION
1.33MSL
M A S O N B O R O
TOWNSHIP NEW HANOVER COUNTY
8.0707 MSL
7. WEIR CREST ELEVATION
9.07 MSL
8. STATE STORAGE VOLUME
37,121 CF
NORTH CAROLINA
9. 6 FT VEGETATED SHELF
PRESENT W/ VEGETATION ESTABLISHEC
10. 10 FT ACCESS
N/A
11. FORESAPRIMARY
N/A
12. PRIMARY SPILLWAY ELEVATION
10.0.50 MSL
DATE:
SEPTEMBER
30, 2002
13. EMERGENCY SPILLWAY ELEVATION
11.50 MSL
14. EMBANKMENT ELEVATION (LOWEST POINT)
11.84 MSL
15. ORIFICE SIZE
3 INCHES
1. WEIR CUT CREST LENGTH
FT
OWNER:
SATURN DEVELOPMENT CORP.
17. SIDESLOPES (TYPICAL)
3:1
3:do 6:1 ALONG SHELF
18. INV. OF PIPES FROM OUTLET STRUCTURE
7.62 MSL
STATE WATER QUALITY POND CONSIDERATIONS -
SURFACE AREA REQUIRED - 20,400 SF
SURFACE AREA PROVIDED - 37,558 SF
1"STORAGE VOLUME REQUIRED - 37.121 CF
1" STORAGE VOLUME PROVIDED - 37,121 CF
STORAGE VOLUME AT WEIR CUT (ELEV. 9.07) - 40,190 CF
1" STORAGE DRAWDOWN TIME - 4.2 DAYS
DRAWDOWN TIME FROM WEIR CUT (ELEV. 9.07) - 4.4 DAYS
POND DESIGN DATA -
20.54 ACRES NEW LOTS (65 LOTS)
20.54 ACRES TO BE DIRECTED TO POND
IMPERVIOUS AREA - 1.81 ACRES IN STREETS
+ 5.97 ACRES IN LOTS (TO BE DEED RESTRICTED TO 4,000 s1 EA.)
7.78 ACRES TOTAL IMPERVIOUS
REV. NO. REVISIONS DATE
owptet • fl-e er OWq, swww%. P.A. N do& sense. Repr"mel " w -e el " eonMb w fee ee--w.4 w adore- r eneeee, to -h
der" k a e„ele w Mb de,e"t -Nf- eeee-t w tM tree S-WW w bvh ' Y wen " aM' "Aw M Ne wbhet eI feed e" W4
sake! rq Me 0141M Nsee W wt,hw -M of U,e Awwow w &4wsw, ~ M ee" ' fo " wee ee ew 0*"
r APPROVE--.!) AVL 40 20 0 40
NORTH CAROLINA ENVM3:: '.:.-:,JTAL
MANAGEMENT C04i;v:1�3IC:1
4 DIVISION OF WATER QUALITY
1Z N(( ZW3 SCALE IN FEET
SCALE 1 " = 40'
POND AS -BUILT FOR POND 1
BREWSTER PLACE, PHASE II
LOCATED IN MASONBORO TOWNSHIP
NEW HANOVER COUNTY, NORTH CAROLINA
1lnuluq,0j
3FESs/Ot• 9 s
02 54483 _z
OWNER: SATURN DEVELOPMENT
1904 EASTWOOD ROAD, SUITE 212
WILMINGTON, NC 28403
[phone]
HANOVER DESIGN SERVICES, P
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
1NUIINGTON, N.C. 20401
PHONE: [phone]
Dote
10-01-02
Scale:
1 " = 40'
Drawn:
HSR
Checked:
HSR
Project No:
3MMMpondosb
Sheet No:
OF.

30'
M= 3
n= 0.03
M= 3
3 ' n= 0,03
3
�1 1 3'
3
I
/r %i
/5yx /AYAYAl \
�1
VARIES
GC
a
r GRASS LINED
GRASS LINED
nominal s= 1%
�
O
nominal s=
0.5% STORM
SEWER PIPE
CAPACITY = 75+cfs
CAPACITY =
55+cfs
0 2.1 fps
GRASSED
CHANNEL
0 1.2 fps
GRASSED
CHANNEL
(30'
DRAINAGE EASEMENT)
(30' DRAINAGE EASEMENT)
(ALONG
SOUTHERN PROPERTY LINE)
(BETWEEN BRECKNOCK CT. & GEROME PL.)
NOT TO SCALE
NOT TO
SCALE
TEMPORARY DIVERSION TO
BE PROVIDED JUST OUTSIDE
m
RIGHT-OF-WAY. DIRECT FLOW
to
STREET LENGTH SUMMARY,
2' 12.5'
3
STREET NAME LENGTH
_
---------------------------------------
30'
M= 5
n= 0.03 I
20'
M= 5
n= 0.03
t 1'
BREWSTER LANE 1,690 LF
5
1
5
3
ULLDA PLACE 577 LF
�1 3'
�I 2'
S•
TISBURY LANE 486 LF
GEROME PLACE 651 LF
BRECKNOCK COURT 367 LF
GRASS LINED
GRASS LINED
OETAIL 1E11iIRARY OIYOIIIIN 9
---------------------------------------
nominal s= 0.1%
81+cfs
nominal s= 0.5%
CAPACITY = 75+cfs
Practice 6.20
do Q
TOTAL STREET AREA INCLUDING
CUL-DE-SACS = 3.48
GRASSED
(30' DRAINAGE
CAPACITY =
SWALE ®1.e fps
EASEMENT)
GRASSED
(20' DRAINAGE
SWALE 01.3 fps
EASEMENT)
G
G ��
��
acres
`
I' 1 30' NAGS
'"`EASEME
11--MENT
TO SEDIMENT BASIN. DIVERSION R. NOTE ALL LDTS TO BE GRADED SUCH
MAY BE REMOVED AFTER STORM -0 THAT ALL STORMWATER FLOWS
DRAINAGE HAS BEEN INSTALLED m fT1 TO ONSITE STREETS OR SWALES
r_
CT
LIMITS OF £ D
DISTURBANCE
34.3 acres m
SILT FENCNG TO CE
BE PROVIDED ALONG
LIMITS OF DISTURBANCE \
9e�1. /
> i
j ( f5
S 36.41 ' 33' W¢ k
IN CONSERVATION
APPROXIMATE LOCATION AREA
OF CENTERLINE OF • / i l�p
MOTTS CREEK. RUN OF / i Cj
MOTTS CREEK IS PROPERTY
LINE.
S 01. 15' 52 E
93.37
S 78.09' 27' W
83.86CON rq
�.� I ; ► =. S-
I
to
to
S 46' 49' 14' W
164.22to
*�
7d
s 07• os' 26' w
to
/
S 5082.65 i cL1 n ��
1 �'� ��-.__.'-�
„,7 60
�I 1 I,1`'''i 5 CY CL II R7•,P t Q.•'a"I I,
S 20.34' 34' W
175.B6 � \ � I / ✓ � . � � I
EASEMENT IP
SILT Faq G To �� 161
BE PROVIDED ALONG l /
LIMITS OF DISTURBANCE �� �� �'
/5 bEYOC III RIPRAP
30 0.E
S 83' 26' 41 " E
75.88 �B -
SILT FENCING TO BE PROVIDED
ALONG TOE OF SLOPE a - �p D,f._. ! = �, w••
S 17.36' 30' E
/- \ SEE SHEET 3 MR
\ �'
SILT FENCING TO 9.39 1 D.E. '-<- = i1•� i POND 2 DETAIL
PROVIDED UP TO AND
AROUND SPILLWAY AREA 25' C.O.D.
es,
SETBACK - v Uh17LlY LE.-4.0
N 8. SEDIMENT BASIN
AS/tMEN Practice G 61
r' 1N071� CREEK The Sediment Basin is to be constructed first (see
NEW
/ OUTrALL Construction Schedule) and Is the primary Practice to
i prevent sediment from leaving the site. Detailed design and
SWAMP �, / spillway configurationare specified In the CALCULATIONS
FOREST %/ \ `" sect I on of the narret I s ve, The PVC Outlet is to be blocked
LINE % \,,,` during sedimentation function (or not Installed) untit
entire watershed Is permanently stab l Ized and pond Is
converted to permanent stormwater management detent Ian /
retention function.
O 9, TEMPORARY SEDIMENT TRAP
Practice 6.60
Sediment traps we to be Installed as indicated on plan
at the downstream end of swales as shown.
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES - MAINTENANCE PLAN -
1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
CIE Practice 6.06 1. All measures to be inspected weekly and after any reinfall
Shall be Installed at the entrances to the project event and needed repairs made Immediately.
from an existing roadway ( at existing Brewster Lane 2. Sediment Basin to be cleaned out when the level of sediment
and George Place ). Drainage should be away from the reaches 5.5' below criface opening. Riser structure to be
road and eroslon will be controlled with downstream cleaned If excess water above design surface no longer
practices, During wet weather It may be necessary to wash drains property,
truck tires at these locations,
3. Sediment to be removed from swales when they are
2. LAND GRADING
Practice 6.G2 approximately 507. r filled osediment level Is within V of
top of swale bank.
horn an the
to areas as Fence and
Grading should Slopes
Limited 4. Sediment to tI removed from behind any Slit Fen
Plans. Cut and fell slopes shalt be 3i1 or flatter except Inlet protection devces when it becomes 0. 5' deep. Fencing
where specifically Indicated. Care shall be taken during Ind Inlet protect for to be repalred as needed to ma Intl -In a
land grading activities not to damage existing trees that barrier.
are Identified as 'to be preserved'.
5. All seeded Drees snail be fertilized, nu lahed, and re -seeded
O 3. SEDIMENT FENCE as necessary, accord lag to spec l f scat i ons prow Ided, to
Practice 6.62 maintain a suitable vegetative cover,
Sediment fencing should be Installed as shown on the 6. Construction entrance to be maintained in such a manner as to
Plan, to dellneote and protect wetlands and specified areas, prevent mud or sedim:nt from leaving the construction site.
and around any temporary stockpile areas as necessary to Periodic topciressing with 2-Inch stone may
be required.
prevent any graded Interior area from eroding onto adjacent Inspect after each rainfall and Immediate ly remove all
lands ar roadway, or into Inlets, or as directed by Engineer objectionable matericis spilled, washed, or tracked onto
or New Hanover County Erosion Control personnel. public roadways.
O 4. GRASS -LINED CHANNELS 7, Inspect temporary sediment traps after each period of significant
Practice 6.30 rainfall. Remove sed=nt and restore the trap to Its original
All overflow awn lea to be graded to design dimensions when the sediment has accumulated to 1/2 the design
noon, seeded, and stab I l i zed I f necessary with depth of the trap. Place the sediment that is removed in the
conf I gun designated disposal •rea and replace the contaminated part of the
temporary straw -net liners to collect and convey site water gravel facing. Chec; the structure for damage from erosion or
to the Sediment Basin as shown on Plan. After final project piping, Periodically check the depth of the spillway to ensure It
stabilization, swales to be re -graded and cleaned of Is a ml nl mum of 1.9 't below the low point of the embankment,
siltation as needed to establish original contours for ImmedI ate ly fl 11 any settlement of the embankment to st Ight I above
stormwater• conveyance. design grade, Any ri prnp dl sp laced from the spillway must be
IP replaced Immediately. After all sediment producing areas have
5. INLET PROTECTION been permanent ly stabll lzed, remove the structure and all unstable
Practice 6.52 sediment. Smooth the area to blend with the adjoining areas and
Storm serer Inlet barriers of silt fencing or block tisnd stabilize properly.
gravel Inlet protection are to be constructed to help
prevent sediment from entering the storm sewer system CONSTRUCTION SCHEDULE -
QP 6. OUTLET STABILIZATION
Practice 6.41 1. Obtain approval of P'.an and any necessary permits, and hold
Riprap aprons wilt be located at the downstream end of a pre -construction conference prior to commencing any work.
at( discharge pipes to prevent scour. 2. Flag work limits and stakeout roadway, primary ditches, and
Sediment Basin for Pr•e:!minoi grading.
7. CONSTRUCTION ROAD STABILIZATION 3. Install Gravel Construction Entrances.
Practice 6.80
Upon reaching final grade and after utilities have been 4• Install Sediment Basin as shown on Plan prior to clearing
Installed, roadway areas are to be stabilized by placing and grubbing site.
sub -base course of approved 4' marl stone, as shown In the
typical street cross-section detail on the Plan, to reduce 5. Construct ditches end any other sediment control Prnctices
eroslon and dust tlu•Ing the remainder of building shown, prior to rotgh grading roadways and site, stockpiling
construct l om material and topsoil as necessary.
7
IP
15
34' E
NOT TO SCALE NOT TO SCALE
LIMITS OF �T
MARQUIS HILLS SUBDIVISION / DISTURBANCE
34.3 axes
-�1-
154
1 T5 I
1
T.B-M. TOP OF
E.C.M. ELEV. 20.22
LOCATION MAP
( NOT TO SCALE )
� DR*
AN¶ONE
0
�BREWSTER
F'5PINER
LANE
nSBURY LANE
z
lift
W d I fr�[� � -•--'-'_ `_ 1�• .❑.._.- it III ----�� "_ _-_ •
�_ '�.�'- _ _ •. r-.. �'��RV7T�♦ice -_ � ..�m��sa.�� �-_�,...! D •w��a2 f'lA�.-----_- ---_
¢.•-'-� � . wr��GR��4c1.4.4"-. :.-.-ra��� _.-__.,,. c. bra\.
10c] MAIN
so
Ll
^---.=a=.=-=_ - - - _ ,_ � . �� :"%.♦.1.1_ .��..- - _ --�.�---•_'_ 1, -- -- ..may. �.., oe�l/o�0.•�14 -
>�♦:� �.ld����♦♦jam K� • _ . • ��i�� II , ••' 1. 1 ° • � •
L -
'/ !ram' � ������♦ �� �4, _ ° . r ��t••�`y,`Elt�'��� R �'!��
♦> .. i�1►:0. �p4►Vr���:1.
Mr
�:•ti iL!♦j .t
W SEDIMENT TRAP SUMMARY-
•' ., i 1 1 • I r, r
BLACKMON CONSTRUCTION CO. EXISTING TEMPORARY SEDIMENT TRAPS-
D.B.
S - MOD26
6.
Insta l l ut I I. I t I es I n roadway, estab I I sh f I na l road grades
base
DRAINAGE
AREAS
and stabilize road with stone course.
7.
FIna.I grade, Install non-municlpat utilities as needed, and
(BY
INLET):
vegetatively stabilize areas where building construction is
not imminent,
1, h
0.
75
acres
e.
Atl erosion and sediment control Prnctices are to be
1, C
1,
20
acres
Inspected weekly and after any rainfall, and repaired as
- 2, B
0.
84
acres
necessary,
2. C
1.86
acres
9.
Upon completion of construction, the roadway Is to be paved
3. B
0,
55
0.Cres
and all areas permanently vegetatively stabilized, After
3. C
1.
18
acres
site stabilization, temporary measures are to be removed amid
4. B
0.
45
acres
the Sediment Basin cleaned to Its original design contours,
4. C
1.
56
acres
If necessary, and riser structure orlfaces opened, so as to
5. B
1,
OS
acres
functl on as a stormwatef management / water quality
retention pond.
5. C
2.
13
acres
6. C
0,
29
acres
VEGETATIVE PLAN -
6. D
0.
43
acres
7. B
1.
64
acres
1.
Permanent vegetation to be established In accordance with
B. A
0,
29
acres
'North Carolina Erosion and Sediment Control Planning and
9. A
0,
14
acres
Design Manual', Section 6. 11, latest version. See Sheet 3,
10. A
2,
25
acres
50' R\W
10' l 25.0' 25.0' i--- 10'
UTILITY I 18' - 18 - I UTILITY
EASEMENT I 16' 18' I EASEMENT
I 1 p• 1-2 ASPHALT
11110�•e•dii•••o...._
MODIFIEDABC
MODIFIED
VALLEY CURB
TYPICAL PUBLIC STREET DETAIL
NOT • SCALE
SITE DATA
TOT. # OF UNITS ALLOWED IN BREWSTER
66 ACRES x 3.3 = 217 UNITS
1 ACRE x 2.5 = 2 UNITS
TOTAL ALLOWED = 219 UNITS
PHASE ONE BREWSTER PLACE APPROVED
99 UNITS
PHASE TWO BREWSTER PLACE APPROVED
120 UNITS
NUMBER OF UNITS TOTAL
219 UNITS
PARKING SPACES REQUIRED
PRIVATE DRIVEWAYS
TOTAL AREA TO BE DISTURBED
33.0 AC t
IMPERVIOUS AREA (BLDG.' S DRIVEWAYS, STREETS, ETC.)
13.3 ACRES
(SEDIMENT MUST BE REMOVED TWICE A YEAR)
SEDIMENT LENGTH OF DISTURBED MINIMUM TRAP HEIR DEPTH MIN. SURFACE
M& DITCH 411.0 AREA(ACRES) VOLUME (Mo LENGTH' /,E0 Xa AREA 4M
1 1,630 3,37 6,065 10 5 3,033
2 Z310 4v77 8,586 12 5 4,293
Y X 4' FRAME AROUND
CREST OF OVERFLOW
1.6 MAxMUM HEIGHT
SEE NARRATIVE FOR
MORE DETAIL AND
ALTERNATE METHODS
AT GfAAERS
- DISTURBED AREAS BASED ON 90 FT WIDE DISWRBED AMA FOR DIITCH AND ACCIESS
TEMPORARY SEDIMENT TRAP:
(SEDIMENT MUST BE REMOVED TWICE A YEAR)
FABRICMIN. TRAP VOL on 11,800 CF/ACRE DISTURBED AREA
EXTENSIC OF
SEDIMENT DISTURBED MINIMUM TRAP WEIR DEPTH MIN. SURFACE INTO TRENCH
M& AREA (MM VOLUME (Ca LENGTH OM AREA (M 4" CRUSHED E OR
/
giv
����
�
4,NEW
��
MORMONISM
STORM DRAIN DESIGN COMPUTATIONS
LOCA770N
RUNOFF
I PIPE DESIGN
FROM
TO
D.A.
PIPE
77ME OF CONC. MIN.
IN
DISCH.
ELEV.
ELEV.
SLOPE
DIA.
CAP.
VEL.
INLET
FLOW
DESIGN
POINT
POINT
ACRES
MCA
(L)
(1)
Q
In.
OUR.
MIN.
IN.
af-s.
fp.s.
77ME
TIME
TIME
1.A
1.8
0.8
0.78
137
5
-
5
8.1
6.4
15.8
15.5
0.002
18
4.7
3.6
1.8
1.0
1.2
0.48
36
5
-
5
8.1
3.9
15.9
15.8
0.003
18
5.8
2.2
2,A
2,B
0.8
0.99
132
5
-
5
8.1
8.0
14.7
14.4
0.002
18
4.7
4.6
2-B
2.0
1.9
0.65
1 35
5
-
5
8.1
5.3
14.8
14.7
0.003
18
5.9
3.0
3.A
3.8
0.6
0.69
132
5
-
5
8.1
5.6
15.7
15.4
0.002
18
4.7
3.2
3.8
3.0
1.2
0.47
37
5
-
5
8.1
3.9
15.8
15.7
0.003
18
6.0
2.2
4.A
4.B
0.5
0.80
156
5
-
5
8.1
6.6
9.9
9.5
0.003
18
5.6
3.7
4.8
4.0
1.6
0.62
35
5
-
5
8.1
5.1
f0.0
9.9
0.003
18
S.7
2.9
5.A
5.8
1.1
1.27
130
5
-
5
8.1
10.7
8.7
8.3
0.003
18
5.8
5.9
5.8
5.0
2.1
0.85
48
5
-
5
8.1
6.9
8.8
8.7
0.003
18
5.7
3.9
6.A
6.B
-
0.29
46
5
-
10
Z7
2.4
Z2
7.0
0.003
18
5.7
1.4
6.B
6.0
0.3
0.29
340
5
-
5
6.1
2.4
8.2
72
0.003
18
5.8
1.9
6.0
6.D
0.4
0.17
35
5
-
5
8.1
1.4
8.3
8.2
0.003
18
5.7
0.8
7.A
ZB
1.6
0.66
150
1 5
1 -
5
7.2
1 4.7
Z7
7.2
0.003
18
5.7
2.8
&A
-
0.3
0.12
CONCRETE FLUME - SEE STORM DRAINAGE CALCULATIONS FOR NORMAL DEPTH PROCEDURE
9.A
-
0.1
0.06
CONCRETE FLUME - SEE STORM DRAINAGE CALCULATIONS FOR NORMAL DEPTH PROCEDURE
10.A
-
2.3
0.90
CONCRETE FLUME - SEE STORM DRAINAGE CALCULATIONS FOR NORMAL DEPTH PROCEDURE
I
1
REVISED 70 SHOW AD0111ONAL DRAINAGE EASEMENT
10/31 /00
REV. NO.
REVISIONS
DATE
dm 'ia t h .l,d. or Pat t weE~n coAN ntt a HasLand Y WoMM" Only M. MpM at d.vme,t
makes/ *NA Oe Mod NPtawo aM a'low •er a Wo sow,ar or epmw, nMtl be oonedwW to be wed tow woe aoyHn
o
FILTER FABRIC:
PERVIOUS SHEET OF
NYLON. POLYESTER. OR I DROP INLET
ETHYLENE YARN. EXTRA I I WITH GRATE I j
STRENGTH ( 50 PSI MIN.)
WITH ULTRAVIOLET RAY
INHIBITORS AND STASIUZERS ISOMETRIC VIEW
L� FABRIC DROP INLET PROTECTION
APPROVED PNT9
RACiICE 8.51
NORTH CAROLINA ENVIRONMENTAL --- --
MANAGEMENT COMMISSION (�
DJvISION OF WATER UUALI7Y ---
lZ-Nov-ZW-3
THIS PLAN TO BE U77LJZED AND
100 50 0 f00 Z00 300 REVIEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE;
WHICH IS AN INTEGRAL PART OF
SCALE IN FEET: I'- 100' THIS EROSION AND SEDIMENT
CONTROL PLAN.
NOTE IIELL:
ANY AREAS ON-SIIE 611HOUT ACDWTY IN A 15 DAY PERIOD
SHALL BE DaIPWANY STABIUZED AS PER THE SPECIFICATIONS
EROSION & SEDIMENT CONTROL and WATER QUALITY PLAN
BREWSTER PLACE PHASE TWO
LOCATED IN MASONBORO TOWNSHIP
NEW HANOVER COUNTY, NORTH CAROLINA
OWNER: SATURN DEVELOPMENT
3901 OLEANDER DRIVE
WILMINGTON, NC 28403
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS ENG/NEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON. N.C. 28401
PHONE: [phone]
Sheet No:
1
4
"Of.

W=
Pi
(2
1.5 FT DEEP SEE DETAIL r yr T ✓ r ✓ � r
SCALE. 1" = 40'
FOUR STANDARD c
2'X3' GRATES °
NC OR EQUIVALENT
c
0
ALL SLOPES €
00 00 01= oo 3:1 MAXIMUM °
00 1=0 00 00 �
0 0 0 0 0 E= o l= 6'min 12'min. SEE PLAN °
T o0 0o Ego 1=0 °
GRATE
PLAN VIEW o I= 0 /= o 0 0 o Forebay volume
0o t=o 00 0o POND 20X of required
WSEL storage, typical w
La
I_. 2' TYP moo',"' 4' min. E- ~ OUTLET PIPE
do -j-
CR°
f0'-3' 71 OUTLET
TECTION
FOREBAY SECTION DETAILS ON PLANS
c o
i TYPICAL AT ALL STORM OUTFALLS 70 POND
SEE DETAIL THIS SHEET 'I' NOT TO SCALE
FOR TRASH RACK
0.8' WEIR CUT
vzdzzdlj
PLAN VIEW
OUTLET STRUCTURE DETAILS
NOT TO SCALE
25' so'
EMBANKMENT SECTION
NOT TO SCALE
L1
I La-40'
0
o a0°0°
o°o°
P o000 20'
0°00 MIN.
0 0
24' ° °000
d50 - 6' STONE 1
2 - 24"RCP diAx" 9'
La _ 40'
APRON DeCI(NESS _ 1.5'
OUTLET PROTECTION DETAIL
NOT TO SCALE
POND OUVALL OP
NOTE: FILTER FABRIC IS TO
BE PLACED UNDER ALL STONE
OUTLET PROTECTION.
CL- I.U, a MUC
WSEL= 8.0
0
0
m
e
0
NOTE PORTABLE PUMP TO BE USED TO
DRAIN POND IN CASE O EMERCENCY.
PUMP TO BE PLACED ON TOP OF BERM
WITH SCREEN ATTACHED TO HOSE INLET AND
COVERED WITH STONE. HOSE OUTLET TO DRAIN
DIRECTLY INTO POND OUTLET STRUCTURE.
OUTLET PIPE
OUTLET PROTECTION DETAIL
(SIDE VIEW)
NOT TO SCALE
COMPACTED FILL OR,,,, -
GRAVEL, EXTENSION
OF FABRIC AND WIRE
INTO THE TRENCH NOTE:
SEE NARRATIVE
FOR MORE DETAIL.
ISOMETRIC VIEW FILTER
FILTER FABRIC
FABRIC EXTENSION OF
BACKFILL FABRIC AND WIRE
MINIMUM 8" jRjEOMPACTED
E TRENCH
THICK LAYER IWIREOF GRAVELLL
8" MINIMUM " MINIMUM
V-TRENCH
14" MINIMUM 4' MINIMUM
SECTION SECTION
sF SEDIMENT FENCE ( SILT FENCE
Practice 6.62
NTS
PUBLIC ROAD
- - Q
CENTERLINE
MODIFIED GUTTER
F ;4 ANGLE AS NEEDED
Z 10' MINIMUM
L
a-T• 4
PLAN VIEW
CENTERUNE
MODIFIED GUTTER
/ ,
( /2' per foot CROSS-SECTION
-1- • SPILL GUTTER
CONCRETE CHANNEL
-I 1' V AS NEEDED u
MINIMUM 10'
N.T.S.
SECTION VIEW
NOTE COLLAR TO BE POURED AFIER ' ld
POPES ARE IN PLACE II/
REINFORCING AS NECESSARY.
Y 1YP.
b 3w.
z
::.
MIN
ANA-SEEP COLLAR
NOT TO SCALE
do boom
ONE boom .4:.
aw Noma
NOTE. • ORIFICE 70 BE 7EMPORARAY COLER£D Nf1H
NWE AND 57 STONE UNIX SnF IS STABLE 1.00'
WELDED BAR
TRASH RACK GRATE TOP 1
BOLTED IN PLACE EL=10.5
on,
ON
m�
PERFORA.
r FABRIC FILTER
ELEV. 0.5 SECTION VIEW
4' x /0' Precast ConaBox, ;
Tindall UVO410 OR EQUIVALENT
OUTLET STRUCTURE DETAILS
NOT TO SCALE
8=14'
GRAVEL CONSTRUCTION
ENTRANCE, WIDTH
AS REQUIRED
STD.CURB
4' - 6"
4' - 6"
SECTION
2,0
E`+
N
EXPANSION
i
JOINT
/
JOINT
TNSIO
r
m
NCDOT CATCH BASIN
TRANSITION SECTION
STD.840.02
aw
w pU
00
PLAN VIEW
l_W� �
a4 L v
FRAME, GRATE AND HOOD
NCDOT STD. 840.038
CURB
OF NORMAL GUTTER FLOW LINE
FRAME &GRATE
---- ---- ww,.vlvewwwm ww...... nti
IOPENING
Ar------ --
PRECAST
CONCRETE
CATCH
BBA/SSIIN�\\/\\/�� �
SEE NCDOT S
852.05
840.02
SECTION V! 840.03B FRONT SECTION
FOR FURTHER DETAIL
PRECAST CURB INLET
N.T.S.
40 20 0 40 80 120
SCALE IN FEET : 1'- 40'
DEPRESSED
GUTTER
OUTLET
PIPE
(2) - 24"RCP
OUTLET
PIPES Me
=BASE
OVERFILL 6" <°i+
FOR SETTLEMENT
4' MINIMUM
EMERGENCY
BYPASS 6" BELOW
SETTLED TOP OF DAM
NATURAL
GROUND
SECTION VIEW F-�
V MINIMUM
WASHSTONE I'
NOTE: THICK ON FACE
SEE NARRATIVE FOR FROM TOE OF DAM 5' MINIMUM
MORE DETAIL. TO WEIR. \
`
:•e OF ACRE
mews 0;
i�•••••••••w•`
SLOPE2:1 SIDE 2:1 SIDE
•i•••w•••w•w•w�SLOPE MAX.
:-•••••••••••••••w�
CROSS
TEMPORARY SEDIMENT A ■
Practice • •0
1 MODIFIED PER COMMENTS FROM NCDENR/DWQ 4/27/00
REV. NO. REVISIONS DATE
TYPICAL CUL-DE-SAC
50' R\W
NOT TO SCALE
POND SUMMARY:
STATE WATER QUALITY POND CONSIDERATIONS -
Surface Area required = 13,332 sf
Surface Area provided = 50,676 sf
1'Storage Volume required = 37,121 cf
I'Storage Volume provided = 37,121 cf
Storage Vo lume @ Wei r Cut (e Lev. 9.0) = 52,800 cf
Required 1'Storage Volume Drawdown Time = 3.1 days
PEAK DISCHARGE SUMMARY (NHC SWM) -
Q( 2) pre -developed = 15 cfs
Q(IO) pre -developed = 29 cfs
Q( 2) post -developed = 2 cfs @ WSEL = 10.3
Q(10) post -developed = 19 cfs @ WSEL = 10.9
Q(100)post-developed = 44 cfs @ WSEL = 11.6
POND SEDIMENTATION CONSIDERATIONS -
Storage Volume required = 20.5 X 1800 = 36,900 cf
Storage Volume provided = 52,800 cf
BREWSTER PLACE PHASE TWO
Addlt tonal Calculation Summary for DWQ -
WATER QUALITY CONSIDERATIONS -
Impervious area cm lcu latlonsi See Project Data Sheet
■ No offs lte areas drain to pond
STREETS= 1.81 acres
BUILDINGS (65 LOTS 8 4000 sf ea )= 5.97 acres
TOTAL IMPERVIOUS = 7.78 acres
TOTAL AREA DRAINING TO POND - 20. 54 acres
w Retention of first 1' of run-off,
20. 54 acres total - 7.78 ar_res impervl ous -12. 76 acres green area
SA REQUIRED 7. 78 x 0. 98 + 12. 76 x 0. 20 / 20, 54 = 0. 495, or 49, 5%
At 7.5' depth, 902 TSS removal, from chart - SA factor = 1.49
20.54 x 0. 01 x 1,45 = C. 306 acres = 13,332 sf SA REQUIRED
At Elev, - 8,0 SA = 1.16 acres - 50,676 sf SA PROVIDED
VOLUME REQUIREID (7,70 x 0.98 + 12. 76 x 0. 20) x 1/12 = 0. 85 acre-ft
37,121 cf REQUIRED STORAGE
I' Storage At Elev. = 8.7 37,121 cf PROVIDED STORAGE
Weir Cut Elevation - 9.0 52,800 cf PROVIDED STORAGE
Average head from I' storage elevation to orifice -
S.7-S.0 /2.0. 35'
3' PVC drain to dre,-down pond,
Orifice equation, Q - CA(2gh)^1/2
9 = 0. 6(0. 0491)(64, 4 X 0. 35)^1/2
- 0. 1399 cfs
T = 315,978 sec. - 3.1 days OKAY
POND DESIGN DATA
20.54 ACRES NEW LOTS (65 LOTS)
20.54 ACRES TO BE DIRECTED TO POND
IMPERVIOUS AREA - 1.81 ac. IN STREETS
k 5.97 cc. IN LOTS (TO BE DEED RESTRICTED TO 4,000 of EA.)
7.78 ACRES TOTAL IMPERVIOUS
12' 12"
1 1/2- MIN. BITUMINOUS PAVEMENT 1 1
I �
CONCRETE CURB DETAIL
NOT TO SCALE
NOTE:
THIS PLAN TO BE UTILIZED AND
RENEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE,
KfilCH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN.
NOTE WELL -
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A 15 DAY PERIOD
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS.
EROSION & SEDIMENT CONTROL and WATER QUALITY PLAN
BREWSTER PLACE PHASE MO
LOCATED IN MASONBORO TOWNSHIP
NEW HANOVER COUNTY, NORTH CAROLINA
OWNER: SATURN DEVELOPMENT
3901 OLEANDER DRIVE
WILMINGTON, NC 28403
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON. N.C. 28401
PHONE [phone]
Dalr.
3-29-00
Scale:
1"=40'
Drawn:
HSR
Checked:
HSR
Project No:
3888ecp2HSR
Sheet No:
2
4
DF

c
0
ii La-40' i_ o
3
O 0
O 00.0 0
O O
2' 0000 o
000a ARM
24' 0 0000
O
d50 - 6' S7cw 1 W
2 - 24' RCP dYAx - 9' -
Le - 40' uI
APRQV iil/q(NESS - i.s' O
OUTLET PROTECTION DETAIL OUTLET PIPE
NOT TO SCALE
POND OUTFALL OP OUTLET PROTECTION DETAIL GRATE TOP
(SIDE VIEW) 4; ...:... r .. .
NOTE: FILTER FABRIC IS TO NOT TO SCALE 4
\�"--"" --- ,
BE PLACED UNDER ALL STONE 4' �-
4
OUTLET PROTECTION. 0.67'
C / � / R
CUT WELDED BAR,
GALVANIZED, OR
r7 n, ► EQUIVALENT
La-15'
000,°,00 10'
4i1o0o'
18' 0 0 tt
18' d50 - 6' SMNE T dWAX - 9'
V O/7 2.8 rps La - 15,
APRON 7HIOGffSS - 1.5'
OUTLET PROTECTION DETAIL
NOT TO SCALE
SURFACE AREA O EL= 7.0 = 29,788 af�
\ SURFACE AREA O EL= &0 = AIJI sf
\ I
\ \ \ L 54.9' 368 FT
EXISTING WETLANDS BOUNDARY \ ormwatsl Re entron% `"---_
\ Detention P d ="
BOTTOM ELEVATION- -0.5 -�
EMERGENCY
SPILLWAY EL- 11.0
MINIMUM 50 CY ` _ O SETTL D
SPR01EC110N SPILLWAY
\ \ CONSTRU TED
W= 40', Depth= 1.5' \ aq ELEV=12• 5
PLACE FILTER FABRIC u �S
UNDER STONE
sot Fence Required \, \, OUTLET STRUCTURE
at Too of Bank and SEE DETAIL THIS SHEET
across top of Pipes \ 5 CY CL II RIPRAP
1.5 FT DEEP
\ ' ANTI -SEEP COLLAR
IE = 58 SEE DETAIL
f0 CY a 11 RIPRAP (2) - 57.0 LF 24'CL III RCP's
1.5 FT DEEP
VARIES i V 15.0'
16'
I I
it /777Th
SEE DETAIL
36'
25.5'
MEIN=
U �Y NOTE ORIFICE 70 BE TEMPORARILY COVERED WTH
V NINE AND 57 S70NE UNTIL 5/7E IS STABLE 2 00'
G , WELDED BAR 3
O v rl, TRASH RACK i r
BOLTED IN PLACE EL=9.0 GRATE TOP
MO 90 ELBOW DOWN 1.8' x 0.5S� 4
8'B£LOW OUSEL 4• EL-8.0 4
OUSEL= MIN. 8' INV=
7.0 Z 0 (2) - 24-RCP
OU71ET
SB -61 1r2 Cava
�INV=6.0 PIPES _
o
1 2-1/2- PERFORATED for CEA OUT
PVC W/ GRAVEL
AND FABRIC FILTER
o EL- JO =BASE
POND BOTTOM
ELEV= -0.5 SECTION VIEW
4'x 10'Precost Conc.Box,
Tindall UV0410 OR EQUIVALENT
OUTLET STRUCTURE DETAILS
I NOT TO SCALE
2� B=14'
6:1 VEGETATED SHELF
FROM EL- 7.0 TO
EL= 6.0, 6' WIDE
WSEL- 7.0
POND 2 DETAIL
SCALE: 1 " = 40'
EMBANKMENT TOP- 12.00 (SETTLED). - 12.25 (CONSTRUCTED)
100�AR WSEL- 10 64WSEL- 10 64 EMERGENCY SPILLWAY EL = 11.0 STATE STORAGE _
10-YEAR WSEL- 9.71 24.653 CF O ELEVATION 7.8
SIR GAT ELEVA N-8.0GUT ELEVA N-8.0
NORMAL WSE = 7.0
8:1
3.1 BOTTOM SWM STRUCTURE EL- 3.0._.._...._............................
47'
EMBANKMENT SECTION
NOT TO SCALE
IE - 7.20
5 CY CL 11 F
1.5 FT DEEP
E = 7.08
5 CY CL 0 RIPRAP
1.5 FT DEEP
N01E: COLLAR TO BE POURED AFTER
PIPES ARE IN PLACE
REN'ORCOIO AS NECESSARY. ,
�d
3:1 DRY SIDE SLOPE -
STEEPER SLOPES ARE
FOREBAY OVERFLOW REQUIRED TO BE
SPILLWAY ELEV = 6.0 ARMOURED WITH RIP -RAP.
NOTE: PORTABLE PUMP TO BE USED TO
DRAIN POND IN CASE OF EMERGENCY.
PUMP TO BE PLACED ON TOP OF BERM
WITH SCREEN ATTACHED TO HOSE INLET AND
COVERED WITH STONE. HOSE OUTLET TO DRAIN
DIRECTLY INTO POND OU7LET STRUCTURE.
0
n
co
ALL SLOPES
€
3:1 MAXIMUM
O
s
m
6' min
12' min.
SEE PLAN
we
Foreba volume
II
o
DEL
20% of required
storage, typical
w
4' OP
0
PIPE
�$11r
min.
OUTLET
do T-
�e
OUTLET
PROTECTION
FOREBAY SEC77ON DETAIL
AS ON PLANS
TYPICAL AT ALL STORM OUTFALLS To POND
NOT TO SCALE
r . 40 :. 120
N
FOUR STANDARD
2'X3' GRATES
NCDOT OR EQUIVALENT
WO
SEE DETAIL THIS SHEET
FOR TRASH RACK
1.8' WEIR CUT
5'
PLAN VIEW
OUTLET STRUCTURE DETAILS
NOT TO SCALE
1 MODIFIED PER COMMENTS FROM NCDENR/DWO 4/27/00
REV. NO. REVISIONS DATE
\',!i T 111EI
•.0 p
Volume Required = 120,263 X 20% = 24,053 cf
Volume provided = 11,313 cf
STATE WATER QUALITY POND CONSIDERATIONS -
Surface Area required = 9,118 sf
Surface Area provided = 29,788 sf
l'Storage Volume required = 24,653 cf
1'Storage Volume provided = 24,653 cf
Storage Volume @ Weir Cut (elev. 8) = 32,460 cf
Required I' Storage Volume Drawdown Time = 2.7 days
PEAK DISCHARGE SUMMARY (NHC SWM) -
Q(2) pre -developed = 18.2 cfs
Q(10) pre -developed = 34.8 cfs
Q(100) pre -developed = 63.1 cfs
Q(2) post -developed = 11,4 cfs @ WSEL = 9.3
Q(10) post -developed = 33.3 cfs @ WSEL = 9.7
Q(100) post -developed = 44.3 cfs @ WSEL = 10.6
POND SEDIMENTATION CONSIDERATIONS -
Storage Volume required = 33.0 X 1800 = 22,500 cf
Storage Volume provided = 32,460 cf
BREWSTER PLACE - PHASE TWO, POND 2
Additional Calculation Summary for DWQ -
WATER QUALITY CONSIDERATIONS -
Impervious area calculations, See Project Data Sheet
Is No offsite areas drain to pond
STREETS- 1.67 acres
BUILDINGS (42 LOTS Q 4000 sf ea.)= 3.86 acres
TOTAL IMPERVIOUS = 5.53 acres
TOTAL AREA DRAINING TO POND = 12.39 acres
w Retention of first 1' of run-off,
12.39 acres total - 5.53 acres Impervious - 6.86 acre green area
SA REQUIRED, 5.53 x 0. 9b + 6.86 x 0.20 / 12.39 = 0.548, or 54. BX
At 7.5' depth, 90% TSS removal, from chart - SA factor = 1.69
12.39 x 0.01 x 1.69 = 0.209 acres = 9,118 sf SA REQUIRED
At Elev. - 7, 0 SA = 0. 68 acres = 29, 788 sf SA PROVIDED
VOLUME REWIRED, (12. 39 x 0. 98+ 6.86 x 0. 20) x 1/12 = 0. 57acre-ft
24,653 cf REQUIRED STORAGE
1' Storage At Elev. = 7.8 24,653 cf PROVI➢E➢ STORAGE
Weir Cut Elevatl on - 8.0 32,460 cf PROVIDED STORAGE
Average head from 1'storage elevation to orifice -
7.8-7.0 /2-0. 4'
2-1/2-PVC drain to draw -down pond,
Orifice equatlom 0 - CA(2gh)^1/2
0 = 0. 6(0. 0341) 164. 4 X 0.4)-1/2
- 0.1038 cfs
T - 237,406 sec. - 2.7 days OKAY
FOREBAY REQUIREMENTS -
Mini mum capacity = 120,263 X 20X = 24,053 cf
Provided capacity = 24, 053 cf
POND DESIGN DATA
12.39 ACRES NEW LOTS (42 LOTS)
12.39 ACRES TO BE DIRECTED TO POND
IMPERVIOUS AREA - 1.67 cc. IN STREETS
+ 3.86 cc. IN LOTS (TO BE DEED RESTRICTED TO 4,000 sf EA.)
5.53 ACRES TOTAL IMPERVIOUS
NOTE:
SEE SHEETS 1 & 2 FOR ADDITIONAL DETAILS THIS PLAN TO BE UTILIZED AND
REV1EWE0 ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE,
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN.
NOTE WELL,
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A 15 DAY PERIOD
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS.
EROSION & SEDIMENT CONTROL and WATER QUALITY PLAN
BREwSTER
PLACE
PHASE
TTO
LOCATED IN MASONBORO TOWNSHIP
NEW HANOVER COUNTY, NORTH CAROLINA
ANlllnuugrrpN
0H CAROB
�,f FESS/ri•ti9
SEAL
025483
OWNER: SATURN DEVELOPMENT
3901 OLEANDER DRIVE
WILMINGTON, NC 28403
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 28401
PHONE [phone]

a
Construction Road Stabilization
Specification / 6.80 - Construction Speciflcatons
1. Clear roadbed and parking areas of all vegetation, roots and other
objectionable material.
2. Ensure that road construction follows the natural contours of the terrain if
It is possible.
3. Locate parking areas an naturally flat era" If they are available. Keep
grades wi icient for drainage but generally not more than 2 to 3X
4. Provide surface drainage, and divert excess runoff to stable areas by using
water bare or turnouts (References: Runoff Control Measures).
5. Keep cute and fills at 2.1 or flatter for safety and stability and to
facilitate establishment of vegetation and maintmonce.
e. Spread a 6-Inch course of ' ABC' cashed stone evenly over the full width of
the road and smooth to amid depressions.
7. Where seepage areas or seasonally wet areas must be crossed. Install
subsurface drains or geotextne fabric cloth before placing the crushed stone
(Practice if.81, Subsurface Drain).
8. Vegetate all roadside ditches, arts, fill@ and other disturbed areas err
otherwise appropriately stabilize "Boon as grading is complete (References:
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -alto
sedimentation.
Maintenance
Inspect construction roads and parking areas periodically for condition of
surface. Tpdress with new grovel ere needed. Check road ditch" and other
seeded areas for erosion and mdlmntatlm after mnoff-producing rains.
Maintain all vegetation In a healthy, vigorous condition. Sediment -producing
areas should be treated Immediately.
Temporary Gravel Construction Entrance/Exit
Specification / 6.06 - Construction Specifications
1. Clear the entrance and exit wee of all vegetation, roots and other
objectionable material and properly grade It
2. Place the graved 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 geatextlle fabrics because they Improve stability of the foundation In
locations subject to seepage or high water table,
Maintenance
Maintain the gravel pad In a condition to prevent mud or sediment from leaving
the construction site, This may require periodic topdre"ing with 2-inch aim&
After each rainfall, inspect my structure used to trap sediment and clam It
out as neceseary. Immediately remove all objectionable materials pilled,
washed, or tracked into public roadways.
Temporary Seeding
Specification / 6.10 - Specifications
Complete grading before preparing seedbeds and install all necessary erosion
cmtrol practices, such " dices, waterways and basin& Minimize step slopes
because they make "ached preparation difficult and Increaw the erosion hazard.
If sole become compacted during grading, loon them to a depth of 6-8 Inches
using a ripper, harrow, or chiral Plow.
Seedbed Preparation
Good seedbed preparation is essential to successful plant establishment A good
seedbed Is well -pulverized, loose and uniform. Where hydromading methods are
used, the surface may be left with a more Irregular surface of large clods and
atones
Lkning - Apply time according to soil test recommendation& If the pH (acidity)
of the son is not known, an application of ground agricultural limestone at the
rate of i to 1 1/2 tone/acre an coaree-textured mile and 2-3 tone/acres an
fine -textured soils Is usually sufficient. Apply limestone uniformly and
Incorporate Into the top 4-5 inches of sell. Sono with a pH of 6 or higher
need not be limed.
Fertilizer- Be" applicatim rates an soil tests. Whin than we not pomibie,
apply a 10-1D-10 grade fertilizer at 700-1,000 lb./acre. Both fertilizer and
lime should be incorporated Into the top 4-6 inches of con. if a hydraulic
seeder is used, do not mix seed and fertilizer more than 30 minutes before
application.
Surface roughening- If recant tillage operations haw resulted In a loose
surface, additional roughening may not be required except to break up large
dodo. If rainfall causes the surface to become mated or created, loosen it
just prior to seeding by disking, raking, harrowing, or other suitable method&
Groove or furrow slopes steeper than 3:1 an the contour before seeding (Practice
6:03, Surface Roughening).
Plant Selection
Select an appropriate species w peal" mixture from Table 8.100. for seeding
In late winter and early spring. Table 6.10b for summer, and Table 6.10e for
fail.
Seeding
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder.
or hydroe"dar. Use seeding miss given In Table 6.10o-6.10c. Broadcast seeding
and hyromedIng are appropriate for step slopes where equipment cannot be
driven. Hand broadcasting is not recommended because of the difficulty In
achieving a uniform distribution. Small grains should be planted no more than 1
Inch deep, and gross" and legumes no more than 1/2 Inch. Broadcast seed meet
be covered by raking or chain dragging, and than lightly firned with a roller w
cWtipacker. Hydroseedod mixtures should Include a wood fiber (cellulose) mulch.
in effuse o The f appropriate mulch will help ensure establishment under normal
conditions and in essential to seeding success under harsh site condition
(Practice 6.14, Mulching). Harsh site conditions Include:
-ending In fall for winter cover (wood fiber mulches ore not considered
adequate for this use),
-dopes steeper than 30,
-excemively hot or dry weather,
-adverse soils(shollow, rocky, or high in day or sand), and
-areas receiving concentrated flow.
If the area to be mulched is subject to concentrated waterflow, as In channels.
mchw mulch with netting (Practice 6.14. Mulching).
Table 6.10o - Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species- Rye(gmin), Annual Impod"a (Kobe In Piedmont and Coostal Plain
Rate (Ib/sae)- 120
Omit annual lepedeza when duration of temporary cover is not to extend beyond
June
Seeding dates -Coastal Plain - Dec. i - Apr. 15.
Sop amendments- Follow recommendations of soil tests or apply 2,000 lb/acre
ground agricultural limestone and 750 ib/ocre 10-10-10 fertilizer.
Mulch -Apply 4,000lb/aae straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades vet nearly straight can be used
as a mulch anchoring tool.
Maintenance - Refertllize H growth Is not fully adequate, Reseed, refortilze
and mulch Immediately following erosion or other damage.
Table 6.101, - Tarnporory Seeding Reoommendatione for Summer
Seeding mixture
Species -German millet
Rcte(lb/acre)- 40
Seeding dates-Coostol Plain- Apr. 15-Aug. 15
Soil omandments-Follow recommendatons of soil tests or apply 2,000 lb/owe
ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4.000 lb/acre straw. Anchor straw by tacking with asphalt netting
or a mulch anchoring tool. A disk with blades set nearly straight con be used
as a mulch anchoring tool.
Mointenoncs-Refer filze If growth is not fully adequate, Rowed, refertnlze
and mulch Immediately following er"im or other damage.
Table 6.10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Specee-Rye(grain)
Rats(lb/acre) - 120
Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Soil amendments - Follow son tests or apply 2,000 lb./acre ground agricultural
limestone and 1,000 Ib/acre 10-10-10 fertllizw.
Mulch- Apply 4.000 lb/acre straw. Anchor straw by tacking with asphalt
netting, or a mulch anchoring tool. A disk with blades vet nearly straight can
be used an a mulch anchoring tool.
Maintenance- Repair and refertllze damaged arms Immediately. Topdrew with 50
lb/acre of nitrogen In March, If it is necessary to extend temporary cover
beyond June 15. overawed with 50 lb/acre Kobe (Piedmont and Coastal Plain)
Permanent Seeding
Specifications # 6.11 - Specificatons
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable
due to inappropriate soil texture (Table 6.11o), poor drainage, concentrated
overland flow, or steepness of elope until measures hove been token to correct
these problems.
To maintain a good stand of vegetation, the wall must meet certain minimum
requirements as a growth medium. The existing sob should haw thew criteria:
- Enough fine-grained (ant and day) materiel to maintain adequate
moisture and nutrient supply (available water capacity of at least .05
Inches water to I Inch of sop).
- Sufficient pore pose to permit root penetration.
- Sufficient depth of soil to provide an adequate root zons. The depth to rock
or knpanneabie layers such as hordpans should be 12 Inches ar more, except an
slopes steeper than 2:1 where the addition of won to not feasible,
- A favorable pH range for plant growth, usually 6.0-6.5.
- Freedom from large roots, branches, storm large clods of earth, " trash of
wry kind. Clods and atones may be left an slopes stepw than 3.1 If they are
to be hydroseeded.
If my of the show criteria are not met -La., if the existing soil Is too
comes. dense, shallow or acidic to foster vegetation -special amendments are
required. The sag conditioners described below may be beneficial or,
preferably, topsoil may be applied in accordance with Practice 6.04, Tpsoling.
Soil Conditioners
In order to Improve the structure or drainage characteristics of a soil, the
fallowing material may be added. These amendments should only be necessary
where sole haw limitations that make them poor far plant growth or for fine
turf establishment (see Chapter 3, Vegetative Considerations).
Peat -Appropriate types are sphagnum move peat, hypnum moss peat readsedge peat,
w peat humus, all from fresh -water source& Pact should be shredded and
conditioned In storage piles for at least 6 monthe after excavation.
Sand -dean and free of toxic materials
Vermiculite-hortIculturd grade and free of toxic substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or
other bedding materlds.
Thoroughly rotted sawdust- free of stores and debris. Add 6 lb. Of nitrogen to
each cubic yard.
Sludge -Treated sewage and Industrial sludges are available In various forme:
thme should be used only In accordance with local. State and Federal
regulations.
Spaces Selection
Use the key to Pannonnt Seeding Mixtures (Table 6.11b) to select the most
appropriate seeding mixture based an the general site and maintenance factors
A listing of species, including scientific nomm and characteristics, is given
In Appendix 8.02.
Seedbed Preparation
Install necessary mechanical er"con and sedimentation control practices before
wading, and complete grading according to the approved plan.
Lime and fertilizer needs should be determined by soil tests. Soil testing Is
performed free of charge by the North Carolina Department of Agriculture sol
testing laboratory. Dlrectlms, sample cartons, and Information sheets we
available through county agricultural extension offices or from NCDA. Because
the NCDA son testing lob requires 1-6 weeks for sample turn -around, sampling
must be planned well In advance of final grading. Testing Is also done by
oommerclal laboratories.
When soil test are not available, follow rat" suggested an the Individual
speciflcatlm sheet for the seeding mix chose (Tables 6.11c through 6.11v).
Applications rates usually full Into the following ranges:
- Ground agricultural limestone
Light -textured, sandy sons; 1-1 1/2 tone%cre
Heavy textured, clayey sole 2-3 tans/acre
- Fertilizer.
Gromes 800-1200 Ib/acre of 10-10-10 (ar the equivalent)
Gram -legume mixtures: 800-1200 blame of 5-10-10 (or the equivalent)
Apply lime and fertilizer evenly and Incorporate Into the top 4-6 inches of sob
by disking or other suitable means. Operate machinery on the contour. When
using u hydroseeder, apply lime and fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Complete seedbed preparation by breaking up large clods and raking Into a
smooth, uniform surface (slope two than 3:1) Fill In or level depressions than
can collect water. Broadcast mad Into a freshly loosened seedbed that has not
been sealed by rainfall.
Table 6.11a - Seeding No. 4CP far.
Well-Dralned Sandy loame to Dry Sands. Coastal Plain; Low to Medium -Care Lawns
Seeding mixture
Species - Cantipedegroas - Rate - 10-20 lb/acre (seed) or 33 bu/acre (prigs)
Seeding dates - Mar. - June, (Sprigging can be done through July where water is
available for Irrigation.)
Son amendments - Apply line and fertilizer according to sell test or apply 300
lb/acre 10-10-10.
Sprigging - Plant prigs in furrows with a tractor -drown transporter, or
broadcast by hand.
Furrows should be 4-6 Inch" deep and 2ft apart Place sprigs about 2 ft. apart
In the row with one and at or above ground level (Figure 6.11 d).
Broadcast at rates shown chow, and press sprigs Into the top 1 1/2 Inches of
soil with a disk rut straight so that prigs are not brought back toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly- 20 lb/acre nitrogen In spring with no
phosphorus. Cntipedegmes cannot tolerate high PH or excess fertilizer.
Table 8.11t - Seeding No. 5CP far. Well-Dralned Sandy Looms to Dry Sands: Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Pensacola Bohlograss 50
Serlow lepedezo 30
Common Bermudagram 10
German millet 10
Seeding not"
1. Where a neat appearance is desired, omit sericea
2 Use common Bermudagrom only an isolated cites when it cannot became a pest
Bernudogrove may be replaced with 5 Ib/sae centipedgrae&
Seeding dates - Apr. 1 - July 15
Son amendments - Apply lime and fertilizer according to sal taste, or apply
1000 Ib/ame ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4.000 lb/acre grain straw or equivalent cover of another suitable mulch.
Anchor by tacking with asphalt roving and netting or by crimping with a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Refertllize the following Apr. with 50 lb/acre nitrogen. Repeat
as growth require& May be moved only was a yow. Where a neat appearance is
desired, omit sericea and now as often as needed.
Table 6.11v - Seeding No. 7CP for: Gram -lined Channels; Coastal Plain
Seeding Mixture
Species - Common Bermudogrom - Rate - 40-80 (1/2 Ib/I.000 ft )
Seeding dates - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests. or apply
3,000 lb/acre ground agricultural limestone and 500 Ib/ocre 10-1G-10 fertilizer.
Mulch - Use jute, excels[" matting, or other effective channel lining material
to cover the bottom of channels and ditch". The lining should extend above the
highest calculated depth of flow. On channal side slopes above this height, and
in drainages not requiring temporary linings, apply 4,000 lb/acre grain straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can
dog drainage devices.
Maintenance -A minimum of 3 weeks is required for establishment Inspect and
repair mulch frequently. Refertllize the following Apr. with 50 lb/acre
nitrogen.
Refer to Appendix 8.02 for botmled names
Grass -Lined Channels
Specification III 6.30 - Construcilon Specifications
1. Remove all trees. brush, stumps, and other objectionable material from the
foundation area and dispose of property.
2. Excavate the channel and shape It to neat Imes and dimensions shown an the
plans plus a 0.2 ft overot ormnd the channel pedmeter to allow for bulking
during seedbed preparations and sod buildup.
3. Remove and property dispose of all excess soli so that surface water may
enter the channel freely.
4. The procedure used to establish gross In the channel will depend upon the
sewrity of the conditions and selection of species. Protect the channel
with mulch or a temporary liner sufficlent to withstand anticipated
velocities during the establishment period (Appendix 8.05).
Maintenance
During the establishment period, check gross -lined channels after every
rainfall. After grass is established, periodically check the channel; check It
after every heavy rainfall event Immediately make repairs. It Is partloulariy
important to check the channel antlet 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 gross In a
health, vigorous condition at all tines, since It is the primary woolon
protection for the channel (Practice 6.11. Permanent Seeding).
Outlet Stabilization Structure
Specification / 6.41 - Construction Speclfloatione
1. Ensure that the subgrode for the filter and riprop follows the required lines
and grodes shown In the plan. Compact my fill required in the subgrade to
the density of the surrounding undisturbed material. Low areas In the
subgrade an undisturbed eon may also be filled by Increasing the rlprap
thickness.
2. The rlprap and gravel filter must conform to the specified grading limits
shown an the plans.
3. Filter cloth, whan used, must meet design requirements and be properly
protected from punching or taming during Installation. Repair any damage by
removing the rlprap and placing another piece of filter cloth over the
damaged area. All connecting joints should overtop a minimum of I ft. If
the damage Is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment but take care to amid damaging the
filter.
5. The minimum thickness of the rprap should be 1.5 times the maximum stone
diameter.
6. Riprop may be field atone or rough quarry stone. It should be hard, angular,
highly weather -resistant and wen graded.
S. Construct the apron an zero grade with no overfall at the and. Make the top
of the rlprap at the downstream and level with the receiving area or slightly
below It
8. Ensure that the apron to property aligned with the receiving stream and
preferably straight throughout Its length. If a curve is needed to fit site
conditions, place it in the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation
(Practice 6.10. Temporary Seed!-..5, and 5.11. Permanent Seeding).
Maintenance
Inspect rlprap outlet structures after heavy rains to s" If any erosion around
or below the rlprap has taken place o, If stone* haw been dislodged.
Immediately make all needed repairs to prevent further damage.
Fabric Drop Inlet Protection (Temporary)
Specification / 6.51 - Construction Specifications
1. As synthetic fabric, use a pervious sheet of nylon, polyester, or ethylene
yam -extra strength (50 lb/1 Inch minimum) -that contains ultraviolet ray
Inhibitors and stabilizers. Fabric should be sufficiently porous to provide
adequate drainage of the temporary sediment pod. Burlap may be used for
short-term applications. It must be replaced every 60 days.
2. Cut fabric from a continuous roll to eliminate joints.
3. For wicks& use 2 x 4 Inch wor+. (preferred) w equivalent metal with a
minimum length of 3 ft. -
4. Space stakes evenly around the %wrimetsr of the inlet a maximum of 3ft.
apart and securely drive them Into the ground, approximately 18 Inches dap.
5. To provide needed stability to the installation, frame with 2 x 4-Inch wood
strips around the most of the overflow area at a maximum of 1.5 ft above the
drop Inlet crest.
6. Place the bottom 12 Inches of the fabric In o trench and backfin the trench
with at least 4 Inches of crushed stone or 12 Inches of compacted son.
7. Fasten fabric securely to the stakes and from& Joints must be overlapped to
the next stake.
8. The top of the frame and fabric must be well below the ground elevation down
slope from the drop Inlet to keep runoff from bypassing the Inlet It may be
necessary to build a temporary dike an the down slope side of the structure
to prevent bypass flow. Material from within the sediment pod may be used
for diking.
Maintenance
Inspect the fabric border after each min and make repairs at needed.
Remove sediment from the pod area as necessary to provide adequate storage
volume for the next rain. Take core not to damage or undercut the fabric during
sediment removal.
When the contributing drainage area has bean adequately stabilized, remove all
materials and any unstable sediment and dispose of them properly. Bring the
disturbed err" to the grade of the drop Inlet and smooth and compact It.
Appropriately stabilize all bare areas around the Inlet.
Land Grading
Specification / 6.02 - Construction Specl6catlone
1.Cmstmct and maintain all erosion and sedimentatim control practices and
measures In accordance with the approved sedimentation control plan and
construction schedule.
2.Ramove good topsoil from areas to be graded and filled, and preserve It far
use in finishing the grading of all critical areas.
3.Scarify areas to be topeolled to a minimum depth of 2 Inch" before placing
topsoil (Practice 6.D4, Topwlling).
4.CIeor and grub areas to be filled to remove tram, vegetation, facts. or other
objectionable material that would affect the planned stability of the fill.
5.Enwm that fill material is free of brush, rubbish, rocks, loge, stumps,
building debris. and other materials Inappropriate for constructing stable
fit&
6.PIace all fill In loyere not to exceed 9 inches In thickness, and compact the
layers as required to reduce er"Ion, slippage, settlement ar other related
problems.
7.Do not incorporate frozen material or soft, mucky, or highly compressible
materials Into fill slopes.
B.Do not place fill an a frozen foundation, due to possible subsidence and
slippage.
9.Keep diversions and other water conveyance measures free of sediment during
all phases of development
10.Handle seeps or springs encountered during construction In accordance wlth
approved methods (Practice 8.81, Subsurface Drain).
11.13ermonently stabilize all graded areas Immediately after final grading is
completed an each area in the grading plan. Apply temporary stabilization
measures an all graded areas when work Is to be Interrupted or delayed for 30
working days or longer.
12.Ensure that topsoil stockpiles, borrow area*. and spoil areas are adequately
protected from erosion with temporary and final stabilization measures, Including
sediment fencing and temporary ending as necessary.
Maintenance
Periodically check all graded areas and the supporting waslon and wdimmtotim
control practices, especially after heavy rainfalls. Promptly remove oil
sediment from diversions and other water-disposol practices. If washouts or
breaks occur, repair them Immediately. Prompt maintenance of small eroded areas
before they become significant gullies to an essential part of an effective
sroalm and sedimentation control plan.
NOTE WELL:
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL' OF THE STATE OF
NORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
LATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
CONTRACTOR IS RESPONSIBLE FOR MAINTAINING A COPY OF THIS MANUAL
ON -SITE AND ENSURING THAT ALL SUPERVISORS ARE FAMILIAR WITH THE
STANDARDS AND SPECIFICATIONS SHOWN IN THE MANUAL AND ON THE PLAN.
Temporary Sediment Trap - continued
Protection from piping - Place filter cloth an the foundation below the riprop
to prevent piping. An alternative would be to excavate a keyway trench across
the riprop foundation and up the aid" to the height of the dam.
Weir length and depth - Keep the spillway weir at least 4 ft long and sized to
pass the peak discharge of the 10-yr storm. A maximum flow depth of 1 ft, a
minimum freeboard of 0.5 ft, and maximum side slopes of 2:1 are recommended.
Weir length may be selected from Table 6.60a shown for most site locations In
North Carolina.
Table 6.60o
Design of Spillways Drainage Area Weir Langth(l)
(am")
(ft)
1
4.0
2
6.0
3
8.0
4
10.0
5
12.0
(1) Dlmmslms shown are minimum
Construction Specifications
I. Clear, grub, and strip the area under the embonkmant of all vegetation and
root mat Remove oil surface soil containing high amounts of organic matter and
stockpile ar dispose of It properly. Haul all objectionable material to the
designated disposal area.
2 Ensure that 61 material far the embankment Is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the fill in
lifts not to exceed 9 Inches and machine compact It Ow fill the embankment 6
Inches to allow for settlement.
3. Construct the outlet section in the embankment Protect the connection
between the rlprap and the soil from piping by using filter fabric or a keyway
cutoff trench between the rlprap structure and the soil.
(Place the fitter fabric between the rprop and eon. Extend the
fabric comes the spillway foundation and sides to the top of the
dam; or
(Excavate a keyway trench along the cmtertlns of the spillway
foundation extending up the sides to the height of the dam. The
trench should be at least 2 ft deep and 2 ft wide with 1:1 side
elopes.
4. Clear the pond area below the elevation of the amt of the spillway to
facilitate sediment clmnout
5. NI cut and PoI slop" should be 2:1 or flatter.
S. Ensure that the stone (drainage) section of the embankment has a minimum
bottom width of 3 ft and maximum side slopes of 1:1 that extend to the bottom of
the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown an the
plane, with 2:1 side slop" extending to the top of the over filled embankment
Kep the thickness of the aides of the spillway outlet structure at a minimum
of 21 Inches. The weir must be level and constructed to grade to assure design
capacity.
8. Material used in the atone nation should be a well -graded mixture of stone
with a d50 size of 9 Inches (dose B erosion control atone is recommended) and a
maximum stone size of 14 inches. The stone may be machine placed and the amd1w
atones worked Into the wide of the larger stones. The stone should be hard,
angular, and highly weather-reelstant
9. Ensure that the store spillway outlet section extends downstream past the
too of the embankment until stable wnditime on, reached and outlet velocity Is
acceptable far the receiving stream. Keep the edges of the atone outlet soctlon
flush with the surrounding ground and shape the center to confine the outflow
stream (References: Outlet Protection).
10. Direct emergency bypa" to natural, stable area& Locate bypass outlets so
that flow will not damage the embankment
11. Stabilize the embankment and all disturbed areas above the sediment pod
and downstream from the trap Immediately after construction (References: Surface
Stabilizatim).
12, Show the distance from the top of the spillway to the sediment deanout
I" (one-half the design depth) an the plans and mark It In the field.
Maintenance
Inspect temporary sedlmmt traps after each period of significant rainfall.
Remove sediment and feature the trap to its original dimensions when the
sediment has accumulated to one-half the design depth of the trap. Place the
sediment that Is removed in the designated disposal err" and rplam the
contaminated port of the gravel facing.
Check the structure far damage from woclon or piping. Periodically check the
depth of the spillway to ensure it is a minimum of 1.5 ft below the low point of
the embankment. Immediately fill any settlement of the embankment to slightly
above design grade. Any rlprap displaced from the spillway must be replaced
Immediately.
After all sediment -producing areas haw been permanently stabilized, remove the
structure and all unstable sediment Smooth the area to blend with the adjoining
areas and stabilize properly (References Surface Stabilization).
PRELIMINARY PLAN NOTES:
1. TOPOGRAPHIC SURVEY AND PROPOSED CONTOURS BY HANOVER DESIGN SERVICES, P.A.
2. ALL ELEVATION ARE NGVD 1929
3. THIS PLAT IS PRELIMINARY, IT IS NOT INTENDED FOR RECORDATION, SALES OR CONVEY
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A 100 YEAR FLOOD HAZARD AREA.
(BASE FLOOD ELEV. = 10.0)
5. SANITARY SEWER TO BE PUBLIC.
6. WATER TO BE PUBLIC.
7. THIS PROPERTY IS ZONED R-15 (PERFORMANCE DEVELOPMENT)
8. THIS MAP IS IN CONDUCTION WITH AND A PART OF BREWSTER PLASE PHASE TWO OVEI
9. FOR REFERENCE SEE D.B. 2085 PG. 894
10. FOR DRAINAGE DESIGN SEE EROSION CONTROL PLAN.
11. CLASS IV SOILS ARE TO BE LEFT IN THEIR NATURAL STATE.
12. ALL STREETS AND DRIVES TO BE PRIVATE.
13. TAX PARCEL # 76-00-06-24-00
14. NO PORTION OF ANY BUILDING WILL BE LOCATED WITHIN THE 100 YEAR FLOOD ZONE.
15. 39.6 ACRES IN THIS PHASE.
NOTE:
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY NEW HANOVER COUNTY.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
COUTY AND STATE CODES AND CONSTRUCTION STANDARDS.
IIIIIIIIIIIIIIIIIIIIIIIIIIII
E
IIIIIIIIIIIIIIIIIIIIIIIIIIII
IIIIIIIIIIIIIIIIIIIIIIIIIIIII
•IIIIIIIIIIIIIIIIIIIIIIIIIIII
M7
Sediment Fence (Silt Fence)
Specification 6.62 - Cwstructim Specifications
MATERIALS
1.Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yam, which is certified by the manufacturer "
supplier as conforming to the requirements shown in Table 6.62b. Synthetic
filter fabric should contain ultraviolet ray Inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120 F.
2-Ensure that poets for sediment fences ore elther 4-Inch diameter pine, 2-Inch
diameter oak, or 1.33 ib/Ilnew ft steel with a minimum length of 4 ft Make
sure that steel poets have projections to facilitate fastening the fabric.
3.For reinforcement of standard strength filter fabrie, use wire fence with a
minimum 14 gauge and a maximum mash spacing of 6 Inches.
Table 6.62b
Specifications Far Sediment Farm Fabric
Physical Property Requirements
Filtering Efficiency - 85X (mm)
Tensile Strength at Standard Strength- 30 1 Inn in (min)
Extra Strength- 50 Ib/Iin In (mm)
Slurry Flow Rate - 0.3 gal/sq ft/min (min)
CONSTRUCTION
1.Construct the sediment baffler of standard strength or extra strength
synthetic filter fabrics.
2.Ensure that the height of the sediment fence does not exceed 18 Inches above
the ground surface. (Higher fences may Impound volumes of water sufficient to
cause failure of the structure.)
3.Construct the filter fabric from a continuous roil cut to the length of the
barrier to amid joints. When joints are necessary, securely fasten the filter
cloth only at a support post with overlap to the next post
4.Support standard strength filter fabric by wire mash fastened sewraly to the
up elope side of the poste using heavy duty wire staples at twat 1 inch long,
or tie wire& Extend the wire mesh support to the bottom of the trench.
5.When a wire mash support fence la used, space posts a maximum of 8 ft apart
Support poste should be driven securely Into the ground to a minimum of 18
Inches.
6.Extra strength fitter fabric with Bft poet spacing does not require wire mash
support fence. Staple or wire the filter fabric directly to poste.
7.Exoawte a trench approximately 4 Inches wide and 8 Inches deep along the
proposed line of poets and upslope from the barrier (figure 6.62a).
B.Bockfiil the trench with compacted son or gravel placed over the filter
fabric.
9.Do not attach filter fabric to misting trees.
Maintenance
Inspect sediment fences at ]east once a week and after each rainfall. Make any
required repairs Immediately.
Should the fabric of o sediment fence collapse, tear, decompose or become
Ineffective, replace It promptly. Replace burlap awry 60 days.
Remove sediment deposits as necessary, to provide adequate storage volume for the
next rain and to reduce pressure an the fence. Take care to amid undermining
the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the arm
to grade and stabilize it after the contributing drainage area has been property
stabilized.
Sediment Basin
Specifications B 6.61 - Construction Specifications
1.SIte preparations -Clear, grub and strip topsoil from areas under the
embankment to remove trees, witatatim, facts and other objectionable material.
Delay clearing the pod area until the dam is complete and than rernove brush,
tram and other objectionable materials to facilitate sediment cleanout
Stockpile all topsoil or soil containing organic matter for use an the outer
shell of the embankment to facilitate vegetative establishment Place temporary
sediment control measures below the basin as neaded.
2Cut-off trench-Excowte a cut-off trench along the cmtedlne of the earth
fill embankment. Cut the trench to stable sol material, but in no Gave make it
less than 2 f. deep. The cut-off trench must extend Into both abutments to at
least the elevation of the riser met. Make the minimum bottom width wide
enough to permit operation of excavation and compaction equipment but In no cam
less than 2 ft Make aide slop" of the trench no steper than 1: 1. Compaction
requirements are the some as than for the embankment Keep the trench dry
during backfllling and compaction operations.
3.Embankment-Take PoI material from the approved areas shown on the plane. It
should be clean mineral soil, free of roots, woody vegetation, rocks and other
objectionable material. Scarify areas on which fill Is 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 cm be squeezed out of the ball. It
Is too wet far proper compaction. Place fill material In 6 to 8-Inch
continuous layers over the entire length of the fill area and then compact it.
Compaction may be obtained by routing the construction hauling equipment over
the fill so that the entire surface of each layer Is traversed by at twat one
wheel or tread track of the heavy equipment w a compactor may be used.
Construct the embmkmmt to an elevation 10% higher than the design height to
allow far settling.
4.Cmduit epilways-Securely attach the floor to the barrel or barrel stub to
make a watertight structural connection. Secure all connections between barrel
sections by approved watertight asaanblles. Place the barrel and riser an a
firm, smooth foundation of impervious soil. Do not use pervious material such
as sand, gravel, or crushed stone as backflll around the pipe " anti -sap
collars. Place the fill material around the pipe spillway In 4-Inch layers and
compact It under and around the pipe to at twat the same density as the
adjacent embankment Care must be token not to raise the pipe from firm contact
with Its foundation when compacting under the pipe haunches.
Place a minimum depth of 2ft. of hand-oompacted bockfgl 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 cow should the
pipe conduit be installed by cutting a trench through the dam after the
embankment Is complete.
5.Emergwey spfllway-Instoll the emergency spillway In undisturbed soil. The
achievement of planned elewtime. grade. design width, and entrance and "it
channel elopes are critical to the successful operation of emergency spillway.
6.Inlets-Discharge water Into the basin in a manner to prevent erosion. Use
diveralms with outlet protection to divert sedimant-laden water to the upper
and of the pod arm to Improve basin trap efficiency (References: Runoff
Control Measures and Outlet Protection).
7.Erosion control -Construct the structure so that the disturbed area is
minimized. Divert surface water away from bare Grace. Complete the embankment
before the arm is cleared. Stabilize the emergency spillway embankment and all
other disturbed areas above the crest of the principal spillway Immediately
after construction (References: Surface Stabilization).
B.Safety-Sediment basins may attract children and con be dangerous. Amid step
aide slopes, and fence and mark basins with warning signs if trespassing is
likely. Follow all state and local requirements.
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and
restore the basin to Its original dimenslans when sediment accumulates to we -
half the design depth.
Check the embwkment. spillways, and outlet for eroson damage, and Inspect the
embankment for piping and settlement Make all necessary repairs Immediately.
Remove all trash and other debris from the floor and pool wee.
GENERAL EROSION CONTROL
SPECIFICATIONS and ADDITIONAL DETAILS for
BREWSTER
PLACE
PHASE
TWO
LOCATED IN MASONBORO TOWNSHIP
NEW HANOVER COUNTY, NORTH CAROLINA
SEAL
02W
:51"lvo
OWNER: SATURN DEVELOPMENT
3901 OLEANDER DRIVE
WILMINGTON, NC 28403
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON. N.C. 28401
PHONE [phone] (�
Data
3-29-00
Scale:
AS SHOWN
Drawn:
HSR
Checked:
HSR
Project No
3888ecp4HSR
Sheet No:
4
O4
C

"(F:' SI IMM^RY
Ve It
•e^•ote .....r.Af f,. I.EI IF,"
I-�- --= - - ---.. B t IR...1 .16 1, E90 LF
3 A45 M 5 z' T2.5
�/ /, ,', 'll v/,•Y. AJ/ nl 5 3 3 5 t�E
_ 711 I i I;E
� n 0.03 � � 20n 0 03 I � 3 .,77 IF
%
tr ^r1E ?71 I
�\< ?^` r • ' -I 1 -I 1 Ct r' 1 CE ---- -36I 1 F ----
lt(; �\/\������,/�\\.• c '. ./ � 113 � 6F � C( f•,g11R1 367 IF
--
no;ninal s- 1% " GRASS LINED GRASS LINED f� ►l
STERN SEWER PIPE CAPACITY - 754cfs to 2. 1,'fFs II•`• nominal s= 0.1% nominal s= 0.5% 5• CJ 'r11.I. STREET AFEA INCI TIDING
CAPACITY = 81+cfs ® 1.8 fps CAPACITY = 75+cfs ® 1.3 fps TD OCTAL dVFRlION ao- �^ C•11 PE-S"CS = 39Liscres
GRASSED -CHANNEL ,, k Practice e.zD
GRASSED SWALE GALE -�
NOT TO SCALE DRAINAGE
(30' DRAINAGE EASEMENT) (20.EMENT) \ K<� Awl
Eo' EME11T
TEMPORARY DIVERSION TO _ JEASElAEI!'(
BE PROVIDED JUST OUTSIDE NOT TO SCALE NOT TO SCALE
RIGHT-OF-WAY. DIRHCT FLOW L ,
TOE—
E
I
1`)
\
I
J
r
INER R04D-
------
AFITIO
c,
K
p
U
a:
0
5
LAI
U
�
�¢
N On
BREWSTER LANE
vi J
S/ T
` Ct
TO SEDIMENT BASIN. DIVERSION) LIMITS T.B.H. TOP OF 6 TISBURY LANE
MAY BE REMOVED AFTER STORE! " �1l DISTURBANCE \ E.C.II. ELEV. 20.22 z '
MARQUIS SILLS SUBDIVISION \
DRAINAGE HAS BEEN INSTA.1lFD Ay�t _ A _ 33 acres
q O NOTE ALL LOTS TO BE GRADED SUCH
LIMITS OF x" I c. THAT ALL STORMWATER FLOWS
DISTURBANCE ;',� ' S 'I TO ONSITE STREETS OR SWALES .- �,'�
33, acres-
IJ1
IIISTER
w
7 70 T TAL / / - / I11111I'I I I 55 57 B.RE�ECTION�3ACE \\
n 1
/ / / I 1 COM
� II A43. 38 PG. 312 /
SILT FENCING TO . w § f l -- -� \ , -- _... ) /i / / 213 214 215 216 I ?_ 171� 218 I �19 I III 56 ss 53 w I
BE PROVIDED ALONG / �t \ / % _ " /� ' 2oy 211 s /, I I �R) �I I 54 1 52 /' 2� I
LIMITS OF DISTURBANCESF Z 1 O
202 c0� _205. Ex cMP IPI, , - - __ -\_- -- _ s1
01 �� IP
� NE �c
S 36'4133" W175.95
y,� J
Ih /
4.171 A c - -
_ IN CONSERVATION ` WIT AREA
,iPPROXIMATE LOCATION
OF CENTERLINE OF/ �j BA� II �...' r ..I, r
MOTTS CREEK. RUN OF-��/,;� / / �, r; III 9�1 I( y y,' / �,-''� '�I ` 1. �{ 1 j %{�/ 4
A',c rrs CREEK S PROPERTYR K I -
LINE S 01'15'S2"E
93.37 / i -! "i 1/ % / r I ` ) 1 \ r, 4' `�� 1 (e`(.` _ -.ate
S 78'09'2/"W
8.3.8EL CON If
S 45.49' 14" IV
164.22
"or TD
0T09'26"IY 1�� // �,�• /,/.,,I I �� Ti1 li 1;V)
t IP t3REF1"_, IE,4 PLACE
5ECTIoN 3 ��
62 0.3 38 PG. 3/2/
' 142 m 1411 401 139 138 I 137 _LL3 135 34 33 132 63 64
I
-� 67
J /
® GY II TRAP �"
® DITCH
5 CY a. AP
b_ QU 5 CY CL0 RIPR �GP / 124 ,G� I126 I �1271 128 I 19 / 1/E
107 II 103 toIO/10s
s./C� AC o
/ (;
IN CONSERVATION p® ?p•O2
b � 11a
82
EXISTING ® ,i
WETLANDS i1 2 �'•�� PL, <Y�1 /' 41
�( J' 9 T ,r 2'�� _ 11 I
01
O 16(7_-�1
B 79.91
U A
_r / 1 'I I / I
_ % I I 1 1 11 c �-
-
,
PiL A I 1 1 118 I 7 I tr/tt-
S 5045 3? E /f 81 ' 1 ��/f . j.:lr11o.5 \ Ur9� / 154 / �� I 1 1 111 I s' S i �: 107
tt
A2.u5 ;L . , �r I 5 C..I CI. n Ry h -/'l
I _.
/ J 1 < IPAi:E
1 ,E!.fuN ,
II _ ( �
�� EX. c.-wsa isaA •� ,
1 ;
Ij� r. 160 U S9 - w w w w s w _ 33
6
S _D-.34 , \ .-'.' S • 5 cr a II•hIPR`4P�`, 1 `l ' tl ; ! \ \ �i \ 8�._.i \ 155 •' w w 8.: -
34 {. I I. It t ,__ -... _ ._. I Y CPR., ! + Il /�.4. �(. -r I / _ \ 1 p �_...:� - w - w w w
(t ` 11ise's_ _
O
175.35 ; - l _
•'( '.' . ■',. (� ( / '.� � wMAY/r ✓L - (-' I TI' IG I,! I r l IF , . -E I'
EASEMENT i ` '' j / 181, / / n . -q S ) O \ --- / I rc MAI I SOON w w CONSTRUCTION EN RANCE E t " -
/ f I 1 \ ,_/ , ) TO w ► BE NECESSARY IF CONTRACTOR I 1 {r •11 "�I I A! N = F " TI L 1 I 'i " •
SILT FEN G TO� g' DI CH w w w l� ,
�.•
BE PROVIDED ALONG 1 l32 �` . 163 161 , 1 6 E w w w. w w w w w ENTERS. SITE IN THIS LOCATION
�� ; ` ` ;5� 1 Z P - w w SEtE SHEET 2 FOR LIMITS OF LIMITS of DISTURBANCE _ _ \\D i r IP 1 DETA�
�, r 5 Cy CL II RIPRAP DISTURBANCE k
- �_% \ \\ •; \ ti r s' DEEP _ E. _ \ 23b3.70 TOTAL acres_Ej(, 33 a
S 83, 26' 41' E \ - 3o D N 81' 43' 34" E C/2 16 ST/1
75.88 8 I
S;LT FENCING TO LIE PROVDED- W.
E. BLACKMON CONSTRUCTION CO. '
ALONG TUE OF SLOT-E --- D. B 1499 PG 433
SILT FENCING TO BE PROVIDEDajl��PORARY SEGIIAE`NT TRAP SUI��>3(jY: �� �= - ,rSHEET 3 c! q ALONG TGE OF SLOPE
_ r MIN. TRAP VOL 1.800 CF/ACRE DISTURBED AREA :WOODEN rkf.:E t'R• I 1 \
-�'�f�--�.r'� 1 ! - ' •AEC '" }. 4. -
I S 7T36'3J"E -�� Ini r102UET.4.1. 7• Le::. { I,� 1�
(SEDIMENT MUST BE REMOVED TWICE A YEAR) Sr
---SILT F> IICINtr 70 E';E PROVI!;;' \ / r \ T u n
UP TO AND AR01i1.'1 bi"d II a' .e x;
t. r AREA 6. [nstn I I Lit I l I t I es I n roadway, base l I sh £ I no l road grades SEDIMENT LENGTH OF DISTURBED MINIMUM TRAP WEIR fit ! t r ,r r' ti �� ;
25'C.O.D. 30'UTITI.IY I I \
a ,. and stab Ilze road with stone base course. DRAIi�AGE AREAS f 1 . y
SETBACK \ EASEMENT - - 18� AlTl�11LEi,i�E...((ii'1 1,E[i i..(Eil ( n .'1 / X
-�I S8 8. SEDI NL TIT Oki FIT 7. FInoI grade, Install non -nun I Ipa1 ut 11I t I es as needed, and � INLET): - (..A fi E: :cSS `' /., - �--= - ---- ----,
\ Prac tic Sr 61 vegetatively stabilize areas where building construction Is 1 11630 3.37 6,06E 10 - r 7 . i 'C - - - I -T I - \ -
'� _MOT7S CRFI'K tl se Jis�ent Baser, is to kweanstructed first (see not Imminent. Al R 4E'dS �•`/ -
Ai c Biers / tt
1. B 0. 75 acres 2 2.310 4.77 8,5e6 1.2 a • y //J I I T
OIJ IT ALL Contra-tlon Scneduld �'J is the primaryPractice to -d _
8. All erosion and sediment control Practices are to be 1. C 1. 20 acres -1 -`I 1 I
SWAlv1P prevent eat crL,.:er< fr : !.oving tT le site. le. Detal led design and
^�,Isolitway tors garat.,:ri are specified in the CALCULATIONS Inspected weekly and after any rainfall, and repaired as 2. H 0,84 acres -DISTURBED AREAS BASED ON 90 FT MADE DISTUR[ED AREA'i'Qr'1 DITCi I) AC
FOREST / sect Ion of iI nurrotl v;. The PVC cutlet Is to be blocked necessary. 2. C 1.. 86 acres A �RO\/�F1 �• / /"' I//1 'i _ I i\
LINE 1 ,�pdttrinasedim..,ntation r.-Lion (or not Installed) until 3. B 0. 55 acres - (R : Y R,J,--
1 eat l re,watei shed Is Lz went ly stabI IIzed and pond Is 9. Upon coop let Ion of construction, the roadway Is to be paved NC .OLINA ENVIRONLIE'TAL /I' ', !• _ ;� I
converted to•permcnrr:t ;tormwater management detention / and nil areas permanently vegetatively stabilized. After 3. C 1. IS acres - HMENT COMMISSION �� \ I\
retention function. site stabilization, temporary measures are to be removed and 4. B 0. 45 acres - - EY7FtI5IOl OF / the Sediment Basin cleaned to Its original design contours, 4. C 1. 56 acres t -.UN OF WATER QUALITY FAER•) r l,aL-' • I �' - f_ ,-�S `�j J
O If necessary, and riser structure Orlfaces opened, so as to IBTO TRENCH-
1
9. TEMPORARY SEDIh1ErlT f'!1" function as a stormwnter management / water unlit 5. H 1. OS acres 12'C01!F.o ST^.NF. ORI
i"1ay ZL�O 11' C(N!F.'.^ILL COIL
Practice 6. FO retention pond. 5. C 2, 13 acres I ✓//I I I I 1
Sediment-
ed lment, trG ps v I,.. l.e Instal led as Indicated on pion 6. C D, 29 acres wCW3ryt 3Z
at 4z downMg
I I VV��� I III\ I I '•\ i I n I I
7, B 1, 64 acres
i t 1. Permanent vegetation to be established in accordance with 8. A 0. 29 acres FILTER FABRIC: • . VJ ', , _ ._ I
PLANNED EROSION AND SEDIMEN( LONTRDI_ PRACTICES'- MAINTENANCE PI IJI -- _. _ _ 'North Carolina Erosion and Sediment Control Planning and 9. A 0, 14 acres PERMOUS SHEET OF
n
Design Manual Section 6. 11, latest version. See Sheet 3.
IO. A 2.25 acres
I 1.
TF9PGRARY GRAVEL CONSTRUCTION ErITRANCE
€bF
\�
:root ice 6.0E
1.
All nee tr _ ;E be ;;'l
- eu wer.0 y'And after any ra l nfall
Shall he Installed at the entrances to the project
event and nmed cl repair
'aw_ Irmccilately,
From an existing roadway ( at existing Brewster Lane
2.
i�
Sediment B-_si,n to t:: •:r
- -
�.,:d o„t when the level of sediment
I
and C.•crge Place ). Dralrege should be away from the
reacle 5 t'Icy, o -
opening.: Riser structure to be
1
road and erosion will be con -trailed with downstream
�
,.a
cleaned if:Q,tl s
ve deslgrr surface no longer
practices. Miring wet weather It may be necessary to rash
aralns pro:,crJ
truck tires at these lozoticns.
50' R\W
2.
I (90 GPA0171Ci
3.
Sedl en[ tkJ i+, i en )1
fl
s.ro tc. hen the ore
♦ y
level
CAL
I 'act E OP_
approx l mat t; 1 _�.•
sedl n3nt Is vlthln 1' of
Ice
top of. s I}�c elk
G'-odlnl :,h..ulJ b II:IIted to areas as shown ,r. tile
and
4
,ell L [it r.m �_I
- h-t., nd my Silt Fence and
F tars. Ctit fI II I pes shill be 311 or flatter except
'v,.wa Inter. tea fare shall be taken during
IrJ t pl rl ';1 i de I,.
P, I be ones 0, 5' deep. Fenc I ng
I
I~
s,^^.eel°Ically
a..t 1,1 t I, .tic.. Tr'
- repaired a� neTded to maintain n
70'
-25.0•
25.0'
10•
I
lanc' nrading nctivl{I n a to damage existing trees thrt
bore
UTILITY
UTILITY
, Id:rtIfI -d o: ., h.- preserved'.
w,{yt
EASEMENT I
16 -
1B
I
E4SEMEN T
I ,.,
S.
Al I sec a .r .,I�
rtIII'IIC. mulched, end re -seeded
16' -
16'
.1 0.
SELIOENT FENCE
o r ce r y, c r -
sptclflco 'lore provided, to
Procticc 6.6?
r-Ir aln !rh kl R
-I:C CG
'' -
I
!
1 /yI-2 ASPHALT
f
Sadlnent fencing should be Installed as sho-v,,:in the -
6.
-
a: stet Ic..l• era-
s maintained in uch manner as to
a ed s c
3 -1
Jf T, 1/4' T.
P Len, tc delineate and p;^atect wetlands and speck led areas,
Prvv m«,d,:.,t seel.}
'�.
- ro Teo vi rg the construction site.
�l
0.5'/FT.
4
05'/Fl.�
and m-ound any ter,pornry stockpile areas as necessory to
IL
rer lc c tr,,c'- Irt
2- inch s..rie may be regwlred.
prevent on coded inter la.' ereas from eroding onto adjacent
Y e a 1
Ins ect of+:.tic.-h r 1;
p
.� It and immzdlotel remove all -
y
6• ABC
lands or rm.iwn , or Into Inlets, arias dire-ted by Cnglnenr
X
.
cL lest Lorna l:r nc .eel I
c
S]1ltcd, bosh: d, or tracked onto
cr few Ho nn er uairty Ern, I on Control personnel,
p utl lc ror-!',e•,., -
MODIFIED
MODIFIED
/•,-•,\
4.
GkASS-LINFp CI IANNELS
_
•.
-
'each
VALLEY CURB
VALLEY CURB
!�/
Practice 6 SD
7,
Lisps t te..p':rkry .I I,.
after period of slgnl£ICant
rn lnfall f.+ o c ,�Ilr.
, and re st_re the trap to Its original
and r
All swales to be to design
dinensl.:ns wh n the -a 11
A has ocClInuloted to 1/2 the design
TYPICAL PUBLIC STREET
DETAIL
overflow graded
depth of the trop PI
the sedinant that Is removed In the
6..
col,f lguratlon, seeded, and stabilized If necessary with
des lgnnted all po al-..k"
.d replace the contaminated part of the
temporary straw -net liners to collect and convey site water
Grovel Facin;a Ch _
e-trurtur•e for dnmage From erosion or
NOT TO SCALE
to the Sediment Basin as shown on Plan. After final project
-
piping. Per l rdl cIt,
';Ir Vie d.-pth of the spillway to ensure it
stablll-a.tlon, swales to be re-gradzd and cleaned of
Is a minimum ar 1 5 Tel
--law the low point of the embankment.
=l Ltatlon as needed to establish original contours for
Ir d, t 1 fill r
'lament of the embankment to slightl above
storrwater comeyance.
, -
.me a e y _
deslFn grade. Any r. ipr
.. y
1. di placed from the spillway must be
replci a Ior.•di Ott Lr
'r er oil secilloent produclrg areas have
IP5.
INLE1 PRGTECTI!'.`1
been parmanently sI.': 11
is+d, remove ''.he structure and all unstable
Proctic4 E.52
cede menu. Smooth tr.rr.
+a to blend w,th-the adjoining areas and
stab)l Ize-pr:per ly.
Storm sewer Inlet barrlers of slit fencing or block and
- -' -
gravel Inlet protection are to be constructed to help
.,,
prevent 5edlr:exit from enuring the storm sewer system.
'
coksTRucTIDr1
scltuulL
^
YP 6.
OUTLET STABILIZATION
Practice 6.41 • _-
1,
- Obta In of rro,aI f;:•jar
::,d any necessary permits, and hold
a pre ca SR'•u_t, er-Lsai I.rrir,cc
,prior to commencing any work,
Riprop aprons will he located,ot the downstream end of
all discharge pipes to prevent scour,
2.
Flag wurk limits an:1 I-
I,e-out roadway,.prlmory ditches, and
- -
Sediment: Basin forFrol
-Incry grading.
-
/.
T T 'r 'T.ABILIZATION
COILS RUC IL I ROAD S
'"
3.
Instoll Gravel Cor_ln l,:•n
--
Entrances.
Practice 6.00 - -.
Upon reaching��fine( grade and after uVilitles have been
q,
Install Sediment Basl•,
s shown m, Plan prior to clearing
Installed, roadway areas .are to be sttiblllzed by placing
and Drubbing site,
sub -base course of approved 4' mark stone, as'shown In the .
typical street cross secticn detail on the Plan, to reduce
5.
'� Construct ditches and r.a
other sediment controL Practices
erosion and dust drrino the remainder of handing
"=shown, prior to rou:h r
ling roadways and site, stockpiling
_ans-ir, ict l an
mater l al and topsoil
y.
STORM DRAIN DESIGN COMPUTAT►ONS
LOCATION
RUNOFF
PIPE DESIGN
FROM
TO
D.A.
PIPE
TIME
OF CONIC. MIN.
TNT,
D1SCH.
ELEV.
ELEI:
SIOT'f.
INLET
FLOW
DESIGN
POINT
POINT
ACRES
MCA
(L)
(1)
0
INL.
OUR.
MIN.
IN..
�•-
TIME
TiME
TIME
1.A
1.B
0.8
0.78
137
5
-
5
8.1
6.4
15.8
15.5
0.002
.18
1.
1.S
1.0
1.2
0.48
36
5
-
5
8.1
3.9
15.9
15.8
0•.003
18`
2-A
2.B
0.8
0.99
132
5
-
5
8.1
8.0
14.7
14.4
0,002
18
4
2-B
2.0
1.9
0.65
35
5
-
5
8.1
5.3
14.8
1.1.7
0.003'
18
5
3.A
3B
0.6
0.69
132
5
-
5
8.1
5.6
15.7
15.4
0002
16
i
3.8
3C
1.2
0.47
37
5
-
5
8.1
3.9
15.8
15.7
0100:3
0.003;
18
18
5
4.A
4.B
0.5
0.80
155
5
-
5
8.1
6.6
9.9
9.5
4.B
4.0
1.6
0.62
35
5
-
5
8.1
5.1
10.0
.9.9
0.003
-'10
5.
5.A
5.B
1.1
1.27
130
5
-
5
8.1
10.7
8.7
8.3
0. DO
18
5
5.8
5.0
2,1
0.85
48
5
-
5
8.1
6.9
8.8
8.7
0-003
18
5.
6.A
6.B
-
0.29
46
5
-
10
77
2.4
72
70
0.00T
18
5
6.8
6.0
0.3
0.29
340
5
-
5
8.1
2.4
9.2
Z2.
0,003
18
F
6. C
6. D
0.4
0.17
35
5
-
5
8.1
1.4
8.3
8.2
0.003
18
5
7A
ZB
1.6
0.66
150
5
-
5
7.2
4.7
7.7
7.2
0.003
/8
':5.
B.A
-
0.3
0.12
CONCRETE FLUME - SEE STORM DRAINAGE CALCULATIONS FOR NORMAL DEP771 F
9.A
-
0.1
0.06
CONCRETE FLUME - SEE STORM DRAINAGE CALCULATIONS FOR NOR11AL DEPTH F
10.A
-
2.3
0.90
CONCRETE FLUME - SEE STORM DRAINAGE CALCULATIONS FOR NORMAL DEPT,'I T•
••
`
NYLON, POLYESTER, OR
ET.4YIBIE YARN, EXTRA
RO IMF I I
'---
STRENGTI ( 5o Psi 11M.j
WITH ULTRAIIOLET NAY
INN161TORS AND STABNZE:RS
-EL-
E Il r/ PEPP wLF�r .n-1 ; 'ir11:1
�� "-t-
_I�� _
RECEIVED
NTS
PRACrCE 6.51
2 2
APR 2 8 20M
t
IF
`
g
•°
w,gv732
5?
PROD #
e.
t
I
:r'.0 50 0 700 :nU
TC OE I1TII17cD ANO
2. r'
- - --
.3uu
E', 7C.''d Or J'-,' d,
-. .
"Cl: ri rr( itr PAR T OF
3.9
-SC-' c IN r: ET . r
PITS LrZO:.rc , rJ `13,7, l,7
1.4
I
NO -11.:
1.9
R'Y. ,.-1S OA' SITE r,- All
7 1 /Y IN A 15 04, •ki;.00
t
0L�
SIMI!
,:-.itP, -S'.1 -Tf1
Rt _7 TIP- `•,:, Iiftr,T-;VS
p g
EOS101J &: SEi�!MENT CONTROL and WATER ONALI1 / ;_.' AN
nit
l L
rr('RE
i ��'.7N ! :>i'
r!_PO Tf 7 BS� .Jdb i �l t .il.: t ., r[..^? .1r 1
,
45E
LOCATED IN MASONB')RO TOWNSHIP
7i ^E
`
NEW 11ANOWER COUNTY, fIORTII C.a.ROLIrJ,1
I
rc --- -
Om .n:
.• _ (� -- _--_-- ._� ___.____._.___ r �-'TIT
„III I/il/q// Ch keel. -----
----._ G•4k ''"%, 011TIFR: SATURN OEVEI.nl'k,, NT
_- �i 3901 OLEANP!t_R PRIVE
-4F e.-f k) W1.1."GIOPI, NC 284Y'3
SEAT. - - ------ ---- - - --- ._ � _ ---_
- - - 025483 = r -- ------ - - - --
A 1 C- '. \
II,.fIGtiE_P, Cf_�I .(I .�Ef, /ICES, f-.�`,�
`N
(AA?.7 Sllr'I?71�45, E'r;'S/PJ=E.;S & LA AID oC �1 /•'"rERS = I 1
1 310 Y", RI1 r STREET
All"IM'MN I.C. i2lil
♦ . i
REVISIONS " f - /-(• ( I_ l or i
REV NO
- 3858ecp 1, d,vgHSR I
_: . T n,I. l.4b•'. �, a..4'•. � UniYN ',, 4 41'I .
SITE DATA
TOT. j/ OF UNITS ALLOWED IN BREWSTER
66 ACRES x 3.3 = 217 UNITS
1 ACRE x 2.5 = 2 UNITS
TOTAL ALLOWED = 219 UNI1S
PRASE ONE BREWSTER PLACE APPROVED
99 UNITS
PHASE TWO BREWSTER PLACE APPROVED
120 UNITS
NUMBER OF UNITS TOTAL_
219 UNITS
PARKING SPACES REQUIRED
PRIVATE DRIVEWAYS
TOTAL AREA TO BE DISTURBED
33.0 AC t
IMPERVIOUS AREA (BLDG.- S DRIVEWAYS, STREETS, ETC.)
13.3 ACRES

EMERGENCY
SPILLWAY EL= 12.0
MINIMUM 50 CY
STONE SPILLWAY
PROTECTION
W= 40', Depth= 1.5'
PLACE FILTER FABRIC
UNDER STONE
1
l•A=52.0' /
L= .4'
EXISTING WETLANDS BOUNDARY","","/
/SURFACE AREA 6 EL= 8.0 = 50,676 sf is
SURFACE AREA EL= 9.0 = 54,924 sf .1001CD
Stormtrotef Retentions
g4.7' I I
sp I I
---- 6:1 SIDESL. E -----------------------
L=397.8'
POND 1 USES VEGETATIVE FILTER FOR PRETREATMENT
SEE SHEET i FOR POND 1 PRETREATMENT FLOW PATH
' OUTLET SIRUC77JRE
(2) - 52.0 LF 24'CL 111 RCP's
SEE DETAIL THIS SHEET
3.1 DRY SIDE SLOPE -
5 CY CL 11 RIPRAP
STEEPER SLOPES ARE
1.5 FT DEEP
REQUIRED TO BE
ARMOURED W11H RIP -RAP.
IE = 6.8
6:1 VEGETATED SHELF
10 CY CL II RIPRAP
ANTI -SEEP COLLAR
POND 1
DETAIL
FROM EL- 8.0 TO
EL= 7.0. 6' WIDE
1.5 FT DEEP
SEE DETAIL
WSEL= 8.0
NOTE: PORTABLE PUMP TO BE USED TO
SCALE: 1 '
= 40
DRAIN POND IN CASE OF EMERGENCY.
PUMP TO BE PLACED ON TOP OF BERM
WITH SCREEN ATTACHED TO HOSE 1141T AND
COVERED WITH STONE HOSE OUTLET TO DRAIN
DIRECTLY INTO POND OUTLET STRUCTURE.
FOUR STANDARD
c
2'X3' GRATES
°
NCDOT OR EQUIVALENT
n
0
ALL SLOPES
c
00
00
00
00
3:1 MAXIMUM
c
DO
E=E=
00
0o
t
m
°
�C�
o0
�O
00
oL�
00
E_O
00
6'min
12'min.
SEE PLAN
G-RATE
Ego
o�
o0
00
°
00
00
00
0o
II
PLAN VIEW
o0
00
00
0o
Forelay volume
0 0
0 0
0 0
0 o
POND
20% of required
0
WSEL
storage, typical
w
51
f
7c-3.
I_5.
-_..-�
----
OP
o-
~
yl 1t - 1"
TYP.
a'<`'O
0
4,
4' min.
OUTLET PIPE
IT
o.
OUTLET
•. /
PROTECTION
10'-3'
'ti'
AS ON PLANS
FOREBAY SEC77ON
DETAIL
h_
o
TYPICAL AT ALL STORM OUTFALLS TO POND
SEE DETAIL THIS SHEET
'E
NOT TO SCALE
FOR TRASH RACK
0.8' WEIR CUT
a
PLAN VIEW
OUTLET STRUCTURE DETAILS
NOT TO SCALE
20 -
L I La-40'
0
o a000a
2• o000 20'
000o MIN.
0 0
24' r ° ocoo
d50 - 6' STOVE 1
2 - 24"RCP dMAx - 9-
La - 40'
APRON THICKNESS - 1.5'
OUTLET PROTECTION DETAIL
NOT TO SCALE
POND OUTFALL OP
NOTE: FILTER FABRIC IS TO
BE PLACED UNDER ALL STONE
OUTLET PROTECTION.
VARIES 1 10' 1 15.0' 1 25.5'
16'
CIO
tIS I I EMBANKMENT TOP= 13.00 (SETTLED) = 13.25 (CONSTRUCTED)
= 12.00 - EMERGENCY SPILLWAY EL -
- YEAR WSEL- 11 56 EMERGE C 100 YE STATE STORAGE -
� 10-YEAR WSEL= 10.91 37,121 CF ®ELEVATION 8.7
0
=' WEIR CUT ELEVATION = 9.0
OOP w NORMAL WSEL= 8.0 -
52 LF 24" RC 6:1
3:1 EL= 4.0
BOTTOM SWM STRUCTURE
ANTI -SEEP COLLAR, EL= 3.0
ANT -SEEP
COLLAR IE=5.0
SEE DETAIL BOTTOM = 0.5
28'
25' I 50' 1
EMBANKMENTSECTION DSCALE
n
OUTLET PROTECTION DETAIL
(SIDE NEW)
NOT TO SCALE
COMPACTED FILL OR
a
GRAVEL, EXTENSION
OF FABRIC AND WIRE
INTO THE TRENCH NOTE:
SEE NARRA7TIVE
FOR MORE DETAIL.
ISOMETRIC VIEW FILTER
FILTER FABRIC
FABRIC EXTENSION OF
BACKFILL FABRIC AND WIRE
MINIMUM 8" INTO THE TRENCH
THICK LAYER WIRE COMPACTED WIRE
OF GRAVEL FILL
8" MINIMUM 8" MINIMUM
V-TRENCH
14" MINIMUM 4" MINIMUM
SECTION SECTION
sF SEDIMENT FENCE ( SILT FENCE
Practice 6.62
NITS
r
11' 1. 1' I-
\
CENTERLINE
_ MODIFIED GUTTER
F 'A ANGLE AS NEEDED
Z 10' MINIMUM
1J
a- Z� �p• 4
o_ ,
PLAN VIEW
CENTERLINE
MODIFIED GUTTER
C
1 /2` Par rant CROSS-SECTION
-J- 6-
COSPILL GtJ
11 �I-1 NCRETE CHANNEL
MINIMUM
NEEDED
4
N.T.S
SECTION VIEW
NOIE COLLAR TO HE POURED AFTER �I//•
PIPES ARE IN PLACE r
REINFORCING AS NECESSARY.
Y TYP.
n r id "
MIN
AN7I-SEEP COLLAR
NO'r TO SCALE
NOTE ORIFICE TO BE 7EUPORARILY COVERED WITH
MIRE AND 57 STONE UN77L S17F IS STABLE
I
WELDED BAR
TRASH RACK
,!may
1
80L7E0 /N PLACE EL=10.5 GRATE TOP
`'
90 ELBOW DOWN 0.8' x 1.0WEIR 4
8" BELOW WSEL 4' EL-9 0 a
WSEL- \'i 8' INV=
8.0 8.0
(2) - 2;'"RCP
-
OUTLET
1
PIPES •
CONC. INV=7.0
6
or GROUT
SB 3 1.5' SUMP
1 3" PERFORATED for a.EANOUT
PVC W/ GRAVEL ..
AND FABRTC FTL TER
EL= 4.0
=BASE
POND BOTTOM
ELEV= 0.5 SECTION VIEW
4'x 10'Precost Conc.Box,
Tindall UV0410 OR EQUIVALENT
OUTLET STRUCTURE DETAILS
NOT TO SCALE
B= 14'
GRAVEL CONSTRUCTION
ENTRANCE, WIDTH
AS REQUIRED
TAIL
SECTION STD.CURB I 4' - 6" I 4' - 6"
EXPANSION \ ENNUI/ / E)
JOINT
m NCDOT CATCH BASIN
TRANSITION SECTION
STD.840.02 5' - 0"
I.J1 Z PLAN VIEW
' 00
Lz 4 FRAME, GRATE AND HOOD
NORMAL GUTTER FLOW LINE 7
NCDOT STD. 840.038
FRAME & GRATE
®�.............:.::::......::::::..............................
OPENING
IAr ------------------# 1
I b I
PRECAST I I I
CONCRETE
CATCH , 1 L_L_
BASIN I. I L-e -
I I
I.i I I 1
W
I I > I
I
I I i
I
1 -
• 1 IF
F • . o. v +
C1
SEE NCDOT STDS. I '
852.05
840.02
SECTION VI0 840.03E FRONT SECTION
FOR FURTHER DETAIL
PRECAST CURB INLET
N.T.S.
40 20 0 40 80 120
SCALE IN FEET : i"= 40'
CURB
DEPRESSED
GUTTER
OUTLET
PIPE
OVERFILL 6"
FOR SETTLEMENT
EMERGENCY
BYPASS 6" BELOW
SETTLED TOP OF DAM
NATURAL
GROUND
TYPICAL CUL-DE-SAC
50' R\W
NOT TO SCALE
GRATE TOP
,.. . ...
4• 4 ; 4
4, 4'
_ - WEIR: 1.1 T
CUT WELDED BAR,
GALVANIZED, OR
I T= EQUIVALENT
1.00'
-4' MINIMUM
I�
SECTION VIEW I-■-�
S MINIMUM
WASHSTONE 1'
NOTE: THICK ON FACE
SEE NARRATIVE FOR FROM TOE OF DAM 5 MINIMUM
MORE DETAIL. TO WEIR.
1800 CF / ACRE
1
X
a
2:1 SIDE
2:1 SIDE in SLOPE MAX.
SLOPE MAX.
CROSS SECTION
S
© TEMPORARY SEDI/viENT TRAP
Practice 6.E0
N.T.S.
1
MODIFIED PER COMMENTS FROM NCDENR/DWQ
4/27/00
REV. NO, REVISIONS DATE
POND SUMMARY:
STATE WATER QUALITY POND CONSIDERATIONS -
Surface Area required = 13,332 sf
Surface Area provided = 50,676 sf
I' Storage Volume required = 37,121 cf
1'Storage Volume provided = 37,121 cf
Storage Volume B Weir Cut (e lev. 9.0) = 52,800 cf
Required 1'Storage Votume Drawdown Time = 3.1 days
PEAK DISCHARGE SUMMARY (NHC SWM) -
Q( 2) pre -developed = 15 cfs
Q(10) pre -developed = 29 cfs
Q( 2) post -developed = 2 cfs E WSEL = 10.3
Q(10) past -developed = 19 cfs 8 WSEL = 10.9
Q(100)post-developed = 44 cfs 2 WSEL = 11.6
POND SEDIMENTATION CONSIDERATIONS -
Storage Volume required = 20.5 X 1800 = 36,900 cf
Storage Volume provided = 52,800 cf
BREWSTER PLACE PHASE TWO
Additional Calculation Summary for DWQ -
WATER QUALITY CONSIDERATIONS -
Impervlous area calculatlonso See Project Data Sheet
• No offslte areas drain to pond
STREETS= 1.81 acres
BUILDINGS (65 LOTS E 4000 sf ea.)= 5.97 acres
TOTAL IMPERVIOUS = 7.78 acres
TOTAL AREA DRAINING TO POND = 20.54 acres
• Retention of first l' of run-off.
20.54 acres total - 7.78 acres Impervious = 12.76 acres green area.
SA REQUIRED, 7.78 x 0.98 + 12.76 x 0.20 / 20.54 = 0.495, or 49. 5%
At 7.5' depth, 90% TSS removal, from chart - SA factor = 1.49
20.54 x 0.01 x 1.49 = 0.306 acres = 13,332 sf SA REQUIRED
At Eiev. = 8.0 SA = 1.16 acres = 50,676 IF SA PROVIDED
VOLUME REQUIRED, (7.78 x 0.913 + 12.76 x 0.20) x 1/12 = 0.85 acre-ft
37, 121 cf REQUIRED STORAGE
1' Storage At Elev. = 8.7 37,121 cf PROVIDED STORAGE
Weir Cut Elevation = 9.0 52,800 cf PROVIDED STORAGE
Average head from I' storage elevation to orifice -
8. 7 - 8. 0 / 2 = 0. 35'
3' PVC drain to draw -down pondb
Orifice equation, 0 = CA(2gh)^1/2
Q = 0. 6(0. 0491)(64. 4 X 0. 35)-1/2
= 0,1399 cfs
T = 315, 978 sec. = 3. 1 days OKAY
POND DESIGN DATA
20.54 ACRES NEW LOTS (65 LOTS)
20.54 ACRES TO BE DIRECTED TO POND
IMPERVIOUS AREA = 1.81 oc. IN STREETS
+ 5.97 oc. IN LOTS (TO BE DEED RESTRICTED TO 4,000 sf EA.)
7.78 ACRES TOTAL IMPERVIOUS
12" 1 12"
N
1 1/2" MIN. BITUMINOUS PAVEMENT
I
CONCRETE CURB DETAIL
NOT TO SCALE
NOTE:
THIS PLAN TO BE UTILIZED AND
REVIEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE,
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN.
NOTE WELL.
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A 15 DAY PERIOD
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS.
EROSION& SEDIMENT CONTROL and WATER QUALITY PLAN
E TWO
C PHAS
EWSTER PLIA E BR
LOCATED IN MASONBORO TOWNSHIP
NEW HANOVER COUNTY, NORTH CAROLINA
OWNER: SATURN DEVELOPMENT
3901 OLEANDER DRIVE
WILMINGTON, NC 28403
Dale 3-29-
00
Scale:
1"=40'
Drawn:
HSR
Checked:
__HSR
Vralect No:
3888ecp2HSR
HANOVER DESIGN SERVICES, P.A."//°�
LAND SURVEYORS, ENGINEERS & LAND PLANNERS `
'19 WALNUT STREET
WILMINGTON, N.C. 28401
PHONE: [phone]
oc

20'
L � La -,a'
0
0 o°000
0000
2' 00oo 20'
0a 00 MIN.
0000
21' °°°aaa
d50 - 6' STONE 1
2 - 24" RCP dMAx - 9•
La - 40'
APRON THICKNESS - 1.5'
OUTLET PROTECTION DETAIL
NOT TO SCALE
POND OUTFALL OP
NOTE: FILTER FABRIC IS TO
BE PLACED UNDER ALL STONE
OUTLET PROTECTION.
10
La -IS' 1
10
aaa
11u11u"
nnoo,
18- oo Do
18" d50 - 6" STONE
dAIAx = 9
V OUT- 2.8 fps La - 15'
APRON THICKNESS - 1.5'
OUTLET PROTECTION DETAIL
NOT TO SCALE
EXISTING WERANDS BOUNDARY
\
EMERGENCY
SPILLWAY EL= 11.0 \ \
MINIMUM 50 CY
STONE SPILLWAY \
PROTECTION
W= 40', Depth= 1.5' \ ��
PLACE FILTER FABRIC is
UNDER STONE
Silt Fence Required
at Toe of Bank and
across top of Pipes
I
IE=5.8
10 CY CL 11 RIPRAP
1.5 FT DEEP
A
II
0
a
0
0
0
0
0
LLi o OUTLET PIPE
OUTLET PROTECTION DETAIL
(SIDE MEW)
NOT TO SCALE
SURFACE AREA 0 EL= 70 = 29,788 sf
SURFACE AREA 0 EL= 8.0 = 35,131 sf
t-15,4
.._'� --� � � � �•`r � / i
BOTTOM ELEVA
\,OU71ET STRUCTURE
SEE>ETAIL THIS SHEET
5 CY CL II RIPRAP
1.5 I T DEEP
\ AND -SEEP CD;.LAR
SEE DETAIL -
(2) - 570 IF 24%L III RCP's
VARIES 110' 1
I I 6
�taY
• R,I, I®_
25.5'
n
If
6:1 VEGETATED SHELF
FROM EL= 7.0 TO
EL= 8.0, 8' VIDE
WSEL= 7.0
POND 2 DETAIL
SCALE: 1 " = 40'
EMBANKMENT TOP= 12.00 (SETTLED), = 12.25 (CONSTRUCTED)
100-YEAR WSEL= 10.64 EMERGENCY SPILLWAY EL = 11.0 STATE STORAGE _
10-YEAR WSEL= 9.71 24,653 CF O ELEVATION 7.8
HEIR CUT ELEVATION = 8.0 -
NORMAL WSEL= 7.0 C7
6: 1
t
26'
1
36'
47'
EMBANKMENT SECTION
NOT TO SCALE
EL=
I:1m
NOTE. ORIFICE TO BE TEMPORARILY COVERED MYTH
WRE AND 57 S70ME UNIIL SITE IS STABLE
WELDED BAR
TRASH RACK
BOLTED IN PLACE EL=90 GRATE TOP
I• ■
.✓lsi�iyi
(2) - 24" RCP
OUTLEr
1 PIPES
6
2-1/2" PERFORATED
PVC W/ GRAVEL
AND FABRIC FILTER
EL= 3.0 6-BASE
POND BOTTOM
ELEV= -0.5 SECTION VIEW
NOTE COLLAR TO BE POURED AFTER
PIPES ARE IN PUCE
REMPoRCe10 AS NECESSARY. i
INV'=
zo
12 �T . I INV=6.0
1 I.5' SUMP
for LYEANd1T
4'x )0'Precost Conc.Box,
Tindall UV0410 OR EQUIVALENT
OUTLET STRUCTURE DETAILS
NOT TO SCALE
8=14'
:.1 DRY SIDE SLDICE -
SIEEPER SLOPES ARE
FOREBAY OVERFLOW REWIRED TO BE
SPILLWAY ELEV. = 6.0 ARMOURED WITH RIP -RAP.
NOTE, PORTABLE PUMP TO BE USED TO
GRAIN POND IN CASE OF EMERGENCY.
PUMP TO BE PLACED ON TOP OF BERM
M1H SCREEN ATTACHED TO HOSE INLET AND
COVERED W17H STONE. HOSE OUTLET TO DRAIN
NECRY INTO POND OUTLET STRUCTURE.
n
c
ALL SLOPES
c
3:1 MAXIMUM
s
0
t
a
6' min
12' min.
SEE PLAN
e
N
Foreboy volume
f=
WSEL
20R of required
S
storage, typical
w
4' min. OP
PIPE
OUTLET
a
e�OQ
OUTLET
.y,
PROTECTION
AS ON PLANS
FOREBAY SEC77ON DETAIL
TYPICAL AT ALL STORM OUTFALLS TO POND
NOT TO SCALE
FOUR STANDARD
2'X3' GRATES
NCDOT OR EQUIVALENT
GRATE
PLAN VIEW
1_ WI_
/ 41
Ol=
DO
;CEO
I=ice
G
00
OO
00
I=O
:=0
,�0
00
OO
!-3 �
I '
I
to' -
SEE
5'
0.67'
WELDED BAR,
GALVANIZED, OR
EQUIVALENT
^I PLAN VIEW
OUTLET STRUCTURE DETAILS
NOT TO SCALE
1
MODIFIED PER COMMENTS FROM NCDENR/DWQ
4/27/00
REV. NO. REVISIONS DATE
LOCA77ON MAP
( NOT TO SCALE )
TE DR.
AN710NET�
-R LANE
:T-
LANE
TR Lw
Volume Required = 120, 263 X 20% = 24, 053 cf
Volume provided = 11,313 cf
STATE WATER QUALITY POND CONSIDERATIONS -
Surface Area required = 9,118 sf
Surface Area provided = 29,788 sf
l'Storage Volume required = 24,653 cf
1'Storage Volume provided = 24,653 cf
Storage Volume E Weir Cut <elev. 8) = 32,460 cf
Required 1'Storage Volume Drawdown Time = 2.7 days
PEAK DISCHARGE SUMMARY (NHC SWM) -
Q(2) pre -developed = 18.2 cfs
G(10) pre -developed = 34.8 cfs
Q(100) pre -developed = 63.1 cfs
0(2) post -developed = 11. 4cfs B WSEL = 9.3
Q( 10) post -developed = 33.3 cfs I? WSEL = 9.7
0(100) post -developed = 44.3 cfs E WSEL = 10.6
POND SEDIMENTATION CONSIDERATIONS -
Storage Volume required = 33.0 X 1800 = 22,500 cf
Storage Volume provided = 32,460 cf
PINER ROAD
BREWSTER PLACE- PHASE TWO, POND 2
Additional Calculation Summary for DWO -
WATER QUALITY CONSIDERATIONS -
Impervlous area calculations, See Project Data Sheet
w No offsite areas drain to pond
STREETS- 1.67 acres
BUILDINGS (42 LOTS 111 4000 sf ea.)= 3.86 acres
TOTAL IMPERVIOUS - 5.53 acres
TOTAL AREA DRAINING TO POND = 12. 39 acres
■ Retention of first I' of run-off,
12.39 acres total - 5. 53 acres Impervious = 6. 86 acre preen area
SA REQUIRED, 5.53 x 0.98 + 6.86 x 0,20 / 12.39 = 0.548. or 54. 8%
At 7.E' depth, 90% TSS removal, from _hart - SA factor = 1.69
12,39 x 0.01 x 1.69 = 0.209 acres = 3,118 sf SA REQUIRED
At Elev. = 7, 0 SA = 0.68 acres = 29,788 sf SA PROVIDED
VOLUME REQUIRED, (12.39 x 0.98 + 6.86 x 0. 20> x 1/12 = 0.57 acre-ft
24,653 cf REQUIRED STORAGE
I' Storage At Elev. - 7.8 24, 653 cF PROVIDED STORAGE
Weir Cut Elevation • 8.0 32,460 cf PROVIDED STORAGE
Average head from I'storage elevation to orifice -
7.8-7.0/2. 0. 4'
2-1/2'PVC drain to draw -down pond,
Orifice equation, Q = CA(2gh>^I/2
Q = 0. 6(0. 0341)(64. 4 X 0.4)-1/2
- 0.1038 cfs
T = 237,406 sec. = 2. 7 days OKAY
FOREBAY REQUIREMENTS -
Minimum capacity = 120.263 X 20% = 24,053 cf
Provided capacity = 24, 053 cf
POND DESIGN DATA
12.39 ACRES NEW LOTS (42 LOTS)
12.39 ACRES TO BE DIRECTED TO POND
IMPERVIOUS AREA = 1.67 ac. IN STREETS
+ 3.86 Do. IN LOTS (TO BE DEED RESTRICTED TO 4,000 at EA.)
5.53 ACRES TOTAL IMPERVIOUS
NOTE:
SEE SHEETS 1 & 2 FOR ADDITIONAL DETAILS THIS PLAN TO BE UTILIZED AND
RENEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE,
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN.
NOTE WELL,
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A 15 DAY PERIOD
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS,
EROSION & SEDIMENT CONTROL and WATER QUALITY PLAN
BRErwr00
PLACE
PHASE
TWO
LOCATED IN MASONBORO TOWNSHIP
NEW HANOVER COUNTY, NORTH CAROLINA
OWNER: SATURN DEVELOPMENT
3901 OLEANDER DRIVE
WILMINGTON, NC 28403
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 28401
PHONE: [phone]
Dots:
3-29-00
Scale:
1 " =40'
Drawn:
HSR
Chedrod:
HSR
Project No:
3888ecp2HSR

Construction Road Stabilization
Specification / 6.80 - Construction Specifications
1. Clear roadbed and parking areas of all vegetation, roots and other
objectionable material.
2. Ensure that road construction follows the natural contours of the terrain if
it Is possible.
3. Locate parking areas on naturally flat areas If they are available. Keep
grades sufficient for drainage but generally not more than 2 to 3R
4. Provide surface drainage, and divert excess runoff to stable areas by using
water bars or turnouts (References: Runoff Control Measures).
5. Keep cuts and fills at 2:1 or flatter for safety and stability and to
facilitate establishment of vegetation and maintenance.
6. Spread a 6-inch course of ' ABC' crushed stone evenly over the full width of
the road and smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install
subsurface drains or geotextile fabric cloth before placing the crushed stone
(Practice 6.81. Subsurface Drain).
B. Vegetate all roadside ditches, cuts, fills and other disturbed areas or
otherwise appropriately stabilize as soon as grading Is complete (References:
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Maintenance
Inspect construction roads and parking areas periodically for condition of
surface. Topdress with new gravel as needed. Check road ditches and other
seeded areas for erosion and sedimentation otter runoff -producing rains.
Maintain all vegetation in a healthy, vigorous condition. Sediment -producing
areas should be treated immediately,
Temporary Gravel Construction Entrance/Exit
Specification / 6.06 - Construction Specifications
1. Clear the entrance and exit area of all vegetation, roots and other
objectionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans and
smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable uuuet.
4. Use geotextlle fabrics because they Improve stability of the foundation In
locations subject to seepage or high water table.
Maintenance
Maintain the gravel pad in a condition to prevent mud or sediment from leaving
the construction site. This may require periodic toperessing with 2-Inch stone.
After each rainfall, inspect any structure used to trap sediment and clean It
out as necessary. Immediately remove all objectionable materials spilled,
washed, or tracked onto public roadways.
Temporary Seeding
Specification / 6.10 - Specifications
Complete grading before preparing seedbeds and install all necessary erosion
control practices, such as dikes, waterways and basins. Minimize steep slopes
because they make seedbed preparation difficult and Increase the erosion hazard.
If soils become compacted during grading, loosen them to a depth of 6-8 Inches
using a ripper, harrow, or chisel plow.
Seedbed Preparation
Good seedbed preparation is essential to successful plant establishment. A good
seedbed Is well -pulverized, loose and uniform. Where hydroseeding methods are
used, the surface may be left with a more Irregular surface of large clods and
stones.
Liming - Apply lime according to soil test recommendations. If the pH (acidity)
of the soil is not known, on application of ground agricultural limestone at the
rate of 1 to 1 1/2 tons/acre on coarse -textured soils and 2-3 tons/acres on
fine -textured soils is usually sufficient. Apply limestone uniformly and
Incorporate Into the top 4-6 Inches of soil. Soils with a pH of 6 or higher
need not be limed.
Fertilizer- Base application rates on soil tests. When these are not possible,
apply a 10-10-10 grade fertilizer at 700-1,000 lb./acre. Both fertilizer and
lime should be Incorporated into the top 4-6 inches of soil. If a hydro4lic
seeder Is used, do not mix seed and fertilizer more than 30 minutes before
application.
Surface roughening- If recent tillage operations have resulted In a loose
surface, additional roughening may not be required except to break up large
clods. If rainfall causes the surface to become sealed or created, loosen it
just prior to seeding by disking, raking, harrowing, or other suitable methods.
Groove or furrow slopes steeper than 3:1 on the contour before seeding (Practice
6:03, Surface Roughening).
Plant Selection
Select an appropriate species or species mixture from Table 6.10a, for seeding
In late winter and early spring. Table 6.10b for summer, and Table 6.10c for
fall.
Seeding
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder,
or hydroseeder. Use seeding rates given in Table 6.10a-6.10c. Broadcast seeding
and hyroseeding are appropriate for steep slopes where equipment cannot be
driven. Hand broadcasting is not recommended because of the difficulty in
achieving a uniform distribution. Small grains should be planted no more than 1
Inch deep, and grosses and legumes no more than 1/2 Inch. Broadcast seed must
be covered by raking or chain dragging, and then lightly firmed with a roller or
cultipacker. Hydroseeded mixtures should Include a wood fiber (cellulose) mulch.
Mulchina
The use of appropriate mulch will help ensure establishment under normal
conditions and Is essential to seeding success under harsh site condition
(Practice 6.14. Mulching). Harsh site conditions include:
-seeding in fall for winter cover (wood fiber mulches are not considered
adequate for this use),
-slopes steeper than 3:1.
-excessively hot or dry weather,
-adverse soils(shollow, rocky, or high in clay or sand), and
-areas receiving concentrated flow.
If the area to be mulched is subject to concentrated woterflow, as in channels,
anchor mulch with netting (Practice 6.14, Mulching).
Table 6.10a - Temporary Seeding Recommendation far Late Winter and Early Spring
Seeding mixture
Species- Rye(groin), Annual lespedeza (Kobe in Piedmont and Coastal Plain
Rate (lb/awe)- 120
Omit annual lespedeza when duration of temporary cover Is not to extend beyond
June
Seeding dates -Coastal Plain - Dec. 1 - Apr. 15.
Soil amendments- Follow recommendations of soil tests or apply 2.000 Ih/acre
ground agricultural limestone and 750 Ib/ocre 10-10-10 fertilizer.
Mulch -Apply 4,000lb/acre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set neady straight can be used
as a mulch anchoring tool.
Maintenance - Refertilize if growth is not fully adequate. Reseed, refertllize
and mulch Immediately following erosion or other damage.
Table 6.10b - Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rate(lb/acre)- 40
Seeding dates -Coastal Plain- Apr. 15-Aug. 15
Soil amendments -Follow recommendotions of sod tests or apply 2,000 lb/acre
ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool.
Maintenance-Refertilize If growth Is not fully adequate. Reseed, refertilize
and mulch immediately following eroslon or other damage.
Table 6.10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rye(graln)
Rate(lb/ocre) - 120
Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Soil amendments - Follow soil tests or apply 2,000 lb./acre ground agricultural
limestone and 1,000 lb/acre 10-10-10 fertilizer.
Mulch- Apply 4.000 lb/acre straw. Anchor straw by tacking with asphalt,
netting, or a mulch anchoring tool. A disk with blades set nearly straight can
be used as a mulch anchoring tool.
Maintenance- Repair and refertilize damaged areas Immediately. Topdress with 50
lb/acre of nitrogen in March, if It is necessary to extend temporary cover
beyond June 15. overseed with 50 lb/acre Kobe (Piedmont and Coastal Plain)
Permanent Seeding
Spacificatlone 11 6.11 - Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted an sites that are unsuitable
due to inappropriate soil texture (Table 6.11o), poor drainage, concentrated
overland flow, or steepness of slope until measures have been taken to correct
these problems.
To maintain a good stand of vegetation, the soil must meet certain minimum
requirements as a growth medium. The existing sod should have those criteria:
- Enough fine-grained (alit and day) material to maintain adequate
moisture and nutrient supply (available water capacity of at least .05
Inches water to I Inch of soil).
- Sufficient pore space to permit root penetration.
- Sufficient depth of soil to provide an adequate root zone. The depth to rock
or impermeable layers such as hardpans should be 12 Inches or more, except on
slopes steeper than 2:1 where the addition of soil is not feasible.
- A favorable pH range for plant growth, usually 6.0-6.5.
- Freedom from large roots, branches, stones, large clods of earth, or trash of
any kind. Clods and stones may be left on slopes steeper than 3:1 If they are
to be hydroseeded.
If any of the above criteria are not met-I.e., If the existing soil Is too
coarse, dense, shallow or acidic to foster vegetation -special amendments are
required. The sod conditioners described below may be beneficial or,
preferably, topsoil may be applied in accordance with Practice 6.04, Topeoding.
Soil Conditioners
In order to Improve the structure or drainage characteristics of a soil, the
following material may be added. These omwdmwts should only be necessary
where soils have limitations that make them poor for plant growth or for fine
turf establishment (see Chapter 3, Vegetative Considerations).
Peat -Appropriate types are sphagnum moos peat, hypnum moss pact, reedeedge peat,
or peat humus, oil from fresh-woter sources. Pact should be shredded and
conditioned In storage plies for at least 6 months after excavation.
Sand -dean and free of toxic materials
Vermiculite -horticultural grade and free of toxic substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or
other bedding materials.
Thoroughly rotted sawdust- free of stonee and debris. Add 6 It. Of nitrogen to
each cubic yard.
Sludge -Treated sewage and industrial sludges are available In various forme:
these should be used only In accordance with local, State and Federal
regulations.
Species Selection
Use the key to Permanent Seeding Mixtures (Table 6.11b) to select the most
appropriate seeding mixture based an the general site and maintenance factors.
A listing of species, including scientific names and characteristics. Is given
in Appendix 8.02.
Seedbed Preparation
Install necessary mechanical erosion and sedimentation control practices before
seeding, and complete grading according to the approved plan.
Lima and fertilizer needs should be determined by soil tests. Sod testing Is
performed free- of charge by the North Carolina Department of Agriculture soil
testing laboratory. Directions, sample cartons, and Information sheets are
ovallable through county agricultural extenslon offices or from NCDA. Because
the NCDA soil testing lab requires 1-6 weeks for sample tum-around, sampling
must be planned well In advance of final grading. Testing Is also done by
commercial laboratories.
Man soil test are not available, follow rates suggested on the individual
specification sheet for the seeding mix chosen (Tables 6.11c through 6.114
Applications rates usually fall Into the following ranges:
- Ground agricultural limestone
Light -textured, sandy soils; 1-1 1/2 tona/acre
Heavy textured, clayey sods 2-3 tons/ocre
Fertilizer.
Grasses 800-1200 lb/acre of 10-10-10 (or the equivalent)
Grass -legume mixtures: 800-1200 lb/acre of 5-1D-10 (or the equivalent)
Apply lime and fertilizer evenly and Incorporate Into the top 4-6 Inches of soil
by disking or other suitable means. Operate machinery on the contour. When
using a hydroseeder, apply lime and fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Complete seedbed preparation by breaking up large clods and raking Into a
smooth, uniform surface (slope less than 3:1) Fill In or level depressions than
can collect water. Broadcast seed Into a freshly loosened seedbed that has not
Lean sealed by rainfall.
Table 6.119 - Seeding No. 4CP for:
Well-Dralned Sandy looms to Dry Sands, Coastal Plain; Low to Medlum-Care Lawns
Seeding mixture
Species - Centipedegrass - Rate - 10-20 lb/acre (seed) or 33 bu/acre (sprigs)
Seeding dates - Mar. - June, (Sprigging can be done through July where water is
ovalloble for irrigation.)
Soil amendments - Apply lime and fertilizer according to soil test, or apply 300
lb/awe 10-10-10.
Sprigging - Plant sprigs In furrows with a tractor -drown transplanter, or
broadcast by hand.
Furrows should be 4-6 inches deep and 2ft apart. Place sprigs about 2 ft. apart
in the row with one and at or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs Into the top 1 1/2 Inches of
soil with a disk set straight so that sprigs are not brought back toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly- 20 lb/acre nitrogen In spring with no
phosphorus. Centlpedegrose cannot tolerate high pH or excess fertilizer.
Table 6.1111; - Seeding No. 5CP for. Well -Drained Sandy Looms to Dry Sands; Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Pensacola Bohiagraas 50
Sericeo lespedeza 30
Common Bermudogrose 10
German millet 10
Seeding notes
1. Where a neat appearance Is desired, omit sericea
2. Use common Bermudagrass only on isolated sites where it cannot become a pest.
Bermudagmes may be replaced with 5 lb/acre centipedgras&
Seeding dates - Apr. 1 - July 15
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3.000 Ib/awe ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4.000 lb/awe grain straw or equivalent cover of another suitable mulch.
Anchor by tacking with asphalt, roving and netting or by crimping with a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchwing tool.
Maintenance - Refertilize the following Apr. with 50 lb/acre nitrogen. Repeat
as growth requires. May be moved only once a year. Where a neat appearance Is
desired, omit sericea and now as often as needed.
Table 6AIv - Seeding No. 7CP for. Grose -lined Channels; Coastal Plain
Seeding Mixture
Species - Common Bermudogross - Rate - 40-BO (1/2 Ib/1,000 ft )
Seeding dates - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use lute, excelsior matting, or other effective channel lining material
to cover the bottom of channels and ditches. The lining should extend above the
highest calculated depth of flow. On channel side slopes above this height, and
in drainages not requiring temporary linings, apply 4,000 lb/acre grain straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they con
clog drainage devices.
Maintenance -A minimum of 3 weeks Is required for establishment. Inspect and
repair mulch frequently. Refertilize the following Apr. with 50 Ib/awe
nitrogen.
Refer to Appendix 8.02 for botanical names
Gross -Lined Channels
Specification / 6.30 - Conatmetlon Specifications
1. Remove all trees, brush, stumps, and other objectionable material from the
foundation area and dispose atproperly.
2. Excavate the channel and shape It to neat lines and dimensions shown on the
plans plus a 0.2 ft overcut around the channel perimeter to allow for bulking
during seedbed preparations and sod buildup.
3. Remove and properly dispose e. nil excess sod 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 establish,. -sit period (Appendix 8.05).
Maintenance
During the establishment period, check grass -lined channels otter every
rainfall. After grass Is established, periodically check the channel; check it
after every heavy rainfall event. Immediately make repairs. It is particularly
Important to check the channel cutlet and all road crossings for bank stability
and evidence of piping or scour h71es. Remove all significant sediment
accumulations to maintain the designed carrying capacity. Keep the grass In a
health, vigorous condition at all times, since It Is the primary erosion
protection for the channel (Practice 6.11, Permanent Seeding).
Outlet Stabilization Structurg
Specification / 6.41 - Conatructlor,apecifloatims
1. Ensure that the subgrade for tl s filter and riprap follows the required lines
and grades shown In the plan. 'bmpact any fill required in the subgrade to
the density of the surrounding undisturbed material. Low areas In the
subgrade on undisturbed soil mi-, also be filled by Increasing the riprap
thickness.
2. The riprap and gravel Miter must conform to the specified grading limits
shown an the plans.
3. Filler cloth, when used, must moo: design requirements and be properly
protected from punching or truth,q during Installation. Repair any damage by
removing the riprop and placing .mother place of filter cloth over the
damaged area. All connecting Pits should overlap o minimum of I ft. If
the damage Is extensive, rspicc` the entire Miter cloth.
4. Rpprop may be placed by equipment, but take care to avoid damaging the
Miter.
5. The minimum thickness of the riprap should be 1.5 times the maximum stone
diameter.
6. Riprop may be field stone or ronp4 quarry stone. It should be hard, angular,
highly weather -resistant and well graded.
6. Construct the apron on zero grr.l,. with no overfall at the end. Make the top
of the rlprap of the downstredn, and level with the receiving area or slightly
below It.
8. Encore 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 uppe• section of the apron.
9. Immediately after construction, ztabfllze all disturbed areas with vegetation
(Practice 6.10, Temporary Seedrg, and 6.11. Permanwt Seeding).
Maintenance
Inspect riprop outlet structures after heavy rains to see If any erosion around
or below the riprap has taken place or if stones have been dislodged.
Immediately make oil needed repairs to prevent further damage.
Fabric Drop Inlet Protection (]arv) rOpora
Specification / 6.51 - Construction :'peciflcatlona
1. As synthetic fabric, use a pervicon sheet of nylon, polyester, or ethylene
yam -extra strength (50 lb/1 Imh minimum) -that contains ultraviolet ray
Inhibitors and stabilizers. Fabric should be sufficiently porous to provide
adequate drainage of the temporary sediment pool. Burlap may be used for
short-term applications. It must be replaced every 60 days.
2. Cut fabric from a continuous ro. a eliminate joints.
3. For stakes, use 2 x 4 Inch we.-,' preferred) or equivalent metal with a
minimum length of 3 ft.
4. Space stakes evenly around tt.• re1meler of the Inlet a maximum of 3ft.
apart, and securely drive them ' :, the ground, approximately 18 Inches deep.
5. To provide needed stability to the Installation, frame with 2 x 4-Inch wood
strips around the crest of the ,,erflow, wee at a maximum of 1.5 ft above the
drop Inlet crest. -
6. Place the bottom 12 inches of the fabric in a trench and badkMil the trench
with at least 4 inches of crushed stone or 12 Inches of compacted sod.
7. Fasten fabric securely to the stnkae and frame. Joints must be overlapped to
the next stake.
B. The top of the frame and fabric must be wall below the ground elevation down
slope from the drop Inlet to keep runoff from bypassing the inlet. It may be
necessary to build a temporary %:ke an the down slope side of the structure
to prevent bypass flow. Mated:l from within the sediment pod may be used
for diking.
Maintenance
Inspect the fabric bwrlw after each rain and make repairs at needed.
Remove sediment from the pod area as necessary to provide adequate storage
volume for the next rain. Take care not to damage or undercut the fabric during
sediment removal.
Whan the contributing drainage area has been adequately stabilized, remove all
materials and any unstable sediment and dispose of them properly. Bring the
disturbed area to the grade of the drop Inlet and smooth and compact It.
Appropriately stabilize all bare areas around the Inlet.
Land Grading
Specification / 6.02 - Construction ':peolficatim3
1.Cmatruct and maintain all erosion and sedimentation control practices and
measures In accordance with the approved sedimentation central pion and
construction schedule.
2.Remove good topscd from areas tc to graded and filed, and preserve It far
use in finishing the grading of al! critt;al areas.
3.Scarlfy areas to be topsoiled to aminimum depth of 2 Inches before placing
topsoil (Practice 6.04, Topeolling).
4.CIear and grub areas to be filled t•j remove trees, vegetation, roots, or other
objectionable material that would otinct the planned stability of the fill.
5.Enwre that fill material is free of 1,-, h, rubbish, rocks, logs, stumps,
budding debris, and other materialw.pproprlate for constructing stable
into.
6.Place all fill in layers not to exdeal 0 Inches In thickness, and compact the
layers as required to reduce arosin, c!Ippoge, settlement, or other related
problems.
7.Do not Incorporate frozen material or soft, mucky, or highly compressible
materials Into fill slopes.
B.Do not place fill an a frozen founantion, due to possible subsidence and
slippage.
9.Keep diversions and other water conveyance measures free of sediment during
ail phases of development.
10.Handle seeps or springs wcountar�l during construction in accordance with
approved methods (Practice 6.81, ::ubwrfoce Drain).
11.Peanonwtly stabilize all graded areas. Immediately after Mal grading is
completed on each area In the grading plan. Apply temporary stabilization
measures on all graded areas when work Is to be Interrupted or delayed for 30
working days or longer.
12.Enwre that topsoil stockpiles, borrow areas, and spoil areas are adequately
protected from erasion with temprrary and Mal stabilization measures, Including
sediment fencing and temporary wisding as necessary.
Maintenance
Periodically check all graded areas aid the supporting erosion and sedimentation
control practices, especially after harry rainfall& Promptly remove all
sediment from diversions and other water -disposal practices. If washouts or
breaks occur, repair them immedieti'y. Prompt maintenance of amall eroded areas
before they become significant gullies Is an essential part of an offset["
erosion and sedimentation control pion.
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
NORTH CAROLINA, DEPARTMENT' OF ENVIRONMENT AND NATURAL RESOURCES,
LATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
CONTRACTOR IS RESPONSIBLE FOR MAINTAINING A COPY OF THIS MANUAL
ON -SITE AND ENSURING THAT ALL SUPERVISORS ARE FAMILIAR WITH THE
STANDARDS AND SPECIFICATIONS SHOWN IN THE MANUAL AND ON THE PLAN.
Temp rary Sgdlment Trap. - continued
Protection from piping - Place Miter cloth m the foundation below the rlprap
to prevent piping. An alternative would be to excavate a keyway trench across
the riprap foundation and up the sides to the height of the dam.
Weir length and depth - Keep the spillway weir at least 4 ft long and sized to
pass the peak discharge of the 10-yr atom. A maximum flow depth of 1 ft, a
minimum freeboard of 0.5 ft, and maximum side slopes of 2:1 are recommended.
Weir length may be selected from Table 6.600 shown for most site locations in
North Carolina.
Table 8.60a
Design of Spillways Drainage Area Weir Length(1)
(acres) (ft)
1 4.0
2 6.0
3 ida
4 10.0
5 12.0
(1) Dimensions shown are minimum
Construction Specifications
1. Clear, grub, and strip the area under the embankment of all vegetation and
root mat. Remove all surface soil containing high amounts of organic matter and
stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the fill In
lifts not to exceed 9 Inches and machine compact It. Over fill the embankment 6
Inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection
between the riprap and the soil from piping by using filter fabric or a keyway
cutoff trench between the riprap structure and the soil.
(Place the fitter fabric between the rlprap and sod. Extend the
fabric across the spillway foundation and sides to the top of the
dam; or
(Excavate a keyway trench along the centerline of the spillway
foundation extending up the sides to the height of the dam. The
trench should be at least 2 ft deep and 2 ft wide with 1:1 side
slopes.
4. Clear the pond area below the elevation of the crest of the spillway to
facilitate sediment cleanout
5. All cut and fill slopes should be 2:1 or flatter.
6. Ensure that the atone (drainage) section of the embankment has a minimum
bottom width of 3 ft and maximum side slopes of 1:1 that extend to the bottom cf
the spillway section.
7. Construct the minimum finished stone spillway bottom width. as shown an the
plane, with 2:1 side slopes extending to the top of the over filled embankment
Keep the thickness of the sides of the spillway outlet structure at o minimum
of 21 Inch". The weir must be level and constructed to grade to assure design
capacity.
B. Material used in the stone section should be a wall -graded mixture of stone
with a 4150 size of 9 Inches (dose 8 erosion control stone Is recommended) end a
maximum stone size of 14 Inches. The stone may be machine placed and the amclar
stones worked Into the voids of the larger stones. The stone should be hard,
angular, and highly weather -resistant.
9. Ensure that the stone spillway outlet section extends downstram post the
toe of the embankment until stable conditions we reached and cutlet velocity Is
acceptable for the recelving stream. Keep the edges of the stone outlet section
flush with the surrounding ground and shape the center to confiris the outflow
stream (References: Outlet Protection).
10. Direct emergency bypass to natural, stable areas. Locate bWass outlets so
that flow will not damage the embankment.
It. Stabilize the embankment and all disturbed areas above the sediment pool
and downstream from the trap Immediately after construction (References Surface
Stabilization).
12. Show the distance from the top of the spillway to the sediment dawout
level (one-half the design depth) on the plans and mark It in the field.
Maintenance
Inspect temporary sediment traps after each period of significant rainfall.
Remove sediment and restore the trap to Its original dimensions when the
sediment has accumulated to one-half the design depth of the trap. Place the
sediment that Is removed In the designated disposal area and replace the
contaminated part of the gravel facing.
Check the structure for damage from erosion or piping. Periodically check the
depth of the spillway to ensure it is a minimum of 1.5 ft below the low point of
the embankment. Immediately fill any settlement of the embankment to slightly
above design grade. Any rlprap displaced from the spillway must be replaced
immediately.
After all sediment -producing oreas have been permanently stabilized, remove the
structure and all unstable sediment. Smooth the area to blend with the adjoining
areas and stabilize properly (Referances Surface Stabilization).
PRELIMINARY PLAN NOTES:
1. TOPOGRAPHIC SURVEY AND PROPOSED CONTOURS BY HANOVER DESIGf; SERVICES, P.A.
2. ALL ELEVATION ARE NGVD 1929
3. THIS PLAT IS PRELIMINARY, IT IS NOT INTENDED FOR RECORDATION, SALES OR CONVEY
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A 100 YEAR FLOOC HAZARD AREA.
(BASE FLOOD ELEV. = 10.0)
5. SANITARY SEWER TO BE PUBLIC.
6. WATER TO BE PUBLIC.
7. THIS PROPERTY IS ZONED R-15 (PERFORMANCE DEVELOPMENT)
B. THIS MAP IS IN CONJUCTION WITH AND A PART OF BREWSTER PLASE 'HASE TWO OVEI
9. FOR REFERENCE SEE D.B. 2085 PG. 694
10. FOR DRAINAGE DESIGN SEE EROSION CONTROL PLAN.
11. CLASS IV SOILS ARE TO BE LEFT IN THEIR NATURAL STATE.
12. ALL STREETS AND DRIVES TO BE PRIVATE.
13. TAX PARCEL N 76-00-06-24-00
14. NO PORTION OF ANY BUILDING WILL BE LOCATED WITHIN THE 100 YEAR FLOOD ZONE.
15. 39.6 ACRES IN THIS PHASE.
NOTE:
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY NEW HANOVER COUNTY.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
COUTY AND STATE CODES AND CONSTRUCTION STANDARDS.
REV. NO. REVISIONS DATE
Sediment Fence (Silt Fence)
Specification 6.62 - Construction Specifications
MATERIALS
1.Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yam, which Is certified by the manufacturer or
supplier as conforming to the requirements shown in Table 6.62b. Synthetic
Miter fabric should contain ultraviolet ray Inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120 F.
2.Ensure that posts for sediment fences ore either 4-Inch diameter pine, 2-Inch
diameter oak, or 1.33 Ib/Iineor ft steel with a minimum length of 4 ft. Make
sure that steel posts have projections to facilitate fastening the fabric.
3.For reinforcement of standard strength Miter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 Inches.
Table 6.62b
Specifications For Sediment Fence Fabric
Physical Property Requirements
Filtering Efflclancy - 85X (mm)
Tensile Strength at Standard Strength- 30 Ib/Iln In (min)
Extra Strength- 50 Ib/Iin In (mm)
Slurry Flow Rate - 0.3 gal/eq ft/min (min)
CONSTRUCTION
i.Construct the sediment barrier of standard strength or extra strength
synthetic Biter fabrics.
2.Ensure that the height of the sediment fence does not exceed 18 inches above
the ground surface. (Higher fences may impound volumes of water sufficient to
cause failure of the structure.)
3.Construct the filter fabric from a continuous roll vet to the length of the
barrier to avoid joints. When joints are necessary, securely fasten the filter
cloth only at a support post with overlap to the next post.
4.Support standard strength Miter fabric by wim mash fastened securely to the
up slope side of the poste using heavy duty wire staples at least 1 Inch long,
or tie wires. Extend the wire mesh support to the bottom of the trench.
5.When a wire mash support fence is used, space posts a maximum of 8 ft apart.
Support posts should be driven securely Into the ground to a minimum of 18
Inches.
6.Extro strength Miter fabric with 8ft past spacing does not require wire mesh
support fence. Staple or wire the filter fabric directly to posts.
7.Excavele a trench approximately 4 Inches wide end 8 inches deep olong the
proposed line of posts and upelope from the border (figure 6.62a).
8.BackMil the trench with compacted sod or gravel placed over the filter
fabric.
9.Do not attach filter fabric to existing trees.
Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs Immediately.
Should the fabric of a sediment fence collapse, tow, decompose or become
Ineffective, replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for the
next rain and to reduce premium an the fence. Take care to aveld undermining
the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize It after the contributing drainage area has been properly
stabilized.
Sediment Basin
Specifications / 6.61 - Construction Specifications
1.9ta preparations -Clear, grub and strip topsoil from areas under the
embankment to remove trees, vegetation, roots and other objectionable material.
Delay clearing the pod area until the dam In complete and then remove brush,
trees and other objectionable materials to facilitate sediment cleanout.
Stockpile oil topsoil or soil containing organic matter for use on the outer
shall 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 centerline of the earth
MiI ambankmant. Cut the trench to stable sod material, but In no case make It
Ins than 2 ft. deep. The cut-off trench must extend Into both abutments to at
least the elevation of the riser crest. Make the minimum bottom width wide
enough to pemf operation of excavation and compaction equipment but In no case
less than 2 ft. Mare side slopes of the trench no steeper than 1:1. Compaction
requirements are the some as those for the embankment. Keep the trench dry
during backfilling and compaction operations.
3.Embonkment-Take tilt material from the approved areas shown an the plans. It
should be clean mineral sod, free of roots, woody vegetation, rocks and other
objectionable material. Scarify areas on which RII Is be placed before placing
Mi. 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
Is too wet for proper compaction. Place fill material In 6 to 8-Inch
continuous layers over the entire length of the MiI area and than compact it.
Compaction may be obtained by routing the construction hauling equipment over
the fill so that the entire surface of each layer Is traversed by of least one
wheel or tread track of the heavy equipment, or a compactor may be used.
Construct the embankment to an elevation 10R higher than the design height to
allow for settling.
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 o
Mn, smooth foundation of impervious soil. Do not use pervious material such
as sand, gravel, or crushed alone as backf ll around the pipe or ant[ -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 some 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 depth of 2ft. of hand -compacted backflll 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 all
channel slopes are critical to the successful operation of emergency spillway.
6.Inlets-Discharge water into the boom in a manner to prevent erosion. Use
diversions with outlet protection to divert sediment -laden water to the upper
and of the pod area to Improve basin trap efficiency (References: Runoff
Control Measures and Outlet Protection).
7.Erosion control -Construct the structure so that the disturbed area is
minimized. Divert surface water away from bore 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 (References: Surface Stabilization).
B.Safety-Sediment basins may attract children and can be dangerous. Avoid steep
side slopes, and farce and mark basins with warning signs if trespassing is
likely. Follow all state and local requirements.
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and
restore the basin to Its original dimensions when sediment accumulates to one-
half the design depth.
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 wee.
GENERAL EROSION CONTROL
SPECIFICATIONS and ADDITIONAL DETAILS for
BREWSTER
PLACE
PHASE
TWO
LOCATED IN MASONBORO TOWNSHIP
NEW HANOVER COUNTY, NORTH CAROLINA
OWNER: SATURN DEVELOPMENT
3901 OLEANDER DRIVE
WILMINGTON, NC 28403
HANOVER DESIGN SERVICES, P.A.
LAND SURI£YORS, EN0VEERS dr LAND PLANNERS
319 WALNUT STREET 0WILMINGTON. N.C. 28401
PHONE: [phone]
Data
3-29-DO
Scale:
AS SHOWN
Drawn:
HSR
Checked:
HSR
Project No:
3888ecp4HSR
Sheet No:
4
4
Or. _ _

I M= 3
33' n= 0.0.3
3
If 31
GC GRASS LINED
nominal s= 17
Sllll,fl SLwLI? I'll' CAPACl1) = 754-cls 0 2.1 fps
GRASSED CHANNEL
NOT TO SCALE
TEMPORARY DIVERSION TO
BE PROVIDED JUST INSIDE
LIMITS OF DISTURBANCE
S 364133"W if,
175.95
1` APPROXIMATE LOCATION
OF CENTERLINE OF = 5 ('-
MOTTS CREEK. RUN OF 1 '% SETS,
MOTTS CREEK IS PROPERTY -
LINE. S 0195'52"E
93.37
S 78'0927"W ; 1
83.86 1 2
i 30
S 4649'14"W 164.22---
0 1
1910
S 07.09'26"W x I
79.91
I
8 I
S 50'4552"E
82.65
ll
i� 'I
S 175. 64"W
30'U T/L TIY
EASEMENT
TEMPORARY DIVER ON TO
BE PROVIDED JUST INSIDE
LIMITS OF DISTURBANCE -
(DIRECT FLOW TO BASIN) \
S 83 26'41 "E _
75.88
LIMITS OF
DISTURBANCE
33 acres
193
1
1
LaN
rn
o O
-6 7�
w rTI
70
4 D
n
m
2 FOR
1,41E ,
16
1NG
)RR(
PIT
� 1
- 2' -' 12.5'
11 _ ' 3
78"
1 L_ I,
3 1.-
5'
TD DETAIL 7E1i'DRARY blill
Practice 6.20
MAY BE NECESSARY TO USE
IN PLACE OF SEDIMENT FENCE
NOTE: ALL LOTS TO BE GRADED SUCH
THAT ALL STORMWATER FLOWS
TO ONSITE STREETS OR SWALES
STREET LENGTH SUMMARY,
STREET NAME LENGTH
BREWSTER LANE
1,728
LF
WAWONA COURT
351
LF
VICENT COURT
363
LF
ULLOA PLACE
571
LF
UNNAMED STREET
341
LF
GEORGE PLACE
601
LF
STREET 'E'
140
LF
TOTAL STREET AREA
INCLUDING
CUL-DE-SACS =
4.04 acres
_1
203 204 2G
TIR
i
160
p
vi
16
164 `�� I of
to
163
5 CY CL II RIPRAP
"A 1.5' DEEP
15
MARQUIS HILLS SUBDIVISION
149
1- PIPE INLET
144 '1431
147
DRAINAGE
AREAS
(8Y
INLET):
2
0.
5
acres
18
0:7
acres
3
0.
5
acres
19
0. 7
acres
4
0.
5
acres
19A
2, 0
acres
6
0.
3
acres
20
0. 3
acres
7
1.
7
acres
20A
0. 3
acres
9
0.8
acres
21
0.8
acres
9A
1,
2
acres
23
0. 8
acres
10
0.
5
acres
24
1.0
acres
IDA
0,
5
acres
24A
2. 5
acres
11
0.5
acres
25
0.5
acres
13
0.
3
acres
25A
0. 2
acres
14
0.
5
acres
26
1. 5
acres
14A
0.
5
acres
27
1, 2
acres
15
0.
2
acres
28
0. 5
acres
15A
0,5
acres
30
L 0
acres
16
1.0
acre
31
1. 3
acres
GT �A
�(N
p
4 o
LIMITS OF
DISTURBANCE
33 acres
t e%' 215 22116 217 1218 2
210 1211 21213 214 i
i
IP 2 CY CL II RIPRA4 FOR `o� /• , r 1
SLOPE STABILIZATION AND IP I
IP Kin
PIPE INLET PROTECTION
41 � � 132 131 �/30 129 128� 5 CY RI RAP
�P �I1/wn\ / r 1.5' DEEP
140 IP
139
138
I 137
145
5 CY CL II RIPRAP'
Dip1 33 I 5 DEEP 1
144 �19 /
36
e
2363.70 TOTAL
N 81-43'34"E
W.E. BLACKMON CONSTRUCTION CO.
D.B. 1499 PG. 433
139.39 SILT FENCING TO BE PROVIDED
ALONG TOE OF SLOPE
SILT FENCING TO BE PROVIDED
F 30'UTITLIY UP TO AND AROUND SPILLWAY AREA
EASEMENT VEGETATIVE PLAN -
SB 8. SEDIMENT BASIN
Practice 6.61 1. Permanent vegetation to be established In accordance with
MOTTS CREEK The Sediment Basil Is to be constructed first (see 'North Carolina Erosion and Sediment Control Planning and
OUTFALL Construction Schedule) and Is the primary Practice to Design Manuol', Section 6. It, latest version. See Sheet 3.
SWAMP
prevent sediment from leaving the site. Detailed design and
FOREST
spillway configuratlows are specified in the CALCULATIONS
section of the narrative. The PVC outlet is to be blocked
LINE
during sedimentation FVynctlon (or not installed) until
entire watershed is peFinanently stabilized and pond Is
converted to permanent stornwater management detention /
retention function.
MAINTENANCE
PLAN -
1.
All measures to be inspected weekly and after any ralnfail
event and needed repairs made immediately.
PLANNED
EROSION AND SEDIMENT CONTROL PRACTICES -
2.
Sediment Basin to be cleaned out when the level of sediment
reaches 5. 5' below e opening. Riser structure be
1,
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
cleaned If excess waternten,above design surface no longer
O QE
Practice 6.06
drains properly, w
Shall be Installed at the entrances to the project
3.
Sediment to be removedfromswales when they are
From an existing roadway ( at existing Brewster Lane
approximately 50% flll�l or sediment level Is within 1' of
and George Place ). Drainage should be away from the
-
top of swale bank.
rood and erosion will be controlled with downstream
-
Practices.During wet weather It may be necessary to wash
4.
Sediment to be removecArom behlr* any SI It Fence and
ruck trres at these locations.
Inlet protection devices when It becomes 0.5' deep, Fencing
and inlet protection to be repaired as needed to maintain a
2.
LAND GRADING
barrier.
Practice 6,02
5.
All seeded areas shall be fertilized, mulched, and re -seeded
Grading should be limited to areas as shown on the
as necessary, according to s,,eclflcntlons provided, to
Plans. Cut and fill slopes shall be III or flatter except
maintain a suitable vegetative cover.
where specifically Indicated. Care shall be taken during
land grading activities not to damage existing trees that
6.
Construction entrance to be*:,olntalned Im such a manner as to
are Identified as 'to be preserved'.
prevent mud or sediment from leaving the construction site.
Periodic topdressing with 2-Inch stone may be required.
Inspect after each rainfall and Immediately remove all
SF3.
O
SEDIMENT FENCE
objectionable materials spilled, washed, or tracked onto
Practice 6.62
public roadways.
Sediment fencing should be installed as shown on the
Plan, to delineate and protect wetlands and specified areas,
and around any temporary stockpile areas as necessary to
CONSTRUCTION
SCHEDULE -
prevent any graded Interior areas from eroding onto adjacent
lands or roadway, or Into Inlets, or as directed by Engineer
-
or New Hanover County Erosion Control personnel.
4.
GRASS -LINED CHANNELS
1.
Obtain approval of Plan and any necessay perm l ts, and hold
Practice 6.30
a pre -construction conference prior to ILommencing any work.
All overflow swales to be graded to design
2.
Flog work limits and stoke -out roadway, primary ditches, and
conf l gurat l on, seeded, and stab l l zed IF necessary wl th
Sediment Basin For preliminary grading.
temporary straw -net liners to collect and convey site water
3.
Install Gravel Construction Entrances.
to the Sediment Basin as shown on Plan. After final project
stabilization, swales to be re-groded and cleaned of
4.
Install Sediment Basin as shown on Plan prior to clearing
siltation as needed to establish original contours for
and grubbing site.
stornwater conveyance.
5.
Construct ditches and any other sediment control Practices
O 5.
IP
INLET PROTECTION
shown, prior to rough grading roadways and site, stockpi l Ing
Practice 6.52
material and topsoil as necessary.
Storm sewer Inlet barriers of silt fencing or block vind
gravel Inlet protection are to be constructed to help
6.
Install utilities in roadway, establish final road grades
prevent sediment from entering the storm sewer system.
and stabl l Ize road with stone base course.
OP 6.
OUTLET STABILIZATION
7.
Final grade, Install non-munic Ipol utilities as needed, and
vegetatively stabilize areas where building construction Is
Practice 6. 41
not Imminent.
Riprop aprons will be Located at the downstream end of
S.
All erosion and sediment control Practices are to be
all discharge pipes to prevent scour.
Inspected weekly and after any rainfall, and repaired as
necessary.
7.
CONSTRUCTION ROAD STABILIZATION
9.
Upon completion of construction, the roadway is to be paved
Practice 6.80
Upon reaching final grade and after utilities have been
and all areas permanently vegetatively stabilized. After
Installed, roadway areas are to be stabilized by placing
site stab II zat l on, temporary measures are to be removed and
sub-bose course of approved 4' marl stone, as shown In the
the Sediment Basin cleaned to Its original design contours,
typical street cross-section detail on the Plan, to reduce
IF necessary, and riser structure orifaces opened, so as to
erosion and dust during the remainder of building
function as a stornwater management / water quality
construction.
retention pond.
STORM DRAIN DESIGN COMPUTATIONS
LOCA77ON
RUNOFF
PIPE DESIGN
FROM
TO
D.A.
PIPE
TIME OF CONIC.
MIN.
IN
DISCH.
ELEV.
ELEV.
SLOPE
DIA.
CAP.
VEL.
INLET
FLOW
DESIGN
POINT
POINT
ACRES
sCA
(L)
(1)
0
- INL.
OU TL.
MIN.
IN.
o. f. S.
f.p.s.
TIME
TIME
TIME
LA
1.B
1.5
0.52
94
10
-
10
7.2
3.8
9.5
8.2
.0138
18
12.4
3.2
2. A
2.B
0.8
1.22
134
10
-
10
6.9
9.5
8.5
I 7.5
.0075
24
19.5
4. 1
2.B
2.0
0.5
0.52
219
5
-
10
71
3.5
10.0
9.0
.0046
18
7.1
27
2.0
2.D
0.5
0.17
102
10
-
f0
7.2
1.3
10.4
10.0
.0039
18
6.6
0.8
2.B
2.E
1.2
0.42
35
5
-
5
- 8.1
3.7
9.2
I f 9.0
.0057
18
7.9
:.2
2.0
2F
0.5
1 0.17
32
5
-
5
8.1
1.1
1 10.1
10.0
1 .0031
18
5.9
0.7
3.A
3.B
0.0
a70
37
0
-
10
6.3
4.1
8.1
7.9
.0054
18
7.7
2.4
3.8
3.0
0.3
0.70
157
5
-
10
6.4
4.1
8.6
8.1
.0032
18°
5.9
25
3.0
3.D
1.7
0.60
32
15
-
10
6.4
2.5.
8.7
8.6
.0031
18
5.9
1.5
4.A
4.B
0.3
1.05
20
5
-
10 -
5.3
46.0
8.5
+ 8.4
.0050
36
47.2
6.5
4.B
4.0
0.5
0.35
24
5
-
10
5.3
40.7
8.6
) -8.5
.0047
36
45.7
5.7
4.0
4.D
0.5
0.17
20
25
-
10
5.3
39.2
8.7
8.6-
`0050
36
472
5.6
4.B
4.E
0.5
0.59
93
5
-
10
7.1
4.2
10.7
I
10.2
.0054
18
7.7
2.4
4.E
4.F
1.0
0.35
67
10
-
10
72
2.5
10.9
10.7
I
.0030
18
5.7
1.4
4.E
4.G
0.2
0.07
32
5
-
5
8.1
0.5
10.8
10.7
.0031
18
5.9
0.3
5.A
5.B
0.7
1.68
20
10
-
10
70
38.3
9.3
9.2
.0050
(2)-30
58.0
3.9
5.B
5.0
0.7
1.44
24
10
-
10
70
36:6
9.5
9.3
.0062
(2)-30
58.0
3.9
5.0
5.D
2.0
0.70
20
20
-.
10
5.8
3L1
9.6
( 9.5
.0050
(2)-30
58.0
3.9
5.0
5E
0.3
0.49
93
5
-
10
7.1
3.6
11.1
I 10.5
.0065
18
8.4
2.2
5. E
5. F
0.8
0.28
67
10
-
10
7.2
2.0
11.3
11.1
.0030
18
5.7
1.2
5.E
5.13
0.3
0.11
24
5
-
5
- 8.1
0.75
11.2
11.1
.U042
18
6.8
U.4
6.A
6.B
0.8
2.27
20
10
-
10
7.1
27.0
10.1
10.0
.0050
(2)-24
32.0
4.5
6.8
6.0
2.0
1.99
24
10
-
10
7.2
25.0
10.3
- l a ii
.0062
(2)-24
32.0
4.5
6.0
6.D
1.5
0.52
20
10
-
10
7.2
14.2
10.4
( 10.3
.0050
(2)-24
32.0
4.5
6.0
6.E
0.5
0.77
93
5
-
10.
7.1
5.4
11.1
10.8
.0032
18
6.0
3.!
6.E
6.F
1.5
0.52
67
10
-
10
7.2
3.8
11.3 I
11.1
.0030
18
5.7
2.1
6.E
6.G
0.2
0.07
24
5
-
5
8.1
0.5
11.2
11.1
.0042
18
6.8
0.3
7A
7B
a5
0.60
125
10
-
10
7.2
4.7
12.2
11.8
.0032
18
5.9
2.7
7.B
7C
1.2
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32
5
-
5
8.1
3.4
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12.2
.0031
18
5.9
2.0
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1.0
0.80 1
120
10
-
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7!
5.8
13.8 1
13.4
.0033
18
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8. C
1.3
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58
10
-
10
7.2
3.3
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13.8
.00 54
18
6.2
2.0
LOCATION MAP
( NOT TO SCALE )
J
v
00 TE DR' PINER ROAD
ANTI
0, o
I , %
00
O w ^ CO
`^
EASEMENT Z v a
o BREWSTER LANE J
SITZS
\ \ T.B.M. TOP OF TISBURY LANE v
E.C.M. ELEV. 20.22 Z
BREWSTER PLACE
" 58 57 SECTION 3 11
I M.B. 38 PG. 312 I
j 56
55 II, 54 � 53
��- 52 i11 51 \�
--- � � 1 1 50
49
BREWSTER PLACE
SECTION 3
59 so 61 i 6` I M. B. 38 PG. 312 r
63 64 jl 65
_ I j 66 67
68 J 10 1
i
106 5 104 103 '102 _ l 4 r 69
'�- 11 - 70
101 „ /
'� � ' I 77
/
100
97
6 II 1 r
it
t;
95
1
r
H u}I 82
1
,
17
f 80
IP I L
135 118 11 1f151 114i 113 - 11_ '111 110 %� li �/
109 `
108
1
! I 107 /
98 BREWSTER T LACE
j M. B. 38 PC. 312 J'
CONSTRUCTION ENTRANCE MAY CE �� 83 �' 84 I' 86
` BE NECESSARY IF CONTRACTOR 85
\\ ENTERS SITE IN THIS LOCATION I / 87
WM17S.OF
tIISIUdBANCE' '
33 acres LINO�SEY DIN'K-INS ,
co
100 50 0 100 200 300
SCALE IN FEET 1 t00'
i
12y�I 1223'I 1
IP i
2"X 4" FRAME AROUND
CREST OF OVERFLOW
STAKED 2"X 4"
1.5' MAXIMUM HEIGHT
' WOODEN FRAME
3' LENGTH
SEE NARRATIVE FOR
MINIMUM
3' SPACING
MORE DETAIL AND
ALTERNATE METHODS.
GATHER EXCESS
FILTER FABRIC
AT CORNERS
sr
SITE DATA
TOT. III OF UNITS ALLOWED IN BREWSTER
66 ACRES x 3.3 = 2�7 UNITS
1 ACRE x 2.5 = 2 UNITS
TOTAL ALLOWED = 219 UNITS
PHASE ONE BREWSTER PLACE APPROVED
99 UNITS ,.
PHASE TWO BREWSTER PLACE APPROVED
120 UNITS
NUMBER OF UNITS TOTAL
219 UNITS
PARKING SPACES REQUIRED
PRIVATE DRIVEWAYS
TOTAL AREA TO BE DISTURBED
33.08 AC t'
IMPERVIOUS AREA (BLDG.'S DRIVEWAYS, STREETS, ETC.)
13.9 ACRES ..
EXTENSION OF ry
FABRIC 1' MIN. ' I\ Z
INTO TRENCH \
4"CRUSHED STONE OR I -
12'COMPACTED SOIL I I I I I I \ I Z
FILTER FABRIC: \� /yI�I _ _ \LJ_
PERVIOUS SHEET OF
NYLON, POLYESTER, OR I DROP INLET
ETHYLENE YARN. ERA I I NTH GRATE I I
STRENGTH (50 PSI XTMIN.) l
NTH ULTRAVIOLET RAY
INHIBITORS AND STABILIZERS ISOMETRIC VIEW �LJ
FABRIC DROP INLET PROTECTION
NIS
PRACTICE 6.51
IP
50' R\W
Y
CIL
APPROVED
NORTH CAROLINA ENVIRONMENTAL
E C E I V E
NOTE:
MANAGEMENT COMMISSION
Ni�
10' -- 1
I---+9'
DIVISION OF WATER QUALITY
SEP 211999
THIS PLAN TO BE UTILIZED AND
RENEWED
UTILITY I
25.0'
25.0'
/{j���
ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE
18'
- 18'
I UTILITY
ITV 14(�� _j9'1"�
EASEMENT I
-EASEMENT
I
Date
D
&JEAU732
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
-
16'
16,
1 p" I-2 ASPHALT
I
�jdT yggg13Z _
StofalWatef PerteR Non
PHOj p
CONTROL PLAN.
1" FT
1 /FT. 114'
_
I"/ FT.
3
NOTE WELL,
ANY AREAS ON -SITE WITHOUT ACTIVITY
SHALL BE TEMPORARILY STABILIZED
IN A 15 DAY PERIOD
AS PER THE sPFCTFi CATIONS
MODIFIED 1 MODIFIED
VALLEY CURB VALLEY CURB
TYPICAL PUBLIC STREET DETAIL
NOT TO SCALE
-
1
MODIFIED PER COMMENTS FROM NHC AND NCDENR
9/20/94
REV. NO. REVISIONS DATE
e I'4: SEAL }
$ i 20007 j
z EVICT N`L;;� J 8
..S. NOV ov
I 1,%
OWNER: SATURN DEVELOPMENT
3901 OLEANDER DRIVE
WILMINGTON, NC 28403
HANOVER DESIGN SERVICES,P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 28401
-PHONE: [phone]
Sheet No
O1:
j,
1

r
20
2' Dave 20'
aaaa MIN.
aa0a
24' 0 aoaooa
d50 - 6" STONE
2 - 24 "RCP dMAX - 9"
Lo - 40'
APRON THICKNESS 1.5'
OUTLET PROTECTION DETAIL
NOT TO SCALE
POND OUTFALL OP
NOTE: FILTER FABRIC IS TO
BE PLACED UNDER ALL STONE
OUTLET PROTECTION.
28' 10' 13.5
19'
I
FOUR STANDARD
2'X3' GRATES
NCDOT OR EQUIVALENT
GRATE
PLAN VIEW
0
a
°
0
3
0
LJ
N
a
II
a
w
OUTLET PIPE
NOT TO SCALE
�I I-2'TYP.
10 -3"
h
" o
SEE DETAIL THIS SHEET '
FOR TRASH RACK
i' WEIR CUT
i
4
>
PLAN VIEW
OUTLET STRUCTURE DETAILS
NOT TO SCALE
WE 01A`''�
6:1 VEGETATED SHELF
FROM EL= 7.5 TO
EL= 5.5, 12'WIDE
WSEL= 6.5
36'
EMBANKMENT TOP= 12.00 (SETTLED) = 12.25 (CONSTRUCTED)
inn vrno ,ucr:_ •, n• ruronrlAry coa:wAv ci _ In Sn
36 050 = 6" STLXJE
d/4AX = 9"
V OOT= 4.2 fps La = 15'
APRON THICKNESS = 1.5'
OUTLET PROTECTION DETAIL
NOT TO SCALE
IE = 7.5
5 CY CLASS II RIPRAP
1.5' DEEP
12 CY CLASS II RIPRAP --�'
DITCH OUTFALL PROTECTION '
1.5' DEEP I
ACE AREA 0 EL= 6.5 = 59,739 SIT
ACE AREA 0 EL= 7.5 = 69,720 sf
l
3:1 DRY SIDE SLOPE -
STEEPER SLOPES ARE
REQUIRED TO BE
ARMOURED WITH RIP -RAP.
SEE SHEET 1 FOR ADDITIONAL DETAILS
POND DETAIL
SCALE: 1 "= 40'
POND DESIGN DATA
32.84 ACRES NEW LOTS (107 LOTS)
32.93 ACRES TO BE DIRECTED TO POND
IMPERVIOUS AREA = 4.04 ac. IN STREETS
+9.83 ac. IN LOTS (TO BE DEED RESTRICTED TO 4,000 sf EA.)
13.87 ACRES TOTAL IMPERVIOUS
It = ts.,55
8 CY CLASS II RIPRAP
1.5' DEEP
NOTE COLLAR TO BE POURED AFTER
PIPES ME IN PLACE.
REINFORCING AS NECESSMY. i
M77-SEEP COLLAR
NOT TO SCALE
IE = 7.9
5 CY CLASS II RIPRAP
1.5' DEEP
POND SUMMARY:
FOREBAY VOLUME:
Volume Required = 293,527 X 20% = 58,705 cf
V, ',ume provided = 58, 705 cf
(ATE WATER QUALITY POND CONSIDERATIONS -
Surface Area required = 23,238 sf
Surface Area provided = 59,739 sf
Storage Volume required = 63,179 cf
Storage Volume provided = 64,781 cf
Storage. Volume Drawdown Time = 2.5 days
PEAK DISCHARGE SUMMARY (NHC SWIM) -
Q( 2) pre -developed = 27 cfs
Qt10) pre -developed = 52 cfs
Q( 2) post -developed = 11 cfs @ WSEL = 9.6
0(10) post -developed = 45 cfs @ WSEL = 10.4
1)(100)post-developed = 107 cfs @ WSEL = ILO
POND SEDIMENTATION CONSIDERATIONS -
Storage Volume required = 33.0 X 1800 = 59,400 cf
Storage Volume provided = 69,720 sf
'� WEIR CUT ELEVATION = 7.50 _
OP Li SHELF o
NORMAL WSEL= 6.5 INVERT OUT= 6.5 \� a
44LF2=4"RCP
c
® 6• i ANTI -SEEP COLLAR, EL= 4.0 ALL SLOPES °
3:1 MAXIMUM o
ANTI -SEEP BOTTOM SWM STRUCTURE EL 3.50 r
COLLAR, ELEV= ��j\ 6'min. 12'min. SEE PLAN N
SEE DETAIL 7.5
Foreboy volume 1-
WSEL 20% of required p
\\ \ storage, typical w
24 1 BOTTOM EL=\-1.0 w -
4'min. �P OUTLET PIPE
32' 52' � _i
e
OUTLET
PROTECTION
AS ON PLANS
EMBANKMENT SECTION FOREBAY SECT ON DETAIL
TYPICAL AT ALL STORM OUTFALLS TO POND 40 20 0 40 80 120
NOT TO SCALE NOT TO SCALE - -
SCALE IN FEET: 1"= 40'
NOTE ORIFICE TO BE TEMPORARILY COVERED MTN
WRE AND 57 STONE UN77L SITE IS STABLE
WELDED BAR
TRASH RACK
BOLTED IN PLACE EL=9.50 GRATE TOP
90' ELBOW DOWN \�
8'BELOW WSEL 1 WEIR 4 J \ \
4'
WSEL= A N. 8, 2 - 24 RCP
6.50 INV= OUTLET
6.50 PIPES �'
lNV=6.20
12" CONC.
S`B or GROUT
1.2SUuPI
4" PERFORATED for CLEANOUT
PVC W/ GRAVEL -
AND FABRIC FILTER EL= 150
ASE
POND BOTTOM
ELEV= -1.0 SECTION VIEW
4'x 10'Precast Conc.Box,
Tindall UV0410 OR EQUIVALENT
OUTLET STRUCTURE DETAILS
1 1 MODIFIED PER COMMENTS FROM NHC AND NCDENR 9/20/
REV. NO. REVISIONS DATE
NOT TO SCALE
B=14'
BREWSTER PLACE PHASE TWO
GRATE TOP
1.67'
2.17
WELDED BAR,
GALVANIZED, OR
EQUIVALENT
Additional Calculation Summary for DWQ -
WATER QUALITY CONSIDERATIONS -
Impervious area calculations: See Project Data Sheet
• No offslte areas drain to pond
STREETS= 4.04 acres
BUILDINGS (107 LOTS @ 4000 sf ea.)= 9.83 acres
TOTAL IMPERVIOUS = 13.87 acres
TOTAL AREA DRAINING TO POND = 32.93 acres
w Retention of first I' of run-off:
32.93 acres total - 13.87 acres impervious = 19.06 acre green area
SA REQUIRED: 13. 87 x 0. 98 + 19. 06 x 0.20 / 32. 93 = 0. 53, or 53%
At 7.5' depth, 90% TSS removal, from chart - SA factor = 1.62
32.93 x 0.01 x 1.62 = 0.5 acres = 23,238 sf SA REQUIRED
At Elev. = 6.5 SA = 1.37 acres = 59,739 sf SA PROVIDED
VOLUME REQUIRED (13.87 x 0.98 + 19.06 x 0.20) x 1/12 = 1.45 acre-ft
63,179 cf REQUIRED STORAGE
At Eieo. = 7.5 64,781 cf PROVIDED STORAGE
Average head from storage elevation to orifice -
7.5 -6.5 / 2=0. 5'
4' PVC drain to draw -down ponds
Orifice equation: Q = CA(2gh)^1/2
Q = 0. 6(. 09)(64.4 X 0. 75)-1/2
i. = 0.297 cfs
T = 234.668 sec. = 2.7 days OKAY
FOREBAY REQUIREMENTS -
Minimum capacity = 293,527 X 20% = 58,705 cf
Provided capacity = 58,705 cf
NOTE:
THIS PLAN TO BE 071LIZED AND
REVIEWED ONLY IN CONJUNC77ON
WITH THE WRITTEN NARRATIVE,
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN.
NOTE WELL,
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A 15 DAY PERIOD
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS.
EROSION & SEDIMENT CONTROL and WATER QUALITY PLAN
RREWSTER PLACE PHASE TWO
LOCATED IN MASONRORO TOWNSHIP
NEW HANOVER COUNTY, NORTH CAROLINA
•
CAROt j''•,
ESSIO,-% -y
SEAL
20007
Date:
7-26- 99
Scale:
1 "= 40'
Drown:
HSR
Checked:
DSH
Pro)ect No:
3888ecp2HSR
HANOVER DESIGN SERVICES, root
No:
P.A.2
LAND SURVEYORS, ENGINEERS &LAND PLANNERS WIL WALNUT STREET
WILMINGLON, N.C. 28401
PHONE: [phone]
)WNER: SATURN DEVELOPMENT
3901 OLEANDER DRIVE
WILMINGTON, NC 28403

Construction Road Stabilization
Specification / 6.80 - Construction Specifications
1. Clear roadbed and parking areas of all vegetation, roots and other
objectionable material.
2. Ensure that rood construction follows the natural contours of the terrain If
it is possible.
3. Locate parking areas on naturally flat areas If they are available. Keep
grades sufficient tar drainage but generally not more than 2 to 3%
4. Provide surface drainage, and divot excess runoff to stable areas by using
water bars or turnouts (References: Runoff Control Measures).
5. Keep cuts and fills at 2:1 or flatter far safety and stability and to
facilitate establishment of vegetation and maintenance.
6. Spread a 6-inch course of 'ABC" crushed stone evenly over the full width of
the road and smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install
subsurface drains or geotexlile fabric cloth before placing the crushed stone
(Practice 6.81, Subsurface Drain).
8. Vegetate oil roadside ditches, cuts, fills and other disturbed areas or
otherwise appropriately stabilize as soon as grading is complete (References:
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Maintenance
Inspect construcllon roads and parking areas periodically for condition of
surface. Topdress with new gravel as needed. Check rood ditches and other
seeded areas far erosion and sedimentation after runoff -producing rains.
Maintain all vegetation in a healthy, vigorous condition. Sediment -producing
areas should be treated Immediately.
Temporary Gravel Construction Entrance/Exit
ESpecification 6.06 - Construction Spe
cifications 1. Clear the entrance and exit area of all vegetation, roots and other
objectionable material and properly grade it.
2. Place the grovel 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 geotextle fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
Maintenance
Maintain the grovel pad In a condition to prevent mud or sediment from leaving
the construction site. This may require periodic lopdressing with 2-inch stone.
After each rainfall, inspect any structure used to trap sediment and dean it
out as necessary. Immediately remove all objectionable materials spilled,
washed, or tracked onto public roadways.
Temporary Seeding
Specification III 6.10 - Specifications
Complete grading before preparing seedbeds and install oil necessary erosion
control practices, such as dikes, waterways and basins. Minimize steep slopes
because they make seedbed preparation difficult and Increase the erosion hazard.
If soils become compacted during grading, loosen them to a depth of 6-8 inches
using a ripper, harrow, or chisel plow.
Seedbed Preparation
Good seedbed preparation is essential to s^.ccessrul plant establishment. A good
seedbed is well -pulverized, loose and uniform. Where hydroseeding methods are
used, the surface may be left with a more irregular surface of large clods and
stones.
Liming - Apply lime according to soil test recommendations. If the pH (acidity)
of the soil is not known, on application of ground agricultural limestone at the
rate of 1 to 1 1/2 tons/acre on course -textured soils and 2-3 tons/acres on
fine -textured soils Is usually sufficient. Apply limestone uniformly and
incorporate into the top 4-6 inches of soil. Soils with a pH of 6 or higher
need not be limed.
Fertilizer- Bose application rates on soil tests. When these are not possible,
apply a 10-10-10 grade fertilizer at 700-1.000 lb./acre. Both fertilizer and
lime should be incorporated Into the top 4-6 Inches of soil. If a hydraulic
seeder is used, do not mix seed and fertilizer more than 30 minutes before
application.
Surface roughening- If recent tillage operations hove resulted in a loose
surface, additional roughening may not be required except to break up large
clods. If rainfall causes the surface to became sealed or crusted, loosen It
just prior to seeding by disking, raking, harrowing, m other suitable methods,
Groove or furrow slopes steeper than 3:1 on the contour before seeding (Practice
6:03, Surface Roughening).
Plant Selection
Select on appropriate species or species mixture from Table 6.10a. for seeding
In late winter and early spring, Table 6.10b for summer, and Table 6.10c for
fall.
Seeding
Evenly apply seed using o tYc
Ione see
der broodtast). drill culti otter seeder.
in I 10a-6.1 Oc. Broadcast seeding
or hydroseeder. Use seeding roles given Tob a 6. g
and hyroseeding are appropriate far sleep slopes where equipment cannot be
driven. Hand broadcasting is not recommended because of the difficulty in
achieving a uniform distribution. Small grains should be planted no more than 1
inch deep, and grasses and legumes no more than 1/2 inch. Broadcast seed must
be covered by raking or chain dragging, and then lightly firmed with a roller or
cultipacker. Hydroseeded mixtures should inch de a wood fiber (cellulose) mulch.
Mulching
The use of appropriate mulch will help ensure establishment under normal
conditions and is essential to seeding success under harsh site condition
(Practice 6.14, Mulching). Harsh site conditions include:
-seeding in fall far winter cover (wood fiber mulches are not considered
adequate far this use),
-slopes steeper than 3:1,
-excessively hot or dry weather,
-adverse solls(shollow, rocky, or high in clay or sand), and
-areas receiving concentrated flow.
If the area to be mulched is subject to concentrated waterflow, as in channels,
anchor mulch with netting (Practice 6.14, Mulching).
Table 6.10a - Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species- Rye(grain), Annual lespedezo (Kobe in Piedmont and Coastal Plain
Rate (lb/acre)- 120
Omit annual lespedeza when duration of temporary rover is not to extend beyond
June
Seeding dates -Coastal Plain - Dec. 1 - Apr. 15.
Soil amendments- Follow recommendations of soil tests or apply 2,000 lb/acre
ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4,00016/acre straw. Anchor straw by tacking with asphalt, netting
or o mulch anchoring tool. A disk with blades set nearly straight can be used
as o mulch anchoring tool.
Maintenance - Refertlize if growth is not fully adequate. Reseed, refertilize
and mulch immediately following erosion or other damage.
Table 6.10b - Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rate(lb/acre)- 40
Seeding dates -Coastal Plain- Apr. 15-Aug. 15
Soil amendments -Follow recommendations of soil tests or apply 2.000 lb/acre
ground agricultural limestone and 750 Ib/ocre 10-10-10 fertilizer.
Mulch -Apply 4.000 lb/acre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool.
Maintenance-Refertilize If growth is not fully adequate. Reseed. refertilize
and mulch immediately following erosion or other damage.
Table 6.10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rye(grain)
Rate(lb/acre) - 120
Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Soil amendments - Follow soil tests or apply 2.000 Ib./ocre ground agricultural
limestone and 1,000 lb/acre 10-10-10 fertilizer.
Mulch- Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,
netting, or a mulch anchoring tool. A disk with blades set nearly straight can
be used as a mulch anchoring tool.
Maintenance- Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March, If It is necessary to extend temporary cover
beyond June 15, overseed with 50 Ib/ocre Kobe (Piedmont and Coastal Plain)
Permanent Seeding
Specifications / 6.11 - Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable
due to Inappropriate soil texture (Table 6.11o), poor drainage, concentrated
overland flow, or steepness of slope until measures have been taken to correct
these problems.
To maintain a good stand of vegetation, the soil must meet certain minimum
requirements as a growth medium. The existing soil should have these criteria:
- Enough fine-grained (silt and clay) material to maintain adequate
moisture and nutrient supply (available water capacity of at least .05
Inches water to I Inch of sail).
- Sufficient pore space to permit root penetration.
- Sufficient depth of sell to provide an adequate root zone. The depth to rock
or impermeable layers such as hardpons should be 12 inches or more, except on
slopes steeper than 2:1 where the addition of son is not feasible.
- A favorable pH range for plant growth, usually 6.0-6.5.
- Freedom from large roots, branches, stones, forge clods of earth, or trash of
any kind. Clods and stones may be left on slopes steeper than 3:1 if they are
to be hydroseeded.
If any of the above criteria are not met -Le., if the existing sell is too
coarse, dense, shallow or acidic to foster vegetation-speclet amendments are
required. The soil conditioners described below may be benericbl or.
preferably, topsoil may be applied in accordance with Practice 6.04, Topsoling.
Soil Conditioners
In order to Improve the structure or drainage characteristics of a sal, the
following material may be added. These amendments should only be necessary
where soils have limitations that make them poor for plant growth or for fine
turf establishment (see Chapter 3, Vegetative Considerations).
Peat -Appropriate types ore sphagnum moss peat, hypnum moss peat, reedsedge peat,
or peat humus, all from fresh-woter sources. Peat should be shredded and
conditioned In storage piles far at least 6 months after excavation.
Sand -clean and free of toxic materials
Vermiculite -horticultural grade and free of toxic substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or
other bedding materials.
Thoroughly rotted sawdust- free of stones and debris. Add 6 Ib. Of nitrogen to
so& cubic yard.
Sludge -Treated sewage and industrial sludges ore available in various forms:
these should be used only in accordance with local, State and Federal
regulations.
Species Selection
Use the key to Permanent Seeding Mixtures (Table 6.11b) to select the most
appropriate seeding mixture based on the general site and maintenance factors
A listing of species, Including scientific names and characteristics, is given
In Appendix 8.02.
Seedbed Preparation
Install necessary mechanical erosion and sedimentation control practices before
seeding, and complete grading according to the approved plan.
Lime and fertilizer needs should be determined by soil tests. Sol testing is
performed free of charge by the North Carolina Deportment of Agriculture soil
testing laboratory. Directions, sample cartons, and information sheets are
available through county agricultural extension offices or from NCDA. Because
the NCDA soil testing lab requires 1-6 weeks for sample turn -around, sampling
must be planned well in advance of find grading. Testing is also done by
commercial laboratories.
When soil test ore not available, follow rates suggested on the individual
specification sheet for the seeding mix chosen (Tables 6.11c through 6.11v).
Applications rates usually fall Into the following ranges:
- Ground agricultural limestone
Light -textured, sandy soils; 1-1 1/2 tons/acre
Heavy textured, clayey soils 2-3 tons/acre
- Fertlinrr:
Grasse- 800-1200 lb/acre of 10-10-10 (or the equivalent)
Grass -legume mixtures: 800-1200 lb/acre of 5-10-10 (or the equivalent)
Apply lime and fertilizer evenly and incorporate into the top 4-6 inches of son
by diskinri or other suitable means. Operate machinery on the contour. When
using a bydroseeder, apply lime and fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Coopleb� seedbed preparation by breaking up large clods and raking Into a
smooth, uniform surface (slope less than 3:1) FIfi in or level depressions than
can coll,�ct water. Broadcast seed Into a freshly loosened seedbed that has not
been sealed by rainfall.
Table 6AIs - Seeding No. 4CP for:
Well -Drained Sandy looms to Dry Sands, Coastal Plain; Low to Medium -Core Lawns
Seeding mixture
Species - Centipedegrass - Rate - 10-20 Ib/acre (seed) or 33 bu/acre (sprigs)
r - June. (Sprigging can be done through Jul where water ' Seeding dates Mar. Ju S q
9 (D99 9 9 Y
available far irrigation.)
Sol amendments - Apply lime and fertilizer according to soil test. or apply 300
lb/acre 10-10-10.
Sprigging - Plant sprigs In furrows with a tractor -drown transplanter, or
broadcast by hand.
Furrows should be 4-6 Inches deep and 2ft apart. Place sprigs about 2 ft. apart
in the row with one end at or above ground level (Figure 6.11d).
Broadcast of rates shown above, and press sprigs Into the top 1 1/2 Inches of
soil with a disk set straight so that sprigs ore not brought bock toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly- 20 lb/acre nitrogen in spring with no
phosphorus. Centipedegro rs cannot tolerate high pH or excess fertilizer.
Table 6.111 - Seeding No. 5CP for: Well -Drained Sandy Looms to Dry Sands; Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Pensacola Bohlogross 50
Sericea lespedeza 30
Common Bermudograss 10
German millet 10
Seeding notes
1. Where o neat appearance is desired, omit sericea
2. Use common Bermudagrass only on Isolated sites where it cannot became a pest.
Bermudograss may be replaced with 5 Ib/acre centipedgre".
Seeding dates - Apr. 1 - July 15
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 Ib/acre 10-10-10 fertilizer.
Mulch
Apply 4.000 fib/acre grain straw m equivalent cover of another suitable mulch.
Anchor by tacking with asphalt, roving and netting or by crimping with a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Refertllze the following Apr, with 50 Ib/acre nitrogen. Repeat
as growth requires. May be moved mly once a year. Where a neat appearance is
desired, omit Sericea and now as often as needed.
Table ISIN - Seeding No. 7CP for: Gross -lined Channels; Coastal Plain
Seeding Mixture
Species - Common Bermudograss - Rate - 40-80 (1/2 Ib/1,000 ft )
Seeding dates - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests, m apply
3,000 Ib/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material
to cover the bottom of channels and ditches. The lining should extend abow the
highest calculated depth of flow. On channel side slopes above this height. and
In drainages not requiring temporary linings, apply 4,000 lb/acre groin straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can
dog drainage devices.
Maintenance -A minimum of 3 weeks is required for establishment. Inspect and
repair mulch frequently. Refertllze the following Apr. with 50 lb/acre
nitrogen.
Refer to Appendix 8.02 far botanical names
Grass -Lined Channels
Specification / 6.30 - Construction Specifications
1. Remove all trees, brush, stumps, and other objectionable material from the
foundation area and dispose of property.
2. Excavate the channel and shape it to neat lines and dimensions shown on the
plans plus a 0.2 ft 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 gross 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 (Appendix 8.05).
Maintenance
During the establishment period, check grass -lined channels after every
rainfall. After grass is established, periodically check the channel; check it
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
occumulotlons to maintain the designed carrying capacity. Keep the grass in a
health, vigorous condition at all times. since it Is the primary erosion
protection for the channel (Practice 6.11, Permanent Seeding).
Outlet Stobilizotion Structure
Specification j 6.41 - Construction Specifications
1. Ensure that the subgrade far the filter and riprap follows the required lines
and grades shown in the plan. Corpact 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 filed by Increasing the riprap
thickness.
2. The riprap and gravel filter must conform to the specified grading limits
shown an the plans.
3. Filter cloth, when used, must meet design requirements and be properly
protected from punching m 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 o minimum of 1 It. If
the damage is extensive, replace tie entire filter cloth.
4. Riprop may be placed by equipment, but take care to avoid damaging the
filter.
5. The minimum thickness of the riprcp should be 1.5 times the maximum stone
diameter.
6. Riprop may be field stone or rough quorry stone. It shwld be hard, angular,
highly weather -resistant and well aroded.
6. Construct the apron on zero grade with no overfail at the end. Make the top
of the riprap at the downstream end level with the receiving area or slightly
below It.
S. Ensure that the apron is properly aligned with the receiving stream and
preferably straight throughout its length. If a curve is needed to fit site
conditions, place it in the upper section of the apron.
9. immediately after construction, stabilize all disturbed areas with vegetation
(Practice 6.10. Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance
Inspect riprap outlet structures after heavy rains to see if any erosion around
or below the riprap has token place or if stones have been dislodged.
Immediately make all needed repo" to prevent further damage.
Fabric Drop Inlet Protection (Temporary)
Specification # 6.51 - Construction Specifications
1. As synthetic fabric, use a pervious sheet of nylon, polyester, or ethylene
yarn-extro strength (50 Ib/1 inch minimum) -that contains ultraviolet ray
Inhibit" and stabilizers. Fabric should be sufficiently porous to provide
adequate drainage of the temporary sediment pod. Burlap may be used for
short-term applications. It must be replaced every 60 days.
2. Cut fabric from a continuous roll to eliminate joints.
3. For stakes, use 2 x 4 Inch wood (preferred) or equivalent metal with o
minimum length of 3 ft.
4. Space stakes evenly around the perimeter of the inlet a maximum of 3ft.
apart, and securely drive them into the ground, approximately 18 inches deep.
5. To provide needed stability to the installation, frame with 2 x 4-Inch wood
strips around the crest of the overflow area at a maximum of 1.5 ft above the
drop inlet crest
6. Place the bottom 12 inches of the fabric in a trench and buckilt the trench
with at least 4 inches of crushed stone or 12 Inches of compacted soil.
7. Fasten fabric securely to the stakes and frame. Joints must be overlapped to
the next stoke.
8. The top of the frame and fabric must be well below the ground elevation down
slope from the drop Inlet to keep runoff from bypassing the Inlet. It may be
necessary to build a temporary dike on the down slope side of the structure
to prevent bypass flow. Material from within the sediment pool may be used
far
diking -
Maintenance
Inspect the fabric barrier after each rain and make repairs at needed.
Remove sediment from the pool area as necessary to provide adequate storage
volume far the next rain. Take core not to damage or undercut the fabric during
sediment removal.
When the contributing drainage area has been adequately stabilized, remove all
materials and any unstable sediment and dispose of them property. Bring the
disturbed orea to the grade of the drop inlet and smooth and compact it.
Appropriately stabilize all bore areas around the inlet.
Land Grading
Specification # 6.02 - Construction Specifications
1.Construcl and maintain all erosion and sedimentation control practices and
measures in accordance with the approved sedimentation control plan and
construction schedule.
2.Remove good topsoil from areas to be graded and filled, and preserve it for
use in finishing the grading of all critical areas.
3.Scarify areas to be topsoiled to a minimum depth of 2 Inches before placing
topsoil (Practice 6.04, Topsoling).
4.Clem and grub areas to be filed to remove trees, vegetation, roots, or other
objectionable material that would affect the planned stability of the fill.
S.Ensure that fill material Is free of brush, rubbish, rocks, logs, stumps,
building debris, and other materials inappropriate for constructing stable
fills.
6.Place an fill In layers not to exceed 9 inches in thickness, and compact the
layers as required to reduce erosior, slippage. settlement. or other related
problems.
7.Do not Incorporate frozen material or soft, mucky, m highly compressible
materials into fill slopes.
S.Do not place fill on a frozen foundotion, due to possible subsidence and
slippage.
9.Keep diversions and other water conveyance measures free of sediment during
all phases of development.
10.Handle seeps or springs encountered during construction in accordance with
approved methods (Practice 6.81, $absurface Drain).
11.Peananenlly stabilize all graded areas immediately after final grading is
completed on each area in the grading plan. Apply temporary stabilization
measures on all graded areas when work is to be Interrupted or delayed far 30
working days m longer.
12.Ensure that topsoil stockpiles, borrow areas, and spoil areas are adequately
protected from erosion with temporary and final stabilization measures. Including
sediment fencing and temporary seeding as necessary.
Maintenance
Periodically check all graded areas ord the supporting erosion and sedimentation
control practices. especially after heavy rainfalls. Promptly remove an
sediment from diversions and other rooter -disposal practices. If washouts or
breaks occur, repair them immediately. Prompt maintenance of small eroded areas
before they become significant gullies is an essential port of an effective
erosion and sedimentation control plan.
NOTE WELL:
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
NORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
LATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
CONTRACTOR IS RESPONSIBLE FOR MAINTAINING A COPY OF THIS MANUAL
ON -SITE AND ENSURING THAT ALL SUPERVISORS ARE FAMILIAR WiTH THE
STANDARDS AND SPECIFICATIONS SHOWN IN THE MANUAL AND ON THE PLAN.
Sediment Basin
Specifications III 6.61 - Construction 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 cleanoul.
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 centerline of the earth
fill embankment. Cut the trench to stable soil material, but In no case make it
less than 2 ft. deep. The cut-off trench must extend Into both abutments to at
least the elevation of the riser crest. Make the minimum bottom width wide
enough to permit operation of excavation and compaction equipment but in no case
less than 2 ft. Make side slopes of the trench no steeper than 1:1. Compaction
requirements are the some as those far the embankment. Keep the trench dry
during backfnlling and compaction operations.
3.Embankment-Take fill material from the approved areas shown on the plans. It
should be clean mineral son, free of roots, woody vegetation, rocks and other
objectionable material. Scarify areas on which fill is be placed before placing
fill. The fill material must contain sufficient moisture so It can be formed by
hand into a boil without crumbling. If water can be squeezed out of the ball, it
Is too wet for proper compaction. Place fill material In 6 l0 8-Inch
continuous layers over the entire length of the fill area and then compact It.
Compaction may be obtained by routing the construction hauling equipment over
the fill so that the entire surface of each layer is traversed by at least one
wheel m tread track of the heavy equipment. or a compactor may be used.
Construct the embankment to an elevation 10% higher than the design height to
allow for settling.
4.Conduit spillways -Securely attach the riser to the barrel m barrel stub to
make a watertight structural connection. Secure all connections between barrel
sections by approved watertight assemblies. Place the barrel and riser on o
firm, smooth foundation of impervious soil. Do not use pervious material such
as sand, gravel, m crushed stone as backfill around the pipe or anti -seep
collars. Place the flI 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 token not to raise the pipe from firm, contact
with Its foundation when compacting under the pipe haunches.
Place a minimum depth of 2ft. of hand -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.
S.Emergency splltwoy-Install the emergency spillway In undisturbed soil. The
achievement of planned elevations, grade. design width, and entrance and exit
channel slopes ore critical to the successful operation of emergency spinway.
6.InleLs-Dischorge 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 area to improve basin trap efficiency (References: Runoff
Control Measures and Outlet Protection).
7.Eroslon control -Construct the structure so that the disturbed area Is
minimized. Divert surface water away rrom 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 (References: Surface Stabilization).
B.Sofety-Sediment basins may attract children and can be dangerous. Avoid steep
side slopes, and fence and mark basins with warning signs if trespassing is
likely. Follow all state and local requirements.
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and
restore the basin to its original dimensions when sediment accumulates to one-
half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and inspect the
embankment far piping and settlement. Make all necessary repairs immediately.
Remove all trash and other debris from the riser and pool area.
,
rPRELIMINARY PLAN NOTES:
1. TOPOGRAPHIC SURVEY AND PROPOSED CONTOURS BY HANOVER DESIGN SERVICES, P.A.
2. ALL ELEVATION ARE NGVD 1929
3. THIS PLAT IS PRELIMINARY, IT IS NOT INTENDED FOR RECORDATION, SALES OR CONVEYANCE
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A 100 YEAR FLOOD HAZARD AREA.
(BASE FLOOD ELEV. = 10.0)
5. SANITARY SEWER TO BE PUBLIC.
6. WATER TO BE PUBLIC.
7. THIS PROPERTY IS ZONED R-15 (PERFORMANCE DEVELOPMENT)
8. THIS MAP IS IN CONJUCTION WITH AND A PART OF BREWSTER PLASE PHASE TWO OVERALL.
9. FOR REFERENCE SEE D.B. 2085 PG. 894
10. FOR DRAINAGE DESIGN SEE EROSION CONTROL PLAN.
11. CLASS IV SOILS ARE TO BE LEFT IN THEIR NATURAL STATE.
12. ALL STREETS AND DRIVES TO BE PRIVATE.
13. TAX PARCEL ill 76-00-06-24-00
14. NO PORTION OF ANY BUILDING WILL BE LOCATED WITHIN THE 100 YEAR FLOOD ZONE.
15. 39.6 ACRES IN THIS PHASE.
PUBLIC ROAD
6" MINIMUM
2"-3" COARSE.,%
AGGREGATE
NOTE: SEE NARRATIVE
FOR MORE DETAIL. 1
GRA
cE ENTRANCE/EXIT
Practice 6.06
N.T.S.
GRAVEL CONSTRUCTION
ENTRANCE, WIDTH
AS REQUIRED
12' 1 12"
N
/ 1 1 1/2" MIN. BITUMINOUS PAVEMENT
I 10 f
-
CONCRETE CURB DETAIL
NOT TO SCALE
Sediment Fence (Silt Fence)
Specification 6.62 - Construction Specifications
MATERIALS
1.Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which is certified by the manufacturer m
supplier as conforming to the requirements shown in Table 6.62b. Synthetic
filter fabric should contain ultraviolet ray inhibitors and stabilizers to
provide o minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120 F,
2.Ensure that posts for sediment fences are either 4-inch diameter pine, 2-inch
diameter oak, or 1.33 lb/linear ft steel with a minimum length of 4 ft. Make
sure that steel posts have projections to facilitate fastening the fabric.
3.For reinforcement of standard strength filter fabric. use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 Inches.
Toni- 6.62b
Specifications For Sediment Fence Fabric
Physical Property Requirements
Filtering Efficiency - 85% (min)
Tensile Strength at Standard Strength- 30 Ib/IIn In (min)
Extra Strength- 50 Ib/lin in (min)
Slurry Flow Rate - 0.3 gal/sq ft/min (min)
CONSTRUCTION
1.Conslruct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2.Ensure that the height of the sediment fence does not exceed 18 Inches above
the ground surface. (Higher fences may impound volumes of water sufficient to
cause failure of the structure.)
3.ConRtruct the filter fabric from a continuous roll cut to the length of the
barrier to avoid joints. When joints are necessary, securely fasten the filter
cloth only at a support post with overlap to the next post.
4.Support standard strength filter fabric by wire mesh fastened securely to the
up slope side of the posts using heavy duly wire staples at least I inch long,
or Ile wires. Extend the wire mesh support to the bottom of the trench.
5.When a wire mesh support fence is used, space posts a maximum of 8 ft apart.
Support posts should be driven securely into the ground to a minimum of 18
Inches.
6.Extra strength filter fabric with Eft post spacing does not require wire mesh
support fence. Staple or wire the filter fabric directly to posts.
7.Excavate a trench approximately 4 Inches wide and 8 inches deep along the
proposed line of posts and upslope from the barrier (figure 6.62o).
B.Backflll the trench with compacted soil or gravel placed over the filter
fabric.
g.Do not alloch filter fabric to existing trees.
Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs Immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
Ineffective, replace It promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for the
next rain and to reduce pressure on the fence. Take care to avoid undermining
the fence during deanout.
Remove oil fencing materials and unstable sediment deposits and bring the area
to grade and stabilize It after the contributing drainage area has been properly
stabilized.
STD.CURB I 4' - 6"
SECTION
II co \�\ UuuuuuuNI
N N EXPANSION �����������
JOINT
z 16NCDOT CATCH BASIN
0 Z I STD.840.02
Sou
a
Z _1 PLAN VIEW
W ou
wa
a >0
0 5NORMAL GUTTER FLOW L
FRAME & GRATE INE r
4' - 6"
EXPANSION
I JOINT
t: .
TRANSITION SECTION
5, - n„
FRAME, GRATE AND HOOD
NCDOT STD. 840.038
-
1 t OPENING f
---------------------r
ej
I IC
PRECAST
I I I ..
CONCRETE
I I I
CATCH
BASIN
w
Z I i I--
5 i i h-%
m
a
-
a 1 I
of
a
>
w I
1
1 1
kwn
I
_0____
I
c
1 o 'a
SEE NCDOT STDS
852.05 '
SECTION VIEW 840840,02
038 FRONT SECTION
FOR FURTHER DETAIL
PRECAST CURB INLET
N.T.S.
TYPICAL CUL-DE-SAC
50' R\W
NOT TO SCALE
NOTE:
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY NEW HANOVER COUNTY.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
COUTY AND STATE CODES AND CONSTRUCTION STANDARDS.
t REV. NO. I REVISIONS I DATE J
COMPACTED FILL OR/
"-
�Wll
GRAVEL, EXTENSION
OF FABRIC AND WIRE
INTO THE TRENCH NOTE:
SEE
NARRATIVE
FOR
MORE DETAIL.
ISOMETRIC
VIEW FILTER
FILTER
FABRIC
EXTENSION OF
FABRIC
FABRIC AND WIRE
BACKFILL
MINIMUM 8"
INTO THE TRENCH
THICK LAYER
OF GRAVEL
WIRE
COMPACTED
FILL
8"MINIMUM
, 8"MINIMUM
...._...
V-TRENCH
14-MINIMUM 4"MINIMUM
SECTION .SECTION
GENERAL EROSION CONTROL SPECIFICATIONS and ADDITIONAL DETAILS for
BREWSTER PLACE PHASE TWO
LOCATED IN MASONBORO TOWNSHIP
NEW HANOVER COUNTY, NORTH CAROLINA
2 wl
FAM
OWNER: SATURN DEVELOPMENT
3901 OLEANDER DRIVE
WILMINGTON, NC 28403
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS ENGINEERS & LAND PLANNERS i1J
319 WALNUT STREET }e
WILMINGTON, N.C. 28401
PHONE: [phone]
CURB
DEPRESSED
GUTTER
OUTLET
PIPE
7-26-99
I [►`116wo]�l
Drawn:
HSR
Checked:
OSH
Project No
Sheet No:
3
Of
3