SW8070816_Approved Plans_20071012

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AUGUST 2007 SHEET INDEX
SHEET NUMBER SHEET TITLE
FORC-0 COVER SHEET
C-2.1 EXISTING CONDITIONS
BILL C-3.2 SITE LAYOUT PLAN
C-3.3
SITE LAYOUT PLAN
430 C-3.4 SITE LAYOUT PLAN
EASTWOOID ROA C-4.1 GRADING AND DRAINAGE PLAN
C-4.2 GRADING AND DRAINAGE PLAN
WILMINGTON NC 28403 C-4.3 GRADING AND DRAINAGE PLAN
C-4.4 DRAINAGE AREA (CB)
C-4.5 DRZ
NAGE AREA (CB)
( 910) C-4.6350 .... 1744
DR
NAG E AREA (CB)
C-6.1 EROSION CONTROL PLAN
C-6.2 EROSION CONTROL PLAN
Ci _ z ' C-6.3 EROSION CONTROL PLAN
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„� ��� C-6.4 EROSION CONTROL DRAINAGE MAP
�3e ® C-6.5 EROSION CONTROL DRAINAGE MAP
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4r�"°'� `!'�/ C-6.6 EROSION CONTROL DETAI• DETAILS
NOTICE REQUIRED
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°'' ��` ��' �- C—6.7 EROSION CONTROL DETAILS
C-7,1 STORMWATER DETAILS
ALL EXISTING UNDERGROUND UTILITIES SHALL BE PHYSICALLY LOCATED PRIOR TO THE BEGINNING OF ANY 179 '� -_� [5_,.\_, #*
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CONSTRUCTION IN THE VICINITY OF SAID UTILITIES. EE, \ / ,— #0b C-7.2 STORM WATER DETAILS _
°, x* - r C-7.3 STORMWATER DETAILS
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CONTRACTORS SHALL NOTIFY OPERATORS WHO MAINTAIN UNDERGROUND UTILITY LINES IN THE AREA OF o ,. of
PROPOSED EXCAVATION AT LEAST TWO WORKING DAYS, BUT NOT MORE THAN TEN WORKING DAYS PRIOR r 0) -
TO COMMENCEMENT OF EXCAVATION OR DEMOLITION. l y ►4C •
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CONTACT CAROLIN A ONE CALL" AT nys .�, Q" : Q�j�
1-800-632-4949 \ r y , qi �; a , APPROVED
-,; ,1 \°% d / a WPiER�jPY D�( NORTH CAROLING ENVIRONMENTAL
CONTACT THESE UTILITIES �`�",�: aPo� �% / �as1 MANAGEMENT COMMISSION
lowDIVISION OF WATER QUALITY
TOWN OF SHALLOTTE ZONING TOWN OF SHALLOTTE (WATER & SEWER) Ili viifrui,......a....
12 -OCT� C�
ATTN: MS. CINDY BABSON ATTN: MR. ALBERT HUGHES
ATLANTIC OCEAN PREPARED BY:
PH: 910-754-4032 PH: 910-754-4032 �j f ‘
BEMC ELCTRIC CO. ATLANTIC TELEPHONE PARA ATTN. ROBERT LEAVITT ATTN: MR. SCOTT DUTTON
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iVICINITY MAP
m r r°x- i V?* E 1V G t N E E st i 1V G, I N C.q k'
N.C. NATURAL GAS CO. TIME WARNER CABLE I1CT TO SCALE �� 'a :'=fy.�. 5911 Oleander Drive, Suite 201
PH: 910-763-1636 PH: 910-763-4638
Wilmington, North Carolina 28403 I
EMERGENCY DIAL 911 [phone] (0) [phone] (F)
POLICE — FIRE — RESCUE
PROJECT # 06117.PE
FINAL DESIGN — NOT RELEASED FOR CONSTRUCTION

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PEI JOB#: 06117.PE

EROSION AND SEDIMENT CONTROL NOTES
EROSION CONTROL NOTES:
1. CONSTRUCT TEMPORARY GRAVEL CONSTRUCTION ENTRANCES AND INSTALL ALL
TEMPORARY SEDIMENT FENCE FENCES.
2. CLEAR AND REMOVE FROM SITE ALL TREES, ROOTS, ROOT MAT, ETC. FROM THE
AREA WITHIN DESIGNATED CLEARING LIMITS.
3. INSTALL TEMPORARY SEDIMENT TRAPS, AND DIVERSION DITCHES.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANING AND RESTORING TO PRE -
CONSTRUCTION CONDITIONS ANY AREAS OUTSIDE THE PROJECT LIMITS THAT MAY
INADVERTENTLY BE DAMAGED DUE TO THE FAILURE OF THE EROSION MEASURES.
5. DURING GRADING AND AFTER GRADING HAS BEEN COMPLETED, CONTRACTOR
SHALL CONTINUE TO MAINTAIN PERMANENT AND TEMPORARY EROSION CONTROL
MEASURES UNTIL FINAL INSPEC11ON AND APPROVAL BY THE NORTH CAROLINA
DIVISION OF LAND RESOURCES.
6. UPON RECEIVING FINAL INSPECTION AND APPROVAL BY NCDENR LAND
RESOURCES REMOVE TEMPORARY SEDIMENT TRAP
7. WATER, FERTILIZE, MOW AND MAINTAIN SPRIGGED, SODDED AND PLANTED AREAS
UNTIL FINAL APPROVAL BY NORTH CAROLINA DIVISION OF LAND RESOURCES.
MAINTENANCE PLAN
1. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR
STABILITY AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL BUT
IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS WILL BE MADE
IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
2. ALL CONSTRUC11ON ENTRANCES WILL BE PERIODICALLY TOP DRESSED WITH AN
ADDITIONAL 2 INCHES OF #4 STONE TO MAINTAIN PROPER DEPTH. ANY SEDIMENT
THAT IS TRACKED INTO THE STREET WILL BE IMMEDIATELY REMOVED.
3. SEDIMENT WILL BE REMOVED BEHIND THE SEDIMENT FENCE WHEN IT BECOMES
0.5 FEET DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE REPAIRED AS
NECESSARY TO MAINTAIN A BARRIER. SEDIMENT FENCE STAKES WILL BE SPACED 6
FEET APART UNLESS A WIRE BACKING IS USED WITH 8 FOOT STAKE SPACING.
STABILIZATION NOTES
1. ALL SLOPES WILL BE STABILIZED WITHIN 21 DAYS OF CEASE OF ANY PHASE
OF GRADING.
2. ALL OTHER AREAS WILL BE STABILIZED WITHIN 30 DAYS OF CEASE OF ANY
PHASE OF GRADING.
� �►1�\-_\ -� \ ■ � -- lI . � it
Seeding Mixture
CENTIPEDE GRASS 10-20
Seeding Dates
MARCH - JUNE
Soil Amendments
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 300 LB/ACRE
10-10-10 FERTILIZER.
Mulch
DO NOT MULCH.
Maintenance
FERTILIZE VERY SPARINGLY--20 LB/ACRE NITROGEN IN SPRING WITH NO
PHOSPHORUS. CENTIPEDE GRASS CANNOT TOLERATE HIGH PH OR EXCESS
FERTILIZER.
TEMPORARY SEEDING -LATE WINTER,ZEARLY SPRING
Seeding Mixture
V ,.
SPECIES RATE (LB/ACRE)
Rye (GRAIN) 120
ANNUAL LESPEDEZA (KOBE IN PIEDMONT 50
AND COASTAL PLAIN, KOREAN IN MOUNTAINS)
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO EXTEND
BEYOND JUNE.
SUMMER
SPECIES
GERMAN MILLET
FALL
RATE (LB/ACRE)
40
SPECIES RATE (LB/ACRE)
RYE (GRAIN) 120
Seeding dates
COASTAL PLAIN - DEC.1-APR. 15 - LATE WINTER AND EARLY SPRING
APRIL 15 - AUG. 15 - SUMMER
AUG. 15 - DEC. 30 - FALL
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 4,000 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.
tv
-DITCH
NOTES:
y
1. THE TRAP SHALL BE CLEANED
y
OUT WHENEVER THE SEDIMENT
REACHES 1/2 THE TOTAL
y
DEPTH OF THE TRAP.
y V 't
2. SEE PLAN SHEETS FOR
Y
SEDIMENT TRAP LOCATIONS.
3. SEDIMENT TRAP SHALL BE REMOVED
�\
AFTER ACHIEVING A DENSE VEGETATIVE COVER
FILTER FABRIC
ISOMETRIC VIEW
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TAILWATER
�• FLOW
FILTER FABRIC, --� \ - N.C.D.O.T. CLASS B
WITH
?PTHSECTION RIPRAP, MINIMUM
PTH O OF DITCH 18p' THICK, TYPICAL
SECTION A -A
N.C.D.O.T. CLASS 8
EROSION CONTROL
STONE
FILTER FABRIC
MIDDLE CREEK SUBDIVISION
Temporary Sediment Trap
Rational Method Calculations Q=CiA
Trap Efficiency for 75%: Surface Area (sq. ft.)=(peak ilow)(0.01)(43560)
Trap Ffficienc •
Dimensions' 2 :1 Side Slopes Free Board 1' below top
Mn
Trap#
Disturbed
.area ac).
Total'
drainave
;area ac)
Trap
sized
for area
Required
storage
C
Coefficient
I
Intent
Q
10- ear flow
Required
Surface Area of
Tra s ft)
aw ht
Average
width
` -
Average
ten th"
Provided
Surface Area
sq.ft
Bottom
width
Bottom
length
Top
width
Top
length
Provided
storage
Weir sized
for area
Weir
lenlith
TST#1
0.92 ac
3,310 Of
0.35
7.23 ':�
2.33
1014 3.0'
19'
57' . `
1083
13,
51,
25'
63'
3,469 Of
0.92 ac
4
TST#2
-c
x xx
1,77ac;
1.77 ac
6,370 cf
035
7.23
4.48
195 i 3.1'
25' :
�" 79;<'
1975
19'
73'
31'
85'
6,539 Of
1.77 ac
6
TST#3
2.56 ac
9,220 Of
0' 5
7.23
6.48
2822
3.2'
30"
95' \'
2850
24'
89'
36'
101'
9,823 Of
2.56 ac
8
TST#4
1.9
1.91��d0
1.91 ac
6,880 cf
0 � ,
,�� 7,23 ;;.
4.83
2105
3.2'
25'
85,
2125
19,
79'
31'
85'
6,977 cf
1.91 ac
6
TST#5
1.79:66.
1.79 ac
6,440 Of
0 3
- 7,23 r
4.53
1973
3.2'
25'
79'
1975
19,
73'
31'
8F
6,880 Of
1,79 ac
6
TST#6
2.30ac`
2.30 ac
2.30 ac
8,280 Of
0;35
7,23 i
5.82
2535
3. 1'
29! .
88'
2552
23'
82'
35
94'
8,386 Of
2.30 ac
8
TST#7
0.88 c ,
0 86 ac
0.86 ac
3,160 cf
0.35 -
7,237
2.18
948
_ 3.0
IV'
54'
1 972
12'
148'
24'
60'
3,128 cf
0.86 ac
4
TST#8
1..48 ac:
1.48 ac _
1.48 ac
5,330 Of
0:35
7.23
3.75
1631
' 3.0
'72
1728
18,
66'
30'
' 78'
5,444 cf
1.48 ac
6
TST#9
1.'92` 6
1.92 ac
1.92 ac
6,910 Of
0-35
7.23
4.86
2116
3:1'
25,. `,;_
.85` -
2125
19,
79'
31'
f11'
7,025 Of
1.92 ac
6
TST#10
:1:07 ac
1.97 ac'
1.97 ac
7,090 Of
0 35
7,23 ?'
4.99
2172
3,1'
27'
81'
2187
21'
75'
33'
87'
7,216 Of
1.97 ac
6
T ST#11
a
.1':83 c
1.83 ac
s
1.83 c
9
6,5 0 cf
- 0:35
7.23 . -:
4.63
2017
3.1`
26'
78'
2028
20'
72'
32'
84'
6 706 cf
1.83 ac
6
TST#12
:0.47 ac
0.47 ac ;
0.47 ac
1,690 cf
0.35
7 23,,'-
1,19
518
2,8'
14'
42'
588
8'
36'
20'
48'
1,720 Of
0.47 ac
4
TST#13
1:8 ac
1.85 ac !
1.85 ac
6,660 cf
0 35
7.23 �.
4.68
2039
3 1'-
-25'
82'
2050
19'
76'
31'
88'
6,782 cf
1.85 ac
6
TST#14
1;73�c;
1.73'ac
1.73 ac
6,230 Of
0:35�..
7:23;�:.;
4.38
1907
3.1'
77' :'
1925
19,
71'
31'
83'
6,377 cf
1.73 ac
6
TST#15
1..43 ac ..:1.43
ac
1.43 ac
5,150 Of
0.35 ,
T23
3.62
1576
3.1'
23'
69
1587
1T
63'
29'
75'
5,289 cf
1.43 ac
6
TST#16
1.25 ac
1 25 ac
1.25 ac
4,500 cf
01351
7.23
3.16
1378
3.0`
22'
66 : ,;
1452
16'
60'
28'
72'
4,600 Of
1.25 ac
6
TST#17
1.24 ac
1.24 ac
1.24 ac
4,460 cf
0.35
7,23
3.14
1367
3 0' ,
22'
66'.
1452
16'
60'
28'
72'
4,600 Cf
1,24 ac
6
TST#18
-1.71 aC
;1.71 ac
1.71 ac
6,160 cf
0:35
7,23
4.33
1885
= 3 1 , ,"�
, .25':'
76' :
1900
19,
70'
31'
82'
6,296 cf
1.71 ac
6
TEMPORARY SEDIMENT TRAP
NOT TO SCALE
DESIGN TOP WIDTH 1 1 2'-0'
FREEBOARD
Moor;
T11�11CIIG.__ �ei�1t®I11MON.
=I11=7��11Cn�■■._
10%i SETTLEMENT
NOTES:
BUILD RIDGE HIGHER THAN DESIGN AND COMPACT WTH WHEELS OF
CONSTRUCTION EQUIPMENT. COMPACTED RIDGE MUST AT OR ABOVE DESIGN
GRADE AT ALL POINTS. CHANNEL MUST BE CONSTRUCTED ON DESIGN GRADE.
LEAVE SUFFICENT AREA ALONG DIVERSION TO PERMIT CLEANOUT AND REGRADING.
PROTECTED
AREA
--------
RUNOFF
CHANNEL
I
TDD#
Ad
C
Qdesign
Length
Inv In
Inv Out
S
d
A,r
P
R
Vactual
Qactual
Adequate Capacity?
Lining Required?
(acres)
(cfs)
(ft)
(ft)
(ft)
(ft/ft)
(ft)
(sf)
(ft)
(ft)
ifpsj
I (Cfs)
(Y/N)
(YI N)
1 A
0,92
0.35
2.33
83
43.00
41.84
C314
0.75
1.69
4.74
0.36
2.21
3.73
Y
N
2A
,. 1:77
0.35
4.48
135
43.50
41.75
CI13
0.82
2.02
5.19
0.39
2.26
4.56
Y
N
_
3A
2:56
0.35
6.48
165
44.60
42.00
13
0.91
2.48
5.76
0.43
2.67
6.63
Y
Y
�
!
4A
19"
0.35
4.83
425
46.75
41.70
.:., >
0.86
2.22
5.44
0 41
2.23
4.95
Y
IN
_
5A
0.76
0.35
1.92
60
42.40
41.90
0.65
1.27
4.11
0.31
1,55
1.97
Y
N
5B
y1 :,,,
0.35
2.61
295
45.25
42.34
°-
Y .
0.70
1.47
4.42,
0.33
1.77
2.61
Y
N
6A0
0.35
5.82
660
43.10
19.85
0.75
1.69
4.74
0.36
3.51
5.92
Y
Y
-
7A
0.86 r
0.35
2.18
325
43.20
33.15
3
0.53
0.84
3.35
1 0.25
2.61
2.20
Y
Y
-
8A
4,48
0.35
3.75
385
47.60
44.25
9,
0.85
2.17
5.38
0.40
1.90
4.11
Y
N
9A
1. 59
0.35
4.02
490
42.90
34.10
8
0,75
1.69
4.74
0.36
2.51
4.23
Y
Y
-
96
0,33
0.35
0.84
85
35.30
34.30
_ 0.45
0.61
2.85
0.21
1.44
0.88
Y
N
_
-^^ -
10A
;11$7 ,
0.35
4.99
439
44.90
39.08
.
040
2.34
5.07
Y
N8
Y
11A
u
0.35
4.63
380
35.10
23.35
0.71
1.51
4.49
1 0.34
3.17
4.79
Y
Y
12A
0.35
1.19
200
46.60
43.55
_: 0 50
0.75
3.16
1 0.24
1.76
1.32
Y
N
v
13A
0.35
2.56
100
41.50
39.60
0,62
1.15
3.92
1 0.29
2.27
2.62
Y
N
_
13B
0.35
2.13
135
42.30
39.65
0.60
1.08
3.79
0.28
2.26
2.44
Y
N
-_Y
_
14A
0.35
4.38
525
1
42.70
34.45
"(0 6 ,
0.80
1.92
5.06
0.38
2.45
4.70
Y
N
15A
'`
0.35
3.62
321
39.70
35.90
0.77
1.78
4.87j
0.37
2.07
3.68
Y
N
_
16A=
F
0.35
3.16
310
41.50
33.25
0.63
1.19
3 98
0.30
2.72
3.23
Y
Y-'
1^
A m ^
17A
0.35
3.14
210
35.10
32.10
0.71
1.51
4 49
0.34 2.15
3.26
Y
N
_ J
_
18A
0.35
2.28
1 170
31.00
26.90
„
0.57
0.97
3.60
0.27 2.42
2.36
Y
N
- _ - -
18B
'
0.35
2.05
1 175
1 29.20
26.85
0 61
1.12 3.86 1 0.29 1.89
2.11
Y
N
µ
TEMPORARY D -_ SION DI T CN
NOT TO SCALE
W
Z
RIP -RAP SCHEDULE
PIPE DIA. (IN.)
LENGTH (FT.)
WIDTH A (FT.)
WIDTH B (FT.)
1
48
16
12
12
2
24
10
6
12
RIP -RAP APRON
NOT TO SCALE
li■sG1 I VAI7ttt1
50' MIN.
y" DIVERSION TO DIRECT RUNOFF FROM R/W
SECTION VIEW
TEMPORARY
CONSTRUCTION ENTRANCE
NOT TO SCALE
VARIES AS DIRECTED BY ENGINEER (6' MAX.)
TOP STRAND MIN. #10 GUAGE
STAY WIRES MIN. #12-1/2 GUAGE
BOTTOM STRAND MIN. #10 GUAGE
STEEL POST
NOTES:
FILTER FABRIC
1. WIRE SHALL BE A, MINIMUM OF 32" IN
WIDTH AND SHALL HAVE A MINIMUM OF 6 FILL SLOPE
LINE WIRES W/12" STAY SPACING GROUND LINE •
2. FILTER FABRIC SHALL BE A MINIMUM OF36" IN tl
ADEQUATELiAND
TOITHE WIRE ®ASFDIRECTED ED g" N
BY THE ENGINEER MIN.AND BE OF
STEEL 'TYPE SELF' FASTENER ANGLE d
ao w
4. WOOD POSTS SHALL BE A MINIMUM OF 6' o _I � CNI,
IN HEIGHT AND :i OR MORE IN DIAMETER o M N
WIRE FABRIC SHALL BE FASTENED TO WOODEN 3
POST WITH NOT LESS THAN #9 WIRE STAPLES j �\ NCHOR FILTER
FABRIC SKIRT
AS DIRECTED BY
THE ENGINEER
GUIDELINES FOR TEMPORARY SILT FENCE DETAIL
NOT TO SCALE
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PEI JOB#. 06117.PE

6' 1 2'
SLOPES
MODIFIED
VALLEY CURB
(TYP.)
SLOPES= 3:1
90 FT
37'
1 /4" PER FT
37'
1/4" PER FT
2"—SF9.5A SURFACE
6"—AGGREGATE BASE
TYPICAL CUL-DE-SAC CROSS SECTION
NOT TO SCALE
60 FT R/W
16' , 29. 24' , 2' . 16'
1/2" PER FT
1 /4" PER FT 1 /4" PER FT
2' 1 6'
SLOPES
= 3:1
6" ABC UNDER
CURB (TYP.)
NOTE:
GRADES VARY. SEE GRADING
PLAN FOR EXACT ELEVATIONS
(TYP.)
1/2" PER FT SLOPES= 3:1
MODIFIED VALLEY CURB-1 L2"—SF9.5A SURFACE
6"—AGGREGATE BASE 6" STONE
UNDER CURBING
TYPICAL ROAD CROSS SECTION NOTE:
NOT TO SCALE GRADES VARY. SEE GRADING
PLAN FOR EXACT ELEVATIONS
(TYP.)
70'
SIGHT 25 R 25 R SIGHT
TRIANGLE .� TRIANGLE
10
TYPICAL STREET INTERSECTION
CUL-DE-SAC DETAIL
NOT TO SCALE
NOT TO SCALE
1 /8" I I
RAD.
d 4"
,. a
1/2" JOINT 1/8" RADIUS, TYP.
SEALER DUMMY GROOVE
EXPANSION JOINT CONTRACTION JOINT
VARIES 3000 PSI
1 4" PER FT. CONCRETE
4s ,
a e.
a a
a
SECTION VIEW
fir' ASPHALT
a .° a PAVEMENT
1/2" 'EXPANSION JOINT— MAX. 50' O.C.
& BETWEEN STRUCTURES
GROOVED CONTRACTION
JOINT
PLAN VIEW
CONCRETE WALK DETAIL
CLASS
I OR II
MA
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CONCRETE
CLASS
I, II OR II
BACKFILL
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MODIFIED VALLEY CURB
NOT TO SCALE
NOT TO SCALE
4GGREGATE BASE
RSE UNDER CURB.
SF 9.5A SURFACE
B25.0 BASE
100% ASTM D698 TO
TYPICAL PAVEMENT SECTION 12" DEPTH
CLASS "A"
CLASS "C"
CLASS
IORII
BACKFILI
CLASS
BEDDIN(
CLASS
1, II OR III
BACKFILL
BEDDING DETAILS
NOT TO SCALE
CLASS "B"
CLASS "D"
43" NOTE: USE TYPE "E", "F" AND "G" GRAT
UNLESS OTHERWISE NOTED.
m�
0 0 �• tl
�� A ALIGN FRAME WITH INSIDE
M O O ITTT EDGE OF WALL TO ALLOW
O O FOR VERTICAL ADJUSTMENT
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3 3
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ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL
GUTTER
00
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NORMAL CURB AND GUTTER ON STEEP GRADES
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11101111
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SECTION Y-Y
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-
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VIEW WHEN 8"x 6" CURB
IS USED IN PLACE OFHOOD
R ,
to i i
w 6F
#4 BARS #8 BARS "W"
#4 BARS,_ U"—• — . ,
#4 BARS "U"
3--4 I--3"
L :-
L
SECTION S—S
WHERE 30" TO 36" PIPE IS USED
SECTION 1-1
BACK
OF CUI
PLAN
PLAN
i 5' I
PLAN
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FYI
N OTES:
— MORTAR JOINTS 1/2-- 1/8" THICK.
— CLASS "B" CONCRETE TO BE USED.
— THE POURING OF FLOOR SLAB TO BE
ACCOMPLISHED BY FORMING.
— USE TYPE "E" GRATE, PER STD. NO. 840.03
— JUMBO BRICK WILL BE PERMITTED. CONRETE
BRICK OR 4" SOLID CONCRETE BLOCKS MAY BE
USED IN LIEU OF CLAY BRICK.
— IF REINFORCED CONCRETE PIPE IS SET IN
BASE SLAB OF BOX, MIN. OF 6" CONCRETE
SHALL BE PROVIDED UNDER PIPE
— FOR 8'-0" IN HEIGHT OR LESS USE 8" WALL,
OVER 8'-0" IN HEIGHT USE 12" WALL TO
6'-0" FROM TOP OF WALL, AND 8" WALL FOR THE
REMAINING W-0"
vm
c'��
DETAIL SHOWING TYPES OF GRATES
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�PEI JOB#' 06117.PE

TOP EL. FORE BAY
- - -- - - - - 100 YR. EL 18.14
50 YR. EL = 17.38 -
3 - - - - - - VEGETATIVE SHELF _ - - 25 YR. EL -= 16.78 -
�1 SLOPE TYP. -_ -1111160
- -
- AROUND POND 10��SLORAG
E= 15.61Q _
1.5" RUNOFF STORAGE EL = 15.46 - - - - - UE EL. = 15.,e
FOE 0- PERMANENT POOL EL (NORMAL WATER SURF,
3 3
1 FOREBAY- 0- 1�
in 0-
3
BOTTOM EL FOREBAY = 10.00 CREST OF LOW FLOW WEIR 1
TO ISER = 16.00
4" SCH. 40 PVC OUTLET-j
1.5" STORAGE ELEVATION = 5.46
NORMAL POOL EL. = 15.
17
6" EXTENDED BASE
FOREBAY AND STORAGE POND SECTION
NOT TO SCALE
GALVANIZED BAR GRATING 1" x 1/8" BEARING BARS.
FASTEN WITH J-CLIPS, ATTACH TO A 1 1 /4" x 1 1 /4" x 1 /4"
GALVANIZED ANGLE FRAME. MORTOR FRAME TO TOP OF
OUTLET STRUCTURE
/ �V
24" CULVERT
= 12.00
5'x5' REINFORCED
CONCRETE BOX
POND OUTLET STRUCTURE SECTION
NOT TO SCALE
OUTLET PIPE
24" RCP
CLASS III
INV. IN =
12.00
INV. OUT
= 10.00
LENGTH
= 76 LF
SLOPE =
2.60%
15.00
W 3
A 1F
POND BOTTOM EL = 4.00
VEG SHELF
6:1 SLOPE TYP.
AROUND POND
OVERFLOW STRUCTURE
(SEE DETAIL) TOP OF DAM EL. = 20.00
EL. 16.00
WIDTH VARIES
SEE PLAN
TOP OF BANK
NOTES: //\/
1. SIDESLOPE VARIES, SEE PLAN FOR PROPOSED CONTOURS
2. DITCH TO BE FULLY LINED WITH EROSION CONTROL BLANKETS PRIOR
TO SEEDING & MULCHING FROM TOP OF BANK TO TOP OF BANK.
3. SWALES TO HAVE A MAXIMUM SLOPE OF 3:1
TYPICAL SWALE
RUNOFF
CHANNEL
SWALE #
Ad
C
Qdes,gn
Length
I Inv in
Inv Out
S
d
A,,
P
R
Vactua,
Qactua,
Adequate Capacity?
Lining Required?
(acres)
(Cfs)
(ft)
1 (ft)
(ft)
(ft/ft)
(ft)
(so
(ft)
(ft)
(fps)
(Cfs)
(Y/N)
(Y/N)
T 1 _
0.50
3.33
140
43.00
41.10
,(irQ
(4
,; .p, 75 , t
1.69
4.74
0.36
3.96
6.68
Y
Y
2
0.50
3.80
295
45.25
42.34
Qt..'.„r
2.17
5.38
0.40
3.67
7.95
Y
Y
3
0.50
7.45
520
44.90
38.01
3.00
6.32
0.47
4.74
14.22
Y
Y
OWWAPAffim
STORM WATER NOTES:
1. TOTAL SITE AREA = ±56.13 AC
2. DISTURBED AREA = 2,209,798 SF (50.73 AC)
3. ACTUAL IMPERVIOUS DRAINAGE AREA FOR POND = 829,777 SF (33.87)
4. 404 WETLANDS ARE PRESENT ON THE SUBJECT SITE, DETERMINATION BY USACOE ON JUNE 26, 2006.
5. ALL PROPOSED RESIDENCES SHALL DIVERT ROOF DRAINAGE TO STREET VIA GUTTERS,
LEADERS AND UNDERGROUND SCHEDULE 40 PVC CONDUIT, IF NECESSARY.
6. FOR MAINTENANCE EFFORTS, STORMWATER STORED BELOW PERMANENT
POOL SHALL BE PUMPED.
SOD ALL SLOPES ABOVE PERMANENT POOL EL.
6:1 SHELF BELOW PERMANENT POOL
STD. MANHOLE RING AND COVER
PLANTED WITH SUITABLE WETLAND SPECIES
NON -SHRINK GROUT
_ OR VEGETATION.
1o'
j
PERMANENT POOL EL 15.00
III=���_
`D
•- 3
11' POND
�� A
E
cz
I
2" MAX ADJ. BRICK OR
PRECAST LEVELING RINGS
B
C
D
18"
4'
S"
6"
6"
a
MANHOLE STEPS
WIDTH A -
(�-
POND SECTION
18"-24"
5'
5"
8"
8"
AS SPECIFIED
I > 24.
.
w
8"
w
8"16
:t
:.
NOT TO SCALE
_
AS RE 'D
Q
T
7"
8
8
�
GROUT
O.C.
O.C.
SUITABLE PLANTS
a
(TYPICAL)
PICKERELWEED (PONTEDERIA CORDATA)
AS REQ'D
8'
8"
8"
lO"
STORM DRAIN PIPE
DUCK POTATO (SAGGITARIA LATIFOLIA AND SAGGITARIA CARDINALIS)
w
SWAMP ROSE (HIBISCUS MOSHEUTOS)
BLUE FLAG (IRIS VIRGINICA)
CARDINAL FLOWER (LOBELIA CARDINALIS)
C
- B
PIPE 0 - A
SLOPE: 1"/FOOT
T D TEN11ON POND PLANTING
E
SLOPE OX
CONTRACTOR TO INSTALL ON THE 6:1Lj
SLOPED SHELF, EQUAL NUMBERS OF EACH
6" MIN.
OF THE LISTED SUITABLE PLANTS. DURING
MONOLITHIC CONCRETE BASE.
INSTALLATION, GROUP SIMILAR SPECIES OF
STORM DRAIN PIPE
PLANTS TOGETHER. INSTALL PLANTS 24"
O.C. IN A CHECKERBOARD PATTERN.
•:,s ;_� , .,_
, . � :.__TD
,i
�-----
CLASS 1
6" MIN.
50.0' +�
BEDDING
FILTER FABRIC
EL. 20.00
1.5' EL. 18.50'
FILTER FABRIC -' 6" THICK CLASS 'B' RIP -RAP -
EMERGENCY SPILLWAY
NOT TO SCALE
NOTES:
1. 5000 PSI MIN. STRENGTH CONCRETE.
2. MANHOLE SHALL BE MANUFACTURED IN
ACCORDANCE WITH ASTM C-478.
3. MANHOLES SHALL BE VACUUM TESTED IMMEDIATELY
AFTER ASSEMBLY AND PRIOR TO BACKFILUNG.
4. SEWER GUARDS REQ'D IN ALL MANHOLES, LION.
STAINLESS STEEL SEWER GUARDS REQUIRED IN
MANHOLES LOCATED IN TRAFFIC AREAS.
PRECAST CONCRETE
STORM DRAIN MANHOLE
PLAN
in CO
- TAILWATER
FLOW
\---N.C.D.O.T. CLASS B
SECTION RIPRAP, MINIMUM
18 THICK, TYPICAL
RIP --RAP SCHEDULE
PIPE DIA. (IN.)
LENGTH (FT.)
WIDTH A (FT.)
WIDTH B (FT.)
1
48
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146.70
0.92
0.92
0.3$0
0.3SD
0.350
7.23
2.53
15
4.47
3.65
au�
37.40
36.70
d-005
41.08*
CB#'I°3A
CB#13
99.40
0.38
1.30
0.650
0.196
0.670
7.23
4.84
15
5.44
4.43
36.70
36.00
0.007
42.61
G8#1'3
CB#12
37.10
1.01
2.31
0.650
0.566
1.294
7.23
9.35
18
12.23
6.92
36.00
35.50
0.013
42.15
<: C8#'f 2 �
Cg#'� 1
312.00
1.97
4.28
0.480
1.064
2.311
7.23
16.71
24
18.16
5.78
35.50
33.50
0.006
42.15
CB#48 - '
27.00
0.28
0.28
0.650
0.182
0.182
7.23
1.32
15
5.57
4.54
42.60
42.40
0.007
46.53
CB#48
159.83
0.19
to
0.47
oceo
0.480
0.091
e
0.266
7.23
�e'
1.92
"i
15
3.97
-z�
3.23
42.40
41.80
no
0.004
4v
46.53
CB#47
CB#46
124.00
0.10
0.57
0.670
0.067
0.342
7.23
2.47
15
4.11
3.35
41.80
41.30
0.004
45.31
CB#49
CB#46
27.50
0.69
0.69
0.600
0.414
0.414
7.23
2.99
15
5.52
4.50
41.50
41.30
0.007
44.18
c
:CB#48
CB#1'!
�
34.50
0.15
1.41
vu
0.460
0.080
.: ;
0.747
7.23
i
5.40
�
15
12.57
�
10.25
41.30
40.00
on
0.038
�e
44.18
CB#11 '
CB#10
97.60
0.02
5.71
0.750
0.011
3.141
7.23
22.71
24
28.12
8.95
33.50
32.00
0.015
44.01
iCB#10
CB#9
183.60
0.16
5.87
s
0.560
0.088
3.229
7.23
23.34
24
23.67
7.54
32.00
30.00
0.011
43.05
YI#9A `
CE3#9
i
22.10
1.05
1.05
o
0.48
0.578
-e
0.578
7.23
4.18
i
15
7.55
.,
6.15
31.30
31.00
0.014
u
42.34
Fv '
C9#16
CB#9
27.00
1.45
1.45
0.65
0.798
0.798
7.23
5.77
15
6.83
5.56
36.70
36.40
0.011
41.29
I�
_ .CB#9
211.80
0.56
8.93
0.560
0.308
4.912
7.23
35.51
36
45.95
6.50
30.00
29.00
0.005
41.29
CB#45
": C�3'#44
27.00
0.90
0.90
0.570
0- 495
0.495
7.23
3.58
15
5.57
4.54
32.50
32.30
0.007
39.44
y
CB#44 '
CB#43
n�
170.Od
0.72
1.62
�o
0.630
0.396
0.891
7.23
m�
6.44
15
e
6.66
say
5.43
32.30
30.50
oo�
0.011
39.44
CB#43
=CB#8
35.30
0.03
1.65
0.750
0.017
0.908
7.23
6.56
15
13.35
10.88
30.50
29.00
Q042
41.44
F
CB#8
CB#7
396.00
0.01
10.59
-
0.7$0
0.006
;.: s
5. $25
7.23
i I
42.11
:i
36
106.01
as
15.00
29.00
19.05
0.025
ma
42.46
CB #15
CB#7
nm
27.00
1.08
��z
1.0$
06
0.650
s7a
0.594
os�a
0.594
�
7.23
r.
4.29
i
15
5.57
�
a"-
4.54
21.90
21.70
� i..
0.007
ao r.
30.86
CB#7 _
SDMH#S
46.40
0.85
12.52
0.600
0.468
6.886
7.23
49.79
36
93.14
13.18
19.05
18.15
0.019
30.86
CB957
CB#56
27.00
0.28
0.28
0.650
0.154
0.154
7.23 '
1.11
15
4.83
3.93
30.55
30.40
0,006
46.61
CB#56
CB#55
92.10
0.12
0.40
0.680
0.066
0.220
-.23
1.59
15
4.77
3.89
30.40
29.90
0.005
46.61
CB#55A:
CB#55
27.00
0.34
0.34
0.650
0.18-�
0-187
7.23
1-35
15
5.57
4.54
30.10
29.90
0.007
46.12
CB#56'
GB#54,<
285.70
0.07
0.81
0.750
0.039
0.446
i.23
3.22
15
4.61
3,76
29.90
28.45
0.005
46.12
CB#53, �
CB�°i4
27.00
0.58
0.58
0.630
0.319
0.319
7.23
2.31
15
5.57
4.54
28.65
28.45
0.007
41.04
CB#54 -
CB#52
136.30
0.19
1.58
0.750
0.105
0.869
7.23
6.28
18
7.27
_4.12
28.45
27.80
0.005
41.04
CB#51
Ci�#52
27.00
0.38
0.38
0.650
0.209
0.209
7.23
1.51
15
5.57
4.54
28.00
27.80
0.007
36.79
CB#52
11 CB#33
102.50
0.08
2.04
0.750
0.044
1.122
7.23
8.11
18
8.39
4.75
27.80
27.15
0.006
36.79
CB#34
CB#33
27.00
0.18
0.18
0.650
0.099
0.099
7.23
0.72
15
11.15
D9
27.15
26.35
0.030
36.42
CB#33
CB#32
74.00
0.0 7
'2 2D
n ?5�
0 039
1.260
7.23
9.11
� 8
z5
11.29
6.39
26.35
2550
0.011
36.42
��tl#37A
� x,``
111.00
2.06
2.06
0.500
1.133
1.133
7.23
8.19
18
8.94
5.06
27.00
26.20
0.007
38.01
CB#37'
27.00
1.00
3.06
0.570
0.550
1.683
7.23
12.17
18
12.82
7.25
26.60
26.20
0.015
35.53
CB#36
35.40
0.46
3.52
0.67
0.253
1.93E
7.23
14.00
18
14.81
8.38
26.20
25.50
0.020
35.53
CB#32
CB#31
154.90
0.08
5.89
0.690
0.044
3.240
7.23
23.42
24
13.23
5.80
25.50
24.50
0.006
34.93
Y I#31 A
CB#31
18.90
1.43
1.43
0.500
0.787
0.787
7.23
5.69
15
10.54
8.58
25.00
24.50
0.026
35.08
CB#35
CB#31
27.00
0.86
0.86
0.700
0.473
0.473
7.23
3.42
15
5.57
4.54
24.70
24.50
0.007
34.04
CB�31
ShMH#25'
58.00
0.34
7.09
0.700
0.187
3.900
7.23
28.19
24
54.11
17.22
24.50
, 21.20
0.057
34.04
CB#27 "
CB#26
113.00
0.60
0.60
0.790
0.330
0.330
7.23
2.39
15
2.72
2.22
21.50
21.30
0,002
2336
ECB#30
CB#26
27.00
0.70
0.70
0.700
0.385
0.385
7.23
2.78
15
9.66
7.87
21.90
21 30
0.022
25.34
I CB#26
SDMH#25:
81.00
0.70
2.00
0.680
0.385
1.100
7.23
7.95
18
8.2E
4.68
21.30
20.80
0.006
25.34
SDMH#25
CB#24
134.30
N/A
9.09
N/A
N/A
5.000
7.23
36.15
36
40.8`
5.77
20.80
20.30
0.004
34.82
CB#24'
CB#29
27.00
0.22
9.31
0.580
0.121
5.121
7.23
37.02
36
40.70
5.7 6
20.30
20.20
0.004
33.62
CB429:
CB#�8
159.80
0.21
9.52
0.700
0.115
5236
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7.23
37.8E
36
52.9C'
7.48
20.20
19.20
0.006
33.62
�B#42'
1100#41
45.20
0.21
0.21
0.570
0.116
0.116
8.05
093
15
5.2-
4.30
31.75
31.45
0.007
41.7 0
CB#41
GB#39
27.00
0.28
0.49
0.630
0.154
0.270
8.05
2.17
15 6.23
5.08
31.70
31.45
0.009
42.30
CB#39
CB#38 '
144.10
0.18
0.67
0.670
0.099
0.369
8.05
2 97
15
4, 9-
4.05
31.45
30.60
0.006
42.30
CB#40
CB#38
27.00
0.08
0.08
0.600
0.044
0.044
8.05
035
15
7.88
6.42
33.05
32.65
0.015
39.63
=CB#38
CB#20
314.80
0.12
0,87
0.540
0.066
0.479
8.05
3.85
15
9.09
7.41
32.65
26.45
0.020
39.63
CB#2G
CB#21
27.00
0.75
1.62
0.600
0.413
0.891
7 23
6.44
15
6.33
5.56
26.75
26,45
0.011
29.61
CB#21
CB#22
34.00
0.31
1.93
0.60
0.171
1.062
7,23
7.67
18
11.�2
6 46
25.60
25.20
0,012
29.61
CB#22
CB#23
83.00
0.27
2.20
0.57
0.149
1.210
7.23
8.75
24
15.75
5.01
25.20
24.80
0.005
28.65
CB#23
CB#28
27.00
0.55
2.75
0.57
0.303
1.513
7.23
10.94
24
19.52
6 21
24.80
24,60
G. 007
30.56
CB#28
CB#19A
146.50
0.27
12.54
0.70
0.149
6.897
- 23
49.87
36
50.;4
-21
19.50
18,65
0,0315
30.56
CB#19A
CB#18
82.00
0.55
13.09
0.48
0,303
7.200
7. 23
52.05
36
52,22
7.39
18.65
18.15
0,006
27.23
CB#19
CB#18
27.00
0.55
0.55
0.48
0.303
0.303
- 23
2.19
15
3 -:�4
3 21
19.45
19.35
D 004
26.74
CB#18
SDMH#17
62.80
0.63
14.27
0.70
0.347
7.849
7.23
56.74
36
6E 04
9,63
18.15
17.50
0.010
26.74
SDMH#17
SDMH#6
208.30
N/A
14.27
NIA
NIA
7.849
% 23
56.74
36
5E 75
8.03
17.50
16.00
0.007
30.00
SDMH#6
CB#5
79.90
N/A
26.79
N/A
NI/A
14.735
723
106,53
48
1�-:: 91
1034
16.00
15.35
0.00$
29.54
CB#5
SDMH#4
41.10
0.54
27.33
N/A
0 29r'
15.032
7.23
108 68
48
131291
10.58
15.35
15.00
0.009
27.91
SDMH#4
SDMH#3
175.00
NIA
27.33
NIA
rJiA
15.032
_ 23
1''3 68
48
1-5.58
'S 01
15.00
12.00
0.017
20.02'`
SDMH#3
SDMH#2
80.00
N/A
27.33
N/A
N/A
15.032
7.23
10E 68
48
113.87
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