SW3220402_Plansheet 2L-5&6 - Grading_Drainage Plan_20220627

STR CO URE
TYPE
NCDO#T
STD
RIM
DEPTH
7-100
FES
310.03
7-101
DI-
840.14
727.00'
4.50'
7-102
DI-
840.14
733.00'
5.70'
7-103
DI-
840.14
733.00'
4.50'
7-104
DI-
840.14
737.00'
7.10'
7-105
DI-
840.14
739.00'
8.20'
7-106
DI
840.14
737.00'
4.90'
7-107
DI
840.04
737.00'
3.70'
7-200
FES
310.03
7-201
Cl-
840.02
732.31'
9.81'
7-202
Cl-
840.02
732.28'
5.48'
7-203
Cl-
840.02
735.71'
5.41'
7-204
Cl-
840.02
738.19'
6.59'
7-205
Cl-
840.02
738.20'
6.20'
7-206
Cl-
840.02
743.36'
8.06'
7-207
DI-
840.14
739.00'
3.00'
7-208
Cl-
840.02
743.48'
4.28'
7-209A
Cl-
840.02
748.21'
4.21'
7-209B
Cl-
840.02
755.32'
3.72'
7-210
Cl-
840.02
755.62'
3.62'
7-211
Cl-
840.02
737.96'
5.36'
7-212
Cl-
840.02
738.66'
5.16'
7-213
Cl-
840.02
738.64'
4.74'
7-214
Cl-
840.02
739.49'
4.89'
7-215
Cl-
840.02
740.60'
5.00'
7-216
DI-
840.14
740.50'
4.00'
7-217
DI-
840.14
743.00'
5.00'
7-218
DI-
840.14
745.00'
3.90'
7-219
DI-
840.14
747.00'
3.70'
7-220
Cl-
840.02
741.72'
4.72'
7-221
Cl-
840.02
741.72'
4.32'
7-222
Cl-
840.02
742.65'
4.65'
7-223
7-224
DCI-
840.02
743.31'
3.81'
DCI-
840.02
743.29'
3.39'
7-225A
Cl-
840.02
744.30'
4.00'
7-225B
Cl-
840.02
747.39'
4.19'
7-226
Cl-
840.02
747.39'
3.79'
7-300
HW-
838.01
7-301
Cl-
840.02
727.56'
5.38'
7-302
Cl-
840.02
728.22'
5.67'
7-303
7-304
Cl-
840.02
840.02
729.03'
6.06'
5.89'
Cl-
728.99'
7-305
Cl-
840.02
729.97'
6.57'
7-306
Cl-
840.02
729.98'
6.38'
7-307
Cl-
840.02
729.92'
3.52'
7-308
Cl-
840.02
732.36'
5.56'
7-309
DI-
840.14
733.00'
4.30'
7-310
DI-
840.14
733.00'
3.60'
7-311
Cl-
840.02
732.33'
4.13'
7-312
Cl-
840.02
735.24'
5.94'
7-313
Cl-
840.02
737.77'
7.08'
7-314
DI-
840.14
739.00'
5.20'
7-315
D 1
840.14
749.00'
4.20'
FROM INVERT INVERT TO PIPE LENGTH SLOPE REMARKS
STRUCTURE UP DOWN STRUCTURE SIZE
7-101
722.50'
722.00'
7-100
15"
28'
1.79%
RCP, O-RING
7-102
727.30'
723.40'
7-101
15"
165'
2.36%
RCP, O-RING
7-103
728.50'
727.50'
7-102
15"
156'
0.64%
RCP
7-104
729.90'
728.70'
7-103
15"
196'
0.61 %
RCP
7-105
730.80'
730.10'
7-104
15"
115'
0.61 %
RCP
7-106
732.10'
731.00'
7-105
15"
174'
0.63%
RCP
7-107
733.30'
732.30'
7-106
15"
166'
0.60%
RCP
7-201
722.50'
722.00'
7-200
30"
54'
0.93%
RCP, O-RING
7-202
726.80'
726.60'
7-201
30"
25'
0.82%
RCP
7-203
730.30'
727.00'
7-202
30"
115'
2.88%
RCP
7-204
731.60'
730.50'
7-203
30"
44'
2.49%
RCP
7-205
732.00'
731.80'
7-204
30"
25'
0.81 %
RCP
7-206
735.30'
734.50'
7-205
15"
90,
0.89%
RCP
7-207
736.00'
735.50'
7-206
15"
72'
0.69%
RCP, CLASS IV
7-208
739.20'
739.00'
7-206
15"
24'
0.84%
RCP
7-209A
744.00'
739.00'
7-206
15"
60'
8.31 %
RCP
7-209B
751.60'
744.20'
7-209A
15"
143'
5.17%
RCP
7-210
752.00'
751.80'
7-209B
15"
27'
0.75%
RCP
7-211
732.60'
732.20'
7-205
24"
45'
0.89%
RCP
7-212
733.50'
732.80'
7-211
24"
58'
1.20%
RCP
7-213
733.90'
733.70'
7-212
15"
24'
0.82%
RCP
7-214
734.60'
733.70'
7-212
24"
83'
1.08%
RCP
7-215
735.60'
734.80'
7-214
24"
15"
104'
0.77%
RCP
7-216
736.50'
735.80'
7-215
132'
0.53%
RCP
7-217
738.00'
736.70'
7-216
15"
90,
1.45%
RCP
7-218
741.10'
738.20'
7-217
15"
225'
1.29%
RCP
7-219
743.30'
741.30'
7-218
15"
80'
2.50%
RCP
7-220
737.00'
735.80'
7-215
18"
105'
1.14%
RCP
7-221
737.40'
737.20'
7-220
15"
25'
0.81 %
RCP
7-222
738.00'
737.20'
7-220
18"
93'
0.86%
RCP
7-223
7-224
739.50'
739.90'
738.20'
739.70'
7-222
7-223
18"
223'
24'
0.58%
0.82%
RCP
RCP, CLASS IV
15"
7-225A
740.30'
739.70'
7-223
7-225A
15"
75'
0.80%
RCP
7-225B
743.20'
740.50'
15"
77'
3.52%
RCP
7-226
743.60'
743.40'
7-225B
15"
25'
0.82%
RCP
n _c
STORM DRAINAGE SYSTEM NOTES:
1. REFER TO NCDOT STANDARD DETAIL 300.01, 1/2L-16 FOR METHOD OF PIPE INSTALLATION.
2. STORM DRAINAGE SLOPES SHOWN ON THIS PLAN ARE FOR CONTRACTOR REFERENCE ONLY.
3. ALL CURB INLET RIM ELEVATIONS ARE MEASURED AT LIP OF EDGE OF PAVEMENT.
4. THE CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTING THE STORM DRAINAGE TO THE
INVERTS SHOWN ON THIS PLAN.
5. ALL SLAB TYPE STRUCTURES ARE OPEN ON ALL 4 SIDES.
6. ALL GRATED DROP INLET RIM ELEVATIONS ARE MEASURED AT TOP OF GRATE, SLAB DROP
INLETS MEASURED AT THROAT OPENING.
7. ALL RCP TO BE CLASS III UNLESS OTHERWISE NOTED
8. ALL FLARED END SECTION'S SLOPE AND ORIENTATION ARE TO BE THE SAME AS THE
ATTACHED OUTLET PIPE. THE LENGTH OF ALL FLARED END SECTIONS ARE INCLUDED IN THE
OUTLET PIPE'S LENGTH.
9. JB, JUNCTION BOX SHALL BE PER NCDOT 840.34. MH, MANHOLE SHALL BE PER NCDOT 840.52.
10. ALL CURB INLETS (CI) OR DOUBLE CURB INLETS (DCI) SHALL BE PER NCDOT DETAIL 840.02 &
840.03 (CONCRETE INLET WITH CAST IRON GRATE AND HOOD), UNLESS NOTED OTHERWISE.
ALL DROP INLETS (DI) SHALL BE SLAB OR GRATE TYPE INLETS PER NCDOT DETAIL 840.04 &
840.14, UNLESS NOTED OTHERWISE.
11. ALL PROPOSED SEWER AND WATER ARE TO BE CONSTRUCTED WITHIN THE STREET ROW
EXCEPT NEAR BRIDGE WHERE THE SEWER AND WATER ARE WITHIN AN PROPOSED
EASEMENT. SEE PLAN FOR EASEMENT
NOTE:
SEE SHEET 2L-6 FOR GRADING &STORM DRAINAGE NOTES
Project Manager
HVN
Drawn By
RJ/LG
Checked By
HVN
Date
8/22/2019
Project Number
17031
Know what's below
Call before you dog.
REVISIONS:
I
1 /
COS r
O
No.
Date (M/D/Y)
By
Description
1
3-11-2020
RT
PER TOWN'S AND NCDENR'S WQ FIRST REVIEW COMMENTS
2
6-12-2020
RT
PER NCDENR DEQ's-SECOND-REVIEW COMMENTS
3
2-19-2021
RT
PER TOWN'S SECOND AND NCDENR'S WQ THIRD REVIEW COMMENTS
4
5-7-2021
RT
REVISION DOES NOT EFFECT THIS SHEET
5
2-4-2022
RT/TC
PER TOWN'S THIRD REVIEW COMMENTS
FROM
STRUCTURE
TYPE
STIR #
RIM
DEPTH
7-316
D17
840.14
751.00'
4.20'
7-317
DI-
840.14
754.00'
4.20'
7-318
DI
840.14
756.00'
4.00'
7-319
Cl-
840.02
740.54'
8.99'
7-320
Cl-
840.02
742.84'
10.82'
7-321
Cl-
840.02
747.61'
4.09'
7-322
Cl-
840.02
752.32'
4.37'
7-323
Cl-
840.02
754.05'
4.05'
7-324
Cl-
840.02
754.05'
3.65'
7-325
Cl-
840.02
742.85'
10.48'
7-326
Cl-
840.02
742.10'
9.26'
7-327
Cl-
840.02
742.10'
5.48'
7-328
Cl-
840.02
743.16'
9.65'
7-329
DI-
840.14
741.00'
3.50'
7-330
Cl-
840.02
742.34'
7.73'
7-331
Cl-
840.02
740.30'
4.93'
7-332
DCI-
840.02
739.57'
3.82'
7-333
DI-
DCI-
Cl-
DI-
840.14
840.02
840.02
740.00'
739.64'
727.56'
3.50'
7-334
7-335
3.74'
4.96'
7-336A
840.14
729.00'
4.20,
7-336B
DI-
840.14
732.00'
5.00'
7-337
DI-
840.14
734.00'
5.70'
7-338
DI-
840.14
738.00'
8.00'
7-339
DI-
840.14
739.00'
7.20'
7-340A
DI-
840.14
739.00'
5.50'
7-340B
MH
840.52
743.00'
8.60'
7-340C
DI-
840.04
739.00'
3.48'
7-400
FES
310.03
723.96'
6.62'
7-401
DCI-
840.02
726.32'
5.32'
7-402
DCI-
840.02
726.52'
4.02'
FROM
STRUCTURE
INVERT
UP
INVERT
DOWN
TO
STRUCTURE
PIPE
SIZE
LENGTH
SLOPE
7-316
746.80'
745.00'
7-315
18"
135'
1.33%
7-317
749.80'
747.00'
7-316
18"
145'
1.93%
7-318
752.00'
750.00'
7-317
18"
137'
1.46%
7-319
731.55'
730.89'
7-313
24"
110,
0.60%
7-320
732.02'
731.75'
7-319
24"
46'
0.59%
7-321
743.52'
738.00'
7-320
15"
88'
6.25%
7-322
747.95'
743.72'
7-321
15"
89'
4.74%
7-323
750.00'
748.15'
7-322
15"
89'
2.09%
7-324
750.40'
750.20'
7-323
15"
25'
0.81 %
7-325
732.37'
732.22'
7-320
24"
25'
0.61 %
7-326
732.84'
732.57'
7-325
24"
45'
0.61 %
7-327
736.62'
736.47'
7-326
15"
25'
0.61 %
7-328
733.51'
733.04'
7-326
24"
79'
0.60%
7-329
737.50'
736.80'
7-328
15"
111'
0.63%
7-330
734.61'
733.51'
7-328
24"
182'
0.60%
7-331
735.37'
734.61'
7-330
24"
128'
0.60%
7-332
735.75'
735.37'
7-331
15"
63'
0.60%
7-333
736.50'
735.95'
7-332
15"
111'
0.50%
7-334
735.90'
735.75'
7-332
15"
23'
0.65%
7-335
722.60'
722.40'
7-301
24"
24'
0.82%
7-336A
724.80'
722.80'
7-335
18"
115'
1.74%
7-336B
727.00'
725.00'
7-336A
18"
103'
1.95%
7-337
728.30'
727.20'
7-336B
15"
105'
1.04%
7-338
730.00'
728.50'
7-337
15"
157'
0.96%
7-339
731.80'
730.20'
7-338
15"
140'
1.14%
7-340A
733.50'
732.00'
7-339
15"
155'
0.97%
7-340B
734.40'
733.70'
7-340A
15"
114'
0.61 %
7-340C
735.52'
734.60'
7-340B
15"
153'
0.60%
7-401
7-402
SEE SHEET 2L-11 FOR 7-500 AND 7-501 INFORMATION
9-200
FES-
310.03
9-201
Cl-
840.02
734.93'
8.93'
9-202
Cl-
840.02
734.93'
3.93'
9-300
FES-
310.03
9-301
FES-
310.03
EXISTING CRANE CREEK -
TOTAL SURFACE WATER
AREA FOR SITE 1.5 AC
C°A R°O�
s s i o.o
* ° C-650 0
_ ao 00 _
.P R ° P°°°°
gSSCC I PAS ��
Y\ CA R0<'''i��%
��- SEALo
<°
030523o
master planning . civil engineering
d r urban design . landscape architecture
919 berryNll rd. ste 101 . charlotte, nc 28208
• • • design 704.332.1204 . wwwAlor.design
REMARKS
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP, O-RING
RCP, O-RING
RCP, O-RING
RCP
RCP
RCP
RCP
RCP
RCP
8-103B I 742.80' 1 741.50' 1 8-103A 1 18"
737.05'
SEE SHEET 2L-11 FOR 8-300 AND 8-301 INFORMATION
I
/ O /
/ '\�i
PROPOSED
1 1hAIT nC
GRADING & STORM DRAINAGE PLAN
,... , . , ..�.., � , .".......... LEGEND
PROPERTY LINE
86' 0.57% ALM - - ADJACENT PROPERTY LINE
EXISTING 2' CONTOUR
86' 0.57% ALM (700) EXISTING 10' CONTOUR
86' 0.58% ALM 700 PROPOSED CONTOUR
98' 2.54% RCP, O-RING - - PROPOSED RIGHT OF WAY
100 YR. FLOODLINE
90, 1.67% RCP (based on 2009 FEMA maps)
LPE=735.3 LOT PAD ELEVATION
58' 1.04% RCP for gravity sewer service)
177' 0.73% RCP MPE=731.2 MIN. PAD ELEVATION
(BFE + 2')
EXISTING STREAM
45' 6.38% RCP
PROPOSED LOT NUMBER
24' 0.82% RCP LIMITS OF DISTURBANCE
25' 0.82% RCP
STORM DRAINAGE EASEMENT
104' 0.60% RCP, O-RING PROPOSED SANITARY
SEWER EASEMENT
116' 0.60% RCP, O-RING PROPOSED WATER
78' 0.60% RCP, O-RING MAIN EASEMENT
78' 0.60% RCP, O-RING EXISTING WETLANDS
57' 0.60% RCP, O-RING
Ir' PROPOSED FLOW DIRECTION
82' 0.60% RCP O-RING
PROPOSED STORM DRAINAGE
120' 0.60% RCP
PROPOSED FLARED END SECTION
38' 1.17% RCP STORM DRAINAGE PIPE
PROPOSED DRAINAGE STRUCTURE
24' 0.61 % RCP
FUTURE I 12.5'
ALLOCATION
50.0 1I PATIO
5' WIDE x 20'
SIDEWALK
5.0'J T
13.0'-f
PROPOSED BUA FOR ALL LOTS
VILLAGE AT GRANITE - PHASE 2 CLIENT /OWNER:
LGI HOMES
CONTACT: JEFF WEBB
3037 GRANITE QUARRY NORTH CAROLINA LANCASTER, SOU DRIVE
� LANCASTER, SOUTH CAROLINA 29720
300
LGI / HOMES SOUTHEAST (844) 566
[e-mail]
r>Q ,
1 °�..1
BMP SDE
1 ;I
\ I
EXISTING\STORM\ ATER
BMP #2
DRYETENltiION OidD /
SAND FILTER \
N_
CO
O
N
w
Q
co
O
ti
O
CV
N
U
Q
Scale:
1"=50'
-o
Sheet Number x
x
0
O
2L-5
a

A B. EARNHARDT
1169-436 D 405 007 FFi / 730 0 - , \
\ // &STREAM
)NE RA �/ / % GE.� PTi SETBACK _
30 NJ L_ i - PROPOSED
CLASS II RIPRAP EX. WETLAND
�� \ •\ � - - - - - - / / \ \/ \�` - 1 xpp / \ \ \ - - - - - - \ \ � \ \ ST RM AT R 15 0 :•'•�
LPE 732.9' O \ ,�
E=728..' \\ \ / / ��0 \ . . . . . \ \ DRY ETENlI N OWN /
/ / /
� �\ _.�-- -----67 COS ----- \
249/ \ O \ MPE=724.-
�/ - X. �FE I LANE) - - - - / / / LPE�734.5' - oL `�' LPE=7 \ \ \ . . . . - \ \ PROPOSED GRASSED k
/ = C ti A
TO REMAIN � M15E 728.0�• - � � \ \ \ `� \ � \ _ _ _ _ � \ \ \ � \ BRIDGE ACCESS
/ , � PROPOSED
UNDISTURBED / i Doti / X / O \ CLASS II RIPRAP \ \ \
_ _ _ _ - -
\ LPE- -
\\\ �� / �48 / O \ \ 168 \ �� o° MPE
- - - - - --- - - / \LPE=7 . ' -' � \
1�06 Ir?O \ \ / v v v \ V PROPOSED GRASSED\ / 12 \ BRIDGE ACCESS
LPE=7 4.8'
��
\ / LPE=735.2' LPE=735
PE=728.0' 1,ti m X
170 0 165 736 A\\A
\ / p A \ \ _ PROPOSED BRIDGE BY OTHERS.
o \ \ LPE=7 7.4' \
...
� �.
co E=736.� I o, . AMPE=72 9
CC�S � ( OO� / LPE�737.9' \LPE=73§�2'i \ '�"' ° \ � so `5 ;- j SEE PLANS BY KCI.:•;•.•�• •�•; •, � ` ' ' \ ' /
�Q' \/ / / 1� / / SOB � noo' �� ��p0 oS+ \ �O �i�i A � o � � A � ..•. \� � � \ � � l
\ �� 73a
`�
I � - / i � I PE=737.5' � \ ARPE-726.0' � .-..... . � ....... / \
MPE�728.0' 1 0' SDE (PUBLI a - 171
1.000'
r
`LPE=747.
244//
LP38.8'
� � 190 �' � � / � \ \ \ / \ MPI 726�0' \ \ \\ • I \ \ \ � II
MP/E=728. / " 1�ti \ � � � � \
17 I
43 v / / / \ �� A LPE=75o. / ao O / \ 127 ' �' - PROPOSED GRASSED
... P
BRIDGE ACCESS
\ / /LPE=7 .4' 1 / / \ �> \ E
�28.9' ;�. / �/ / �tk O Ig1 5 �\\ V A \ 2 V A I�fPE=72 .. \ \ I O 1 �• \
_ - . . .
(/ V � � / / / � � � / / / � / � �' LPE-739. / � 1 i \ \ \ X \ - \ \ N \ \ \
/ + 1 APE=74�.3' \ 7 / / \ cP \ \ \
L E�`/39.8' / ,.• /o \ �yo LPE=752.9' I I I . y L 747.1� - -
N E FOLLOWS
/ P =728.9' / E-741.1' - I I I _ `\ s -
\\ 1 /
CRANE CREEK / ---_ I / "40_,189
LP
/ 2 s _-
/740.2� l E (PRIVATE !� �` ^ 1$8 - / m \ \ \ 'x n \ ` \ . \ \ \
=728. ' 33/ p / I 3� PROPOSED / / \ \ \ ' �� \ \ \ \ \ \ . . . . . . . 1 �\
\,
\ �1� \ �i I \ 755.3' I DITCH B �s. \ \ V LPE742.8' ��
PROPOSED
i \ �\ \ I �c� - - N _ 159 �50� o /` ,p \ L = 1' \ \ / \ CLASS II RIPRAP
LPE- 2 � \ M � 7 \ � \ \ \ � �� \ / V
v v A Cl) I A I / / - - I - / / PE=752.6' / 50. A V� C / 131 A -
LPE=742.8' �� .V. / I A \\
EXISTING \ \I / I \ I I I \ I I I ��< N `
/ \ \ I � 1 � � o � � � \ MPE=728\.9'
- � � / \ � \ � 9 \ � � -\ - --TE�PbR R � CHM
/
UNNAMED TRIBUTARY \ I\ \\ \�\ \ 0 I \ , \ I I I N \ \ / �`� N I \
N ,� � 17 � / c� �\ \ y / \ V � V / A � � TOP OF REBAR
TOTAL SURFACE WATER \ \ / \ o \ \ ^ 1\ 0 15 - - - I I / �s / \ O \
/ li 2 0 I - - N=678,447.5543' \ \
AREA FOR SITE 0.4 AC \ A A �V A A LI E=75s / 158 \ \ \ \ 13
LPE=744.6' 743 I / 144 \ _ y�oQ - E1,562,904.6635' \ \ \
��� A � � LPE 7�2.T
E=72\9.2' \ o \ - ELEV743.98
34 � \ _- 1 / 6 / � 7 329 � \ \
/ \ I 1�47 - / \ \ o -\ NAVD 88 - 003 \ 0
PROPOSED � / � �) A \ \ \ V / A � I � I � - PROPOSED / � � I I / :/, \=744.8' \ \ \ \ a2 \
CLASS II RIPRAP \ / �s \ \ -\ \ fi \ \ DITCH B /=759.1' \ I I I • �� LPE=75 .4' \ \ \ \ \ 0 / \ w - - - - \ \ \
117 1 V
v\ 289 I V I 196 - - - 1 LP
O`"`��V� \\
Al
cJ�G °geoo 0 /
- - P� \•\
/ � °oe°°° Z� \ � I I \ � o / I - - PE 61.4' � M � / 1 � � � •\
2�8 I I i 1 N 197 - \ \ 1 - - - \ / \ \ \ \ \\LPE=�4 .1' \� \` - - - - - - A \
MPE=729.4'\
i LPE�745.2 5 00 � � ,-
� I PROPOSED s \
E�74
_
I I a MPE�729.6 A � 1 I I I
LP-756.5'-
� � \ I I I I � � \ \ � -\ I, � o I � � � IN i � �/ / � - � \ 1 � �/ ' � LPE=757 � \ \ 13 \ \•A \
PROPO - -► \ \ � L E=744. ' �� o � \ \ ` - - - - -
�� DITCH B JI \ 1- 2 7 i 1 I 19i3 ( I \ o I \ �� - - \ \ \
-
PROPOSED
742.5' _ 'i i I LPE 747 2 -- 7 / \ ' \
'I 1 � � � CLASS II RIPRAP � \.
1
1\ \ \ V 1 �- j o „ I `��- \ \ \ 55 / 150 \ \ �\ 0 ' \ I \ . . . . - . - \
�1'1
\ILPE=759. \ '^1 . . . . . 73
\ � � -\ 1. 1 $361 I I I o II 1�g \� 8=7s11.2 � \ 8 \ 17 / � �� \ - - - - -
°°
I I I \ \ I I \ 9 I \ \ I I \ ' PROPOSED
, A , / � 1 V ro ao � 3+-p0 I LPE=74�6.6 �\ 1 _ � \ � -
/ _ �3a 8 , ♦ M E=7I13. �/ _�. LPE= 8.5' I O i� \ 15LF WEIR
o / / 743. �ti LP=74 .6' \ \ �- ch I r Q 8 0.8 I I , CO / O / \ LPE= 42.4'�
139� WITH - - - Zo
r a
/ \ I C \ ��` � � 7 6 3.3 I \ \ 756./ 8. ' \ \ \ ♦ NORTH
43?LPE
I I \ I \ \ I I - AMERICAN
i LPE=760.3' � PRv `�, MPE 72 .
N �� I I I A 75s 1 zo's°E �� - _ GREEN - - -
/ -� ` H
I I I 200 \ I 1 I I / / -' =- \ \ 1 o I - _ -
m PROPOSED I I - I I \ L - 5' LP 1' 0 ��-� - SC250 - - - - -
5° \ \ \ 0 1 ID I LPE=7461' I \PR\ pcEl I / / \ \� ' MATTING
/ \ o O I 15LF WEIR I =74 . ' 1 I I \ I \ / / \ LPE=761.2' \ \ \ LPE=739.5' M
V A / / �p L�E=744' A WITH -r �� I N / �' \ '\\ /o I I 1 MPE=736.2' r . . . . . . . . .
0 \ I \
NORTH I I I \ 152 \ 1 E=741 cA I j \ \ \ 137 \
2. �
2. AMERICAN 07 1 -
o ti .
�- \ / 2.0 \ GREEN
1 \ 1 I N \ _ _ / 22 ' SSE .PRIVY
U*3 �
_ \ \ 222 I �i \V A I / M A V O PE-746.5� O`� O� 10- 003 - O ® 740 00°
X \ / MATTING r v E-�42.9'' 20 O o \ \ EX. PROPERTY LINE. 0-102 1 " -
E\ 228 I /, A �, PROPOSED 1 O \ v � V A
LF�E=744.9' 1 / PROPOSED DITCH B
z V A I L \ OVERLAND
/� 2 3 j� v l rn� LEGEND V vv A \ I v V 11 \
\ \ 2 00 I o�A \ RELIEF PATH I ' 1 \ AA
PROPERTY LINE \ \ I I 1
owCO ADJACENT PROPERTY LINE \ I I \
\ - 297Aq \ 1 \ \ \ \ 203 I
s -�48 1 \ - - - - - - - EXISTING 2' CONTOUR
7
PE=745. \ \ \ \ �I \ \ \ y \ LP 753.T Ccr�
23� \�� $04 0 �7GG)--- EXISTING 10' CONTOUR
PROPOSED CONTOUR
DRO H SED V \� / %PE=743. ' \ ) ss° \ 8 \ - - PROPOSED RIGHT OF WAY
- i
\ \\
�� 100 YR. FLOODLINE
ARDT (based on 2009 FEMA maps)
. LOT PAD ELEVATION
217 00
2V 219 220 �� � 1" I � >> 1 6 �0�\ V O \ � ' � for gravity sewer service)
/ LPE=764.9� \ A , A 23(� I 31 I 74a v \ \ o MPE=731.2 MIN. PAD ELEVATION
/ \ L�E=760.� LPLs=757.2' BFE + 2
LPE=752.6' 1 v � I I \ J 2 \� '
m o LPE=746.2' LI E= 43.1f \ ( )
STR CTUFROM
TYPE
STDDO#T RIM
DEPTH
10-100
FES
310.03
10-101
MH
840.52
745.00'
7.50'
10-102
DI-
840.14
756.12'
6.12'
10-103
DI
840.14
759.00'
3.50'
FROM
INVERT
INVERT
TO
PIPE
LENGTH
SLOPE
REMARKS
STRUCTURE
UP
DOWN
STRUCTURE
SIZE
RCP
10-101
737.50'
731.50'
10-100
15"
187'
3.20%
10-102
750.00'
740.00'
10-101
15"
133'
7.54%
RCP
10-103
755.50'
752.50'
10-102
15"
343'
0.88%
RCP
\ 8 I V I \ I -- _o \ V A\1 I \ 1 9 1 �.� �I .=.... V A / 2�\ EXISTING STREAM
\ \ \ Jall \ 0 $ \ r>s �0 \ \ \ 69 PROPOSED LOT NUMBER GRADING CX STORM DRAINAGE NOTES: 14. NO SOIL DISTURBANCE OR COMPACTION, CONSTRUCTION MATERIALS, TRAFFIC,
2
TRENCHING, OR OTHER LAND DISTURBING ACTIVITY SHALL BE PERMITTED
I
LIMITS OF DISTURBANCE 1. SEE SHEET 2L-2 FOR SURVEY DATA INFORMATION. BEYOND LIMITS OF GRADING WITHOUT PRIOR APPROVAL FROM THE ADJACENT
\ •O 2. REFER T THE SITE PLAN FOR RELATED NOTES. OW
NER.
1 O S O O S
O Jg83 7q�70, /X\/ \ 207 \ \ 20' SDE STORM DRAINAGE EASEMENT 3. ALL SPOT ELEVATIONS REFLECT FINISHED GRADES. 15. ALL CUT AND FILL SLOPES ARE TO BE 2:1 MAXIMUM GRADE, UNLESS OTHERWISE
/ h
- - o \ - \ \ 8- 104 J o Q \ �4p \ \ ^ \ \ NOTED ON PLANS OR DETAILS. SEDIMENT BASIN EMBANKMENTS MAY BE SET AT
eo N o cb co - -� _ -� �� tps p \ p Q P \ \ 4. ALL ELEVATIONS ARE IN REFERENCE TO THE BENCHMARK, AND THIS MUST BE 2:1 SLOPE. MAINTAIN MINIMUM 2% SLOPE ON ALL DITCH CENTERLINES, UNLESS
/ _ \ `� � � 2Q6 PROPOSED SANITARY SEWER EASEMENT VERIFIED BY THE GENERAL CONTRACTOR PRIOR TO GROUND BREAKING.
a NOTED OTHERWISE. MINIMUM 2% SLOPE ON ALL SHEET FLOW, UNLESS NOTED
n v 8-210 , \ 8-209 7 81 _ _ 5. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO OWNER ANY DISCREPANCIES OTHERWISE. KEEP A MINIMUM OF 0.5% SLOPE ON ALL CURBS, UNLESS NOTED
FOR CULVERT P A PROPOSED WATER MAIN EASEMENT FOUND BETWEEN ACTUAL OTHERWISE.
' SEE
9.3FIELD CONDITIONS AND CONSTRUCTION DOCUMENTS AND SHALL WAIT FOR SHEET 2L-2 � \ 16. THE DENUDED AREA LIMIT SHOWN ON THIS PLAN IS THE MAXIMUM AREA TO BE
fin, \ _ _ _ _ _ INSTRUCTION PRIOR TO PROCEEDING.
\ \ \ \ \ EXISTING WETLANDS CLEARED.
CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES IN THE FIELD
17. ALL PROPOSED GRADES SHOWN ARE FINISHED GRADES.
2.0 I 2 I _ _ /` s \ BEFORE BEGINNING CONSTRUCTION. 0 2. \ \ �' � 18. ALL FILLED BUILDING LOTS MUST BE PLACED IN MAXIMUM 1 FOOT LIFTS TO A
\ \ 2' \ 2•0 \ 2.O 2 6. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY TO TRANSITION BACK MINIMUM 95% COMPACTION. NC STATE BUILDING CODE STANDARDS FOR 2,000 PSF ,
2.0 I ;\ ,1 0 1 I `��' / - \ �- f PROPOSED FLOW DIRECTION TO EXISTING GRADE.
9 MINIMUM COMPACTION IS REQUIRED IN BUILDING AREA.
LL-;-\-;-
I I I \ -... 7. LIMITS OF CLEARING SHOWN ON GRADING PLAN ARE BASED UPON THE 19. THE PURPOSE OF THE STORM DRAINAGE EASEMENT (SIDE) IS TO PROVIDE STORM ,
\ 1 \ \ \ \ \ I M m \ - � PR POSEQ \ I - - APPROXIMATE CUT AND FILL SLOPE LIMITS, OR OTHER GRADING REQUIREMENTS. WATER CONVEYANCE AND ANY STRUCTURES AND/OR OBSTRUCTION TO PREVENT
/ I 215 I I i \ ^ \c \\ 1 0l I I I PROPOSED STORM DRAINAGE 8. THE PROPOSED CONTOURS SHOWN IN STREETS AND SIDEWALKS ARE FINISHED STORM WATER FLOW IS PROHIBITED.
216 21\4 213 212 I I I ( \ :� . \ \ \ �• j �� �0 ITCH B \ I I I I -�\ ELEVATIONS INCLUDING ASPHALT. REFER TO PAVEMENT CROSS SECTION DATA TO
J 211 2� 0 \ 209 �: I\ \\ -� I PROPOSED FLARED END SECTION 20. THE CONTRACTOR SHALL PREVENT THE MIGRATION OF SEDIMENT FROM THE SITE
ESTABLISH CORRECT SUBBASE OR AGGREGATE BASE COURSE ELEVATIONS TO BE
AT ALL TIMES.
1I p = g P = 6 .:LL.\ \ COMPLETED UNDER THIS CONTRACT. Know what's below.
4 -7 '.`... ...'.`.• O � � � � �O I I PROPOSED DRAINAGE STRUCTURE 21. PERMANENT DITCHES AND STORM DRAINAGE PIPES SHALL BE MAINTAINED BY THE z
r / S I 9. CONTRACTOR SHALL INSURE POSITIVE DRAINAGE SO THAT RUNOFF WILL DRAIN TOWN OF GRANITE QUARRY IN THE PUBLIC STORM DRAINAGE EASEMENTS AND
® _ i NN,_ 1 ; ;,;`:,LL �LL `LLLL``; w / \ I I BY GRAVITY FLOW ACROSS NEW PAVEMENT AREAS TO NEW OR EXISTING SHALL BE MAINTAINED BY THE HOME OWNERS ASSOCIATION IN THE PRIVATE Call bdore you dig.
8-212 I I / Q - I \ DRAINAGE INLETS OR SHEET OVERLAND. STORM DRAINAGE EASEMENTS. SEE PLAN SHEETS 2L-5 & 2L-6 FOR DESIGNATION
8-21 1 I EX. W TLA� / / _ I \ 10. PROVIDE MINIMUM 2 FEET COVER PLUS THICKNESS OF PIPE OVER STORM OF STORM DRAINAGE EASEMENTS.
/ o I I \ TOR ` IN DRAINAGE PIPE IN PAVED AREAS AND 18 INCHES COVER IN GRASSED AREAS. 22. FINISHED GRADES IN THE STORM DRAINAGE EASEMENTS SHALL NOT EXCEED A
C / I W \ I I \UND URBIE / / / / / _ \ ` 11. PIPE INVERT ELEVATIONS HAVE PRECEDENCE OVER SLOPES. HOWEVER, SLOPES 15% LONGITUDINAL SLOPE OR A 5% CROSS SLOPE TO PROVIDE VIABLE ACCESS O 50 100 .ZOO
\ PRO O I n 1\ I I _ / / _ _ - - SHALL NOT BE DECREASED FROM THOSE SHOWN ON PLAN WITHOUT PRIOR FOR VEHICULAR MAINTENANCE.
EX. PROPERTY LINE \ \ U, APPROVAL FROM DPR ASSOCIATES. 23. ALL FILL PLACED IN WETLANDS SHALL BE SUPERVISED BY A GEOTECHNICAL
DITCH B 12. ALL STORM DRAINAGE PIPE TO BE CLASS 3 REINFORCED CONCRETE UNLESS ENGINEER. SOIL UNDERCUT AND REPLACEMENT (INCLUDING USE OF
OTHERWISE NOTED. PIPE LENGTHS INDICATED ON PLAN ARE APPROXIMATE ONLY. STABALIZATION MATERIALS) MAY BE REQUIRED.
13. FES INVERTS ARE TO BE SET AT OR SLIGHTLY BELOW EXISTING GRADE. VERIFY
ELEVATIONS IN FIELD PRIOR TO LAYING PIPE.
Project Manager
HVN
Drawn By
RJ/LG
Checked By
HVN
Date
8/22/2019
Project Number
17031
REVISIONS:
No.
Date (M/D/Y)
By
Description
1
3-11-2020
RT
PER TOWN'S AND NCDENR'S WQ FIRST REVIEW COMMENTS
2
6-12-2020
RT
REVISION DOES NOT EFFECT THIS SHEET
3
2-19-2021
RT
PER TOWN'S SECOND AND NCDENR'S WQ THIRD REVIEW COMMENTS
4
5-7-2021
RT
REVISION DOES NOT EFFECT THIS SHEET
5
2-4-2022
RT/TC
PER TOWN'S THIRD REVIEW COMMENTS
C°AR°o</''''�
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030523
NGU 2
master planning . civil engineering
urban design . landscape architecture
919 berryhill rd. ste 101 . charlotte, nc 28208
design 704.332.1204 . www.d pr.desig n
GRADING &STORM DRAINAGE PLAN
VILLAGE AT GRANITE - PHASE 2 CLIENT /OWNER:
LGI HOMES
CONTACT: JEFF WEBB
3037 GRANITE QUARRY NORTH CAROLINA LANCASTER, SOU DRIVE
� LANCASTER, SOUTH CAROLINA 29720
-4300
LGI / HOMES SOUTHEAST jeff. 566 [e-mail]
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Scale:
1"=50'
0
Sheet Number x
x
0
0
2L-6
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