SW8080622_APPROVED PLANS_20120126

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0g0�922
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2o�z 01 2�9
YYYYMMDD

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1 I 1
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3 I 1
SITE I
OL E. j1fiO; i i RUNOFF COEFFICIENTS
DRAINAGE AREA-1 = 89
�f4 �o�PyOo 1 y�'..9 i DRAINAGE AREA-2 = 90
I II DRAINAGE AREA-3 = 90
SCS PEAK DISCHARGE METHOD WAS UTILIZED FOR
VICINITY MAP I HYDROCADD POND MODELING. SEE CALCULATIONS FOR
I
NO SCALE i DETAILED ANALYSIS.
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n - �-��------------------- - �'-�_-----; �_, NORTH CARC; E
---- -- I - - t-� --------------- ------------------ � G ------ -------__ \ I
- /-""-- oRGETowN RD. -__ MANAGEMEN
j ! MY R/M► DIVISION OF A
1 I
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APPROVED
NORTH CAROLINA ENVIRONMENTAL
iMANAGEMENT COMMISSION
I DIVISION OF WATER QUALITY
� I RECEIVED SY:
I I SEP 1 8 2008
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07128
DES.
JPN
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DRIAM.
PAS/DMB
DALE 1
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CZ4,JL144
' SCALE: 1" = 100'
0 100 200 300 D A
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LOT 1 \�4 IN'- = '
-4I
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IC (T N
TO �-
TOP GRATE 4876 I I
INV =45.70
TEMPORARY GRAVELED 2y
CONSTRUCTION ENMANCE cI
7 7
TOP GRATE=48.76 /
165.00' _ - - 18,- .24
0.0 -
' ' CI
I l N 54h_ 2'40" E= "y � 0
II - - ---- --165.00 ♦ Z
r/ 49.26 -•I
K9 49.26 I
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g9TOP 1NY=45.76 4s.7s LOT 2 I o l C
I �o I 49.56 0l }119
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9.0
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I I (J�T`$9 4 8" R
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- - - 215,00' Cil
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ti��CRATE=4 .06 c 1 c
I iiT II ?INV=43.54�n 1
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II INV =43.76 \
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+ 15.00'
I 49.76
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II III I 113 tSo kOT 5 49.21 A
III I } TOP GRATE = 48.76 I
1 i �I�So INV =45.73 40•7
' 1 T�7 S> I g 1 -Cifi I I I I 9.7 TOP GRATE=48.71 I. I
N 54'12'40" E _
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r30 TOP GRATE=48.71 ,--
I 22 114 -- 8qT=4-3.21 \
I I i I TOP GRATE = 48.76 \
I INV = 45.76
49.26 CB12--
I 4x4 CATCH BASIN
1 •7 TOP GRATE=50.00
I I ( 11 I LOT 6 } INV =44.50
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CONDouliv MU -STORY (12 UNIT /vO A� 07
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24" FES
7- w/10'x20k1'
TOP GR�I`E=49.151 9? ENERGY DISSIPATER
T
THIS TW_ wINV.=44.75
1. 0 zz
49.6 % T2`>HE QLFCQ�INV43.9 0.5 F_
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o/ GRASS 24' FES
-- `- �` / / g� - ,,-� f wn0'x20'xl' U U
_ -1 _ �1�Z`/ / `33 I ENERGY DISSIPATER(-
51.25 - - Z ` \ OUTLET STRUCTURE!=T _ _ INV. = 44.75
v 1 t` I Q Q
1 9.7 I T - (SEE DETAIL) �-
r 51.25 / 51.25 1, _ RIP RAP LINED
9.7 B1 }g> ( \Ir- _ _-- �//� ��� EMERGENCY iALLWAY ������� 1'
1 -J TOPGRATE=4I88_ r r --, %� ice- �� `gRASS-�c9g6'_ _
1 �o SkV=45.50 51.50 / I r-�k ---% / / i - ♦\ _ L' 1 ' \`� SWtLLE
I 0.10 I o
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s= __ I I r 1 I ( +g RIP RAP LIN 1
l 1� ' i `�\ 6/>6 % �\ \EM-�ERGENCY g80
0.0 49.50 1 a / 9 i (( f ' // / I ' �� ��� \/ - �\LWAY 7 * -
9.0 i ir r 1 / , l F 3 / l i tg> I I �♦ jl / OUTLET STRUCTURE / / ` \ \\ \ g8
Ii 50.65 I r 49.50 r r f 1 f FE 53. Sp ' 1 / l �\ r (SEE DETAIL)
I 1 rl ONCRETE r y 7 20.µy�_.,����--1 1 / I i I �3:. }g6 ,'/ b 2 r�r I • \ \ \ \ `.
1 0.1 r FLUME* /�T, E"`�+Cff / I . I ♦ >g ram/ / / 1 \ \ \ .\ ♦ a�
16
IOFGRATE=49.06 ' L.
(( \ \
� ��tii \ � � / I �`. �___ ' / _ �, \ } \ `♦
LA
♦ \ PY'
= 49 0 n �` 6 \� ` "Qg \\ \ AREA
51.2
TOP OF BANK 5 rr f` g l c /------' l
01 10 1 r STATE STORAGE POOL A6.75 I r\ 4 \ \
TOP VEGETATED SHELF =45.50
--49-- NORMAL POOL = 45.00 *�
B2 / / BOTTOM VEGETATED SHE = 44.5 %�� ' I TOP OF BANK = 48.0 \ \ \ t g
51.25 TOP GRATE 48.16 \ -� 11 ' �/ \ \ g • 8g ( I SEDIMENT STORAGE = 33.0A> I I If
'STATE STORAGE POOL = 46.50 `.
50.00 I INV = 43.50 r r 1 j 1 ,' TOP VEGETATED SHELF = 45.50
' 9.6 r r ��F!(1 ` POND BOTTOM=30.0 yy J \`
9.5 1 50.1099 / i �4 - / / \ +g>2 I I \ BOTTOM VEGETATED HELLF=44.50 / / ` `'' \ `` -------
a j i 49.1 ONCRETE r6rr �� FFE�53 �0�1 ' '' \\\`\�\\\. \ 3 I i +g SEDIMENTPONDSTORAGE
O BOTTOM
-
1 0. r 1g 51.50 'A� r I I , 1 �,
FLUMI 1 11, 1 ( I POND #1 \ �\ 1 I 7 // RIP RAP r
' I 0 0 1 1 SEDIMENT STORAGE = 39.00 NORMAL POOL = 45.00 I I
1 \ 1.00 ,� RIP RAP \; �\
` FOREBAY BOTTOM = 37.00 I I SEDIMENT STORAGE = 40.00 y A g y g _
I j 0.50
1I 1 P \J ♦♦ i,�1�j \ \\ - - - NORMAL POOL=45.00 ; , I IFOREBAY BOTTOM = 3�8.0�0� I �0'NE �8� II Q�ISFFE=5350.25 +rOP9.7 TGRATE=4�5 .50 ICII a INV=42.77 ♦\ / ♦\ \ FFEc f 1' '' �r'� 1 ( ' / /
NV=42.85 ♦ i� ♦ \\ l gy��Jll _S3
1 50.25 49.1 ♦ �/ N\ \\ \ // r g 5� 2S - . \ \ \ I i ; / / 52.2 1 \ \ 24' FLARED /
9.7 \\ ♦�'�♦♦\ ' / / �� S \\ D. / , l �� 7 7 �!jqF� i } 11 \ END SECTION
NV=42 5 ♦ ♦ ♦ _J� Zr--
�2aRCP ONCRETE �� / F �♦ \ / / r OS 1 \ INV=44.00 /
R , FLUME 51.25 ♦ ♦ \ / I 7.5 I IIII \ D. /
TOP GRATE=49.26\ 9 ` ` ♦` �g9 SO
8 O 0.7 ♦ 8 ♦ / 1 r/ \ 1 1 1 1 1� 1 8 A, \� \ / g�
9.76 ♦ 0.2 p�9 ♦♦♦`\ S / `♦ �,_. / / y r / IIII 11 S 50 �._ 93
0 A� gg \ O t�♦� / / / \ \ 53i _ _ \ /
9.2 I `� 50.75 g y l \� L r r \ 1 1� fF
`♦ 50.61 ` \ S o 9 i ♦�`\ l \ \ _�� �36'FLAREI 11�9
__ 6 END SECTION ��� 1 \�
1 0.0 ♦♦ 50.11 `♦ ♦ 6' �/ / �♦ V-42.35 \`` Irk 111 t^ ,49 r___
> ♦ ♦ ♦ \ ♦J ♦ O F--- r FFE53.50� - -r ----- 1 c- 1 I---T---''LL_ / �\
/ ♦ ,�% h I F--- ---- 1 SDMH#
z 110 ♦ B4 ♦ ♦ y1' O } r / O O - - 1 , FFEF53. 501 TOP = �J
♦♦ \O
TOP GR49.26 TOP = 49TOP GRATE=42.67 ♦ ` 1� \ I o I g{9r7 SD 11 1 q.50
I INV = 42.96 0.7 ♦ INV = 42.67 ♦ 1 / / 0 SO \ 1 1 1 I 9 I INV. = 44.1 \ 3\
51.25 ♦ �' ♦ ONCR `♦ ♦ I� I ' r ` 1 I .40 ♦ / .
♦ b r T0P RATE'toO + 9 \ r�
1 / ♦ UME 50.86 ♦ I / ' CONCR 1 1 50.70 gg 1
♦♦ +Sp ♦ ♦♦ �1sLL �.l I j FLUME `j 1\INV= 6.25 \ 1 0.2 SO i_L :1L_r_� ♦♦ y / '' % .
0 CRETB _ JT ,✓
18 RCP 49.76 \ tg9 ♦ 8 ♦♦ ♦ -' Z--r� �0.3 r SO 0 D.LP. / 1 FLU Ey- -- -- -- - - - - - - - --_ ��__ _ g �- ♦♦♦ ~ ' //
iv 43.19 g 9.2 ` 39 50. 6 9� Oh *------ - - - - - -
//-9.5 �� \ �l , ----- ----- v ''6
------------ 51.50
y♦ 0.3 s� ♦ 00. i - --------TT----
�♦ / o ♦ ONCRTE I 51.35 I 51.50 -- I ------
\ O ♦ ♦ \ V I _ I ---- I \ % \ - 9.5 141 1.00 C67 I I - ♦ 1.00
4 ♦ 6 `FLUME 0.8 ( 1 51.25✓�� ( / I
p , NV = 42.56 0 7 \ CN 0.00 TOP GRATE�9.25 TOP GRATE=49.25 50.80 ` 143
Q INV=46.23 ( /
\ / NV 138 INV 1.00 INV-42.5 9.6 } Q- OP GRATE=49.25 O,3 CW`� TOP GRATE
♦ \ , 18'R TOP GRATE 49.05 SO CI3 V = 46.25 / g• 4 0.3 TOP GRATE=50.00 INV = 45.71-
DMHt ♦ 51.50 - �' 50.15 INV=45.45 Sty 20' 92 SDMH
pQ ♦ \ 9.2 TOP GRATE 49.25y (-� 50. P GRATE 48.85 9 4 `� I I 49.90--50.80 ^) TOP _ 50.5 = 45.69
W TOP = 50.00 ♦ I INV = 45.60 0.0
0 ♦ _ 15"RCP I I 9. 1 -_____ ♦ .� \ I g INV=44.37 � � I
INV=43.02 ♦ _ I --- ---____--------__ --- 49.90 I RC 9 12 RCP _ 50.50 4"RG
CONCRETI,- 50.5
� 2gRcA\ 510.35 ♦`♦ ./'C- 0.5 �♦1 I 0.5
51.05 I 5t.05 49.80 FLUME +gam 49.86- 122,5. 4' 0.0
\r- -- ----- PATE, - --- -
4�84 9.3 18'>3 9.3 ' / 18" RCP
/98 115 \ - -50- _ TOWN MFN ER ROAD /50'a' 0 8 / 50' PRIVATE EASEMENT U '
l i TOP GRATE=48.96 '
jell' \ m INV=43.12 \ / , %49 0.4 / m w�`PUBLIC ACCESS
i 39 Asi !Sl Al !Sl !Sl isi dSl Ass
I I it \ ------ - �---- -- --- -- _-- _
li l I+Sog / / \ C 8'RCP /' �- 75.00' 100.00' gg_gp \ 100.00' / 15100.00' "`00.00' 100.00' g,3 100.00' t
I 9 5- -
I I I I I S 54'12'40" W _ - /,' TOP GRATE-48. I / TOP GRATE = 49.36 49.86 2
5 -I
92.94_ >��,' INV 1 1 1 121 / 1 g' /I''1 INV =44.61 I I 124- � 1
I 4INV O 4 .06 1 I I , I 122 I I TOP GRATE - 49.
1 I P GRATE =49.80 INV = 44.37
I 8.5 \ I I •5 IN443.86 TOP GRATE=49.36
I I co 11 +S I 8\ I I OP GRATE 48.56 I I I I ( I I I I ''/ I I I INV = 44.63 I I 1 +g8781 I ( OP
125
I a 1 \ I 116
08 ( I 1 t I , I I ,, I NVP GRATE5.E9. 1
1 I IIP \ 2 1 1 t \ INV=43.18 I I g9 I / I I I I
s°�\IwV=45.26 IFtigg N�w� AI INI I �' ,i�'I I�'1 -�NI Imo' 1Ir ls�t 491 I i 10 O I I LOT 7 1 I N 1 LOT 8 ( m I ) I W LOT 9 01 LOT 10 o l LOT 11- 01 LOT 12 01 LOT L3-'' 01 LOT 141 0 l LOT 15 o l
I�'� I I° II:E I1 I)I I)I - III `J.II III
To� We INV E==44`5I. II II I 49.06
gg5 49I
II I\`g�-1 1 L
_SU>9 1 /�-R9 49.06 &�' 118 I I I I gR . I i } I \`-'------
>
6 0- I g , 5 -49' 4 TOP GRATE = 48.56 _ _ _ i 100.00 �g� _ _ g�>9 +g8
___--I�JV=45.48 - - 8---- t - _ _ 100.00'_-- �_ �J00.00' _
tS + 159.15' 100.E -=---- - --- _lob _--�D000-fir - _--9990'-----s�� -- -- _ 3g
_____ __ ___ _ __ _ ___ __ _
I -'^--. -
-
-------- I �S}SO Sp IaS-`��jO���_+49 `�=g9 ---8s--+g7-----.t-¢8�T----+g848--------+4Q�-----i-g ------58------>S-47--48 ---pg>.'$--+'�2 -- - -A.gsj"p--- --- ----c
--�'f - - - - - - - - - - - - - - - - - - - - - - y7 - - - - - - -
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NOTE:
1. CURB & GUTTER NOT SHOWN FOR CLARITY.
SEE TYPICAL STREET SECTION AND CURB &
GUTTER DETAILS.
2. ALL PROPERTY CONTAINED ON THE 22.56 AC
WILL REMAIN COMMON PROPERTY HELD IN
PERPETUITY BY A DEDICATED HOMEOWNERS
ASSOCIATION. THIS AREA SHALL CONTAIN ALL
STORMWATER PONDS & PUBLIC ACCESS
EASEMENTS.
3. THE 21 COMMERCIAL LOTS THAT HAVE
DEDICATED IMPERVIOUS ALLOTMENTS WILL BE
REQUIRED TO CONTRIBUTE MAINTENANCE FEES
FOR STORMWATER POND MAINTENANCE.
4. THE LAND MANAGEMENT GROUP & JENNIFER
FRYE OF THE ARMY CORPS OF ENGINEERS HAVE
DETERMINED THAT NO WETLANDS EXIST ON THIS
PROPERTY.
5. THE TEMPORARY SEDIMENT BASINS ARE
CONTAINED WITHIN THE PROPOSED STORMWATER
POND AREAS. PRIOR TO CONSTRUCTION
COMPLETION ALL PONDS SHALL BE RESTORED TO
ORIGINAL DESIGN CONDITIONS.
6. ALL STORMWATER BMP'S HAVE BEEN DESIGNED
IN ACCORDANCE WITH BOTH NCDENR & THE
TOWN OF CALABASH REGULATIONS. ALL BMP'S
SHALL BE OPERATED & MAINTAINED IN
ACCORDANCE WITH THE EXECUTED OPERATION &
MAINTENANCE AGREEMENTS.
7. ALL RUNOFF FROM ROOF AREAS WILL BE
DIVERTED TO THE STORM DRAINAGE SYSTEM
UTILIZING SHEET FLOW & POSITIVE DRAINAGE TO
ALL PARKING AREAS.
I LEGEND I
-a: * TSF * * TSF
------48--
X 48.34
49.86
9.36
PROPERTY LINE
RIGHT -OF WAY
TEMPORARY SILT FENCE
GRASS SWALE
PROPOSED RCP STORMDRAIN
EXISTING CONTOUR
EXISTING SPOT ELEVATION
TOP OF CURB / SIDEWALK
FINISH GRADE
SCALE: 1" = 50'
0 50 100 150
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DES. JPN
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DATE 10X2 AO7
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24"FES = = DE"`tOPMEMT%gRfg7i"ACWjOl14 p0 BE
w/10x20x1 U U ?1
ENERGY DISSIPATER
INV. =44.75 Q Q
\ 8, RIP RAP LIN
,EMERGENCY R8
- . SPILLWAY 0/�� gMEN11y qR
+R82 r T - POOL EA/
\ \\ ��� `� � `Ts,•� ��- _, `----, Firs .
\\ \\ \\\ \` �� O R8S2__# -Ty46 �OrSf`��eb l9
\ \ \ \ m 52.75PLoky
--
B,QR \ \ ii i 6 52.6 AREA Ir---_-----g21t-g9IV
\\ \\\omp �\ I
---gPOOL
'&> -- I I� / I I NCO �`9 L ,$r +R> F2 \
r-- _ \
I ?t N 3 7
q +R O \ �� /� GRASod
S
----- -J I i ------------- \.\\ /,' SWALEI _ _ I f \
LI (^-1 - --------1 < 1 O
RIP RAP I I kg rr+ I m
r t
+
\ A r6g I R S i I j I I I D / v 24' FES
ri \ TOP OF BANK = 50.00
i 1 I + w/10x20w- \ \ /lh� \ / �. ; \ STATE STORAGE POOL = 48.00
I I I 1 1 g> - ENERGY DISSIPATER / a {� / `�� \ TOP VEGETATED SHELF = 46.50
I11 12 I I G$' 9 \ /F \ /� \
/ \ / NORMAL POOL = 46.00
I I INV.=45.5 \ r F � . \
j & i III - i \\\\ �'� \ \`\ /i I / JM j T
E=53.50 III 1 I I 1 2 1 ' + E= 54 OG \ + „ \ BOTTOM VEGETATED SHELF = 45.50
I FF ,..I I 1 •8 I I rF L \ \ I / J� % •�
r f CONCRET I 1 r(� v \+ \ / n /
1 I I I / r/5 SEDIMENT STORAGE = 36.0
I I \ \ \/ /i > / �,
- I ,r _ r f4 / POND BOTTOM = 34.0
1 i ' '' s.7 _ , T 52.25 I S%MH #6
24"FLARED I 9.7 ' i 1 i }\\ T P=49.45
END SECTION L ✓ I I 50.25 1 I R9.1 1-? a g8 lqv.=45.57
INV=44.00 / _v_-- �� I I 1 I 5025 I I .p
`\ D. WALKING TRAILS
I CB
`J 'S#5SDMH�_-5193 !TOP GRATE \ \
ENCE 0
70�50.90INV FR2`1 R deb
INV. =45'§1�150) / / 2 / / 'Y
p / / I OK /� \Y /I4' ' SO9 (
_1- --T---•� / .� I v t r{' r i _ - 'fg / FFF �S / 1�1 O \ /" I
SDMH#0 �(\� \ 52.00 \ ��v� C / R�2 f > --- 8/u 53 // O 4 / it 52 �\ / / �R FFET53.SOI / O / J I \ / `. / R g R 5 �' / / S 8
TOP = 99.50 '\ / . . / / g , < s
g i \ i CONCRET `/ / �-- FFE T5S SQ F ET$A/�f``RUCTURE S r/ h }
I I IN .1 S i i I �•� / / r �--- - �---- / \ ?l O / / -� �' cP\ / F+i
FLUME \ ��� I ) r $ -\ 9 �\ S �J� / E DE4' L ' / CONCRETE R �„ �' r li
/ i i / / �� ���� /^' 't'•i I / y / / BS /' / FLUME 3? / \\\ \ \\1�'j O Reb n9
Li_JL__j_1� .9 �\\ /J�/ 50.25 l\ +R9 50.25 �.\.\ < j 141 ���\\ � i r/ O �3 g�>./ 1� SO8 B11 \\\\ill / S Jy f/ O�
/ + TOP GRATE=50.00 5 \
i 9.7 9.7 ,q9' j ( i S /� 0 { S i \
_ _ _ R 1 \INV = 47.00
�- \\ /� i 7R9 .\ i / / R8 CIPGRATE 0
--- ---- --- iR 2 1 1sL_I_ �l / 8g �. /
51.50 / / I I 46.75
-------- 9.5 �_� 3 m > ri
TT-----_ i 51.50 / �
CB7 I ) ` 7.00 \ ----- j .\ J/ 1 - - - - -
J 7, SO �8S poi I m� "JQ / I j 03 �
l -G�/ 50.25 r-------------------TT----------- O c�
ATE=49.25 50.80 143 �� / °1 ONCR /r
NV = 45.75 C14 / TOP GRATE=50.00 2a CB 9.I` _ _ / CI ( 1 +4 1 1 1 J RIP RAP LINED I I FLUME
TOP GRATE 49.50 TOP GRATE 49.75 145� - 6> _ EMERGENCY fiREBA`/ TTOM = 37.50
' SD TOP GRATE=50.00 INV = 45.7Y C14 30• FLARO END CTIO g r /S
9.2 -1 =45.69 INV =45.85 INV =46.64 TOP GRATE 49.75 SPILLWAY I S NORM/AN OULRA0.W //i/
TOP = 50.5 51.00
} CI 1 � / IN I/=43.50 / NORMAL OOL=45.00 d r/r
TOP GRATE=50.05 /r
0.0 1 CI3 9 TOP GRATE = 50.15 I / //rr
INV = 44.37 \ CONCRET 0.7 Cl2 /
-- -- _ 50.50 � % 1 FLUME TOP GRATE=49.60 50.25 INV#�8.75 0.25 INV=46.80 0'0 R 6
4'RC / L---0.5- _-- 51.25 INV=44.68 9.7 . 50.55 TOP GRATE=50.15 O (�\ INV=43.89
RCP ------
CRET 50.50 -- -- 1 '� 129 INV=44.98 SDMHat/ y / r %i FO/�
FLUME 122 4 SDMH#7 '----- --_ __� _ - 50.6 TOP�St.75 i/ NSF
} 49.86 �' 0.0 TOP=50.74 50.10 Q--_-_--_--_------ TOPGRA d9 r------- _ �i O FCC
Sy--- ------------ i' - _ -- --- - - -
/
_ •1- INV 43. `S� rr r� / o 9 / r5'
>3 "- - INV. = 44.55 9.6 et 0.3 . 50.05 ' _ 1fdV = 4385- - - 0.1 - _ _ _ _ n / / ?S �i�/ r / , A 7 tiC R/
9.3 - 50.85 M 9 S
,8' RCP 6, r
RIVATE EASEMENT d a 18•RCP C.) 50.85 / 18'RCP 9.5 34 RCP _2> °G
o 0.4 I
0.7 / m 0• 0.1 n 13t P�, 0.7 50.30 O.S \ ryi// /%/r NO AG'• 0299
JBLIC ACCESS - 1.15 , - 2 2
TOP GRATE = 50.15 gl 03
_ -_ '141 1 U. Est psi T - 1 - - - - OS i_` 0.1 INV = 45.00 - - -��2_ 9.7 Q l 9.7 S1. 0 A S f'l i 0000//
100.00' g•3 100.00' 100.00' 100.00' 50.10 100.01 ' / 100.00' Cl2 9.5 75 0.65 i 50.65 50.30 O r O
_ F-15�UFF_ -� - 0 127- - - TOR GRATE=-49.55- - / h /i I �g
49.86 2 TOP GRA 49.60 IIr� INV = 44.05 �111 `g9 I 0.1 -- BUFFE _�� - yy r b 7 S9
124-- i �I i r I (� INV=44.1 1 I 1 I �` 1 I 13 CI3 \�� /l/
TOP GRATE=49. I I I I I "�
INV=44.37 i fIl i No 4465E=50.15 �- ili/
+ R I`I I TOP GRANV = 43.72 I37
R8/8II I TOP GRATE =49.j6 I ( I I (� 9>� }R99R I I I I I I +49 8 $ C� i' 1. 0 INV �RAOE=49.70/r/r// ////
1 INV=45.00 1 I 1 �� I I I r TT1• Al // /
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m roe,
IN � m
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LOT 14 o I I LOT 15 0 l LOT 16 o I LOT 17 0 l LOT 18 01 L01 19 o I LOT 20 0 (� -< +� I °v /
0 0 0 0 0 Io �w w^? LOT
1.49
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I\�`` I I I 1 I 72.• I I ( I I I I I \��`�\\_ /r// I I I 5 .00 TEMPORARY GRAVELED
II CONSTRUCTION ENTRANCE
133
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GRATE -2
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\_100.0------- -- 00.00'---- R t 00 �_ 1 09----- 100.00' -----Tt)0}®0` - -7---$ _ -i -- _ ->9__ + /S `//11 I� �/S
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48
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- - - - - - - - - - - - - - - - - 48.62 - -!6 - �36 - F
> _ \I +isli
196019
960 9
I LEI OLDE GEORGETOWN RD. SW
J J 6 D R /W Re6st;� \-
Or 9 \
NOTE:
1. CURB & GUTTER NOT SHOWN FOR CLARITY.
SEE TYPICAL STREET SECTION AND CURB &
GUTTER DETAILS.
2. ALL PROPERTY CONTAINED ON THE 22.56 AC
WILL REMAIN COMMON PROPERTY HELD IN
PERPETUITY BY A DEDICATED HOMEOWNERS
ASSOCIATION. THIS AREA SHALL CONTAIN ALL
STORMWATER PONDS & PUBLIC ACCESS
EASEMENTS.
3. THE 21 COMMERCIAL LOTS THAT HAVE
DEDICATED IMPERVIOUS ALLOTMENTS WILL BE
REQUIRED TO CONTRIBUTE MAINTENANCE FEES
FOR STORMWATER POND MAINTENANCE.
4. THE LAND MANAGEMENT GROUP & JENNIFER
FRYE OF THE ARMY CORPS OF ENGINEERS HAVE
DETERMINED THAT NO WETLANDS EXIST ON THIS
PROPERTY.
5. THE TEMPORARY SEDIMENT BASINS ARE
CONTAINED WITHIN THE PROPOSED STORMWATER
POND AREAS. PRIOR TO CONSTRUCTION
COMPLETION ALL PONDS SHALL BE RESTORED
TO ORIGINAL DESIGN CONDITIONS.
6. ALL STORMWATER BMP'S HAVE BEEN
DESIGNED IN ACCORDANCE WITH BOTH NCDENR
& THE TOWN OF CALABASH REGULATIONS. ALL
BMP'S SHALL BE OPERATED & MAINTAINED IN
ACCORDANCE WITH THE EXECUTED OPERATION &
MAINTENANCE AGREEMENTS.
7. ALL RUNOFF FROM ROOF AREAS WILL BE
DIVERTED TO THE STORM DRAINAGE SYSTEM
UTILIZING SHEET FLOW & POSITIVE DRAINAGE TO
ALL PARKING AREAS.
LEGEND
PROPERTY UNE
---------- RIGHT -OF WAY
- z * TSF * rsv TEMPORARY SILT FENCE
-� ... GRASS SWALE
PROPOSED RCP STORMDRAIN
- -48- - - - - EXISTING CONTOUR
x 48.34 EXISTING SPOT ELEVATION
49.86 TOP OF CURB / SIDEWALK
9.36 FINISH GRADE
SCALE: 1" - 50'
0 50 100 150
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DATE 10/29,/07
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SITE DATA
PARCEL NUMBER: 2410000114
ZONING: R-8
TOTAL SITE AREA: 22.56 AC
BUILDING SETBACKS:
FRONT. 35'
REAR: W.
SIDE 15'
IMPERVIOUS AREAS:
BUILDINGS:
117,447 SF
ROADS / PARKING:
285.710 SF
SIDEWALK:
16,095 SF
TOTAL IMPERVIOUS AREA
419,252 SF
% IMPERVIOUS:
42.66%
DENSITY:
NET BUILDABLE AREA
17.86 AC
PROPOSED # OF BUILDINGS:
19 O 52,000 SF/BLDG.
CLUBHOUSE.
1 O 8,000 SF/BLDG.
III UNITS PER ACRE:
10.15 UNITS/ACRE
OPEN SPACE:
57.34%
PARKING:
228 3 BD. UNITS x 2 SPACES m
456 SPACES
228/5 x 1 SPACE (ADDITIONAL)-
45.6 SPACES (46 SPACES)
RECREATION =
32 SPACES
TOTAL -
502 SPACES
10% OF TOTAL FOR HC SPACES -
10.64 SPACES (11 SPACES)
TOTAL SPACES REWD.
513 SPACES
TOTAL SPACES PROV'D. m
555 SPACES
(INCLUDES 18 HC SPACES)
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GUTTER DETAILS.
SCALE: 1" = 50'
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DES. JPN
CKD. JPN
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C 2

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-------------- 35'FRONT SETBACK LINE
------- --__�- P°h / RCF�
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_ C4
C3
---- - --'_'------ ------------------ )2, _
OLDE GEORGETOWN RD. SW
60' R/W
Q Q
75; 75;
\`\N8043S01.
ss 6?\ \
11
NOTE:
1. CURB & GUTTER NOT SHOWN FOR CLARITY.
SEE TYPICAL STREET SECTION & CURB &
GUTTER DETAILS.
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07128
DES. JPN
CIM JPN
Dill PAS
DATE 1
d(
SCALE: 1" = 50'
0 50 100 150 C2—A
ep

NOTES:
1. FENCE MESH SHALL BE MINIMUM 1 o
32' IN WIDTH AND SHALL HAVE t 1
A MINIM,)M OF 6 LINE WIRES
WITH 12 STAY SPACING.
2. FILTER FABRIC SHALL BE MIRIFI
140 OR EQUIVALENT AND SHALL
BE ADEQUATELY FASTENED TO
THE FENCE MESH WITH CRIMP- _
�E
ING CONNECTORS.
N
3. STEEL POSTS SHALL BE
IN HEIGHT AND BE OF THEESELF
FASTENER 'T' SECTION TYPE.
SIDE
VIEW
1
iv
2' MIN.
STEEL 'T' POST-,
EROSION CONTROL
AROUND DROP INLET
NTS
EEL 'T' POST
WIRE MESH FENCE
- CRIMP RING CONNECTOR
SYNTHETIC WOVEN
FILTER FABRIC
FILL SLOPE
GROUND LINE
TO ANCHOR BOTTOM DIG
IN 6' DOWN & 6' OUT
SEEM POST
- WIRE MESH FOR STANDARD FABRIC
- STANDARD OR EXTRA STRENGTH
FILTER FABRIC
DIRECTION OF WATER FLAW
-'K-ANCHOR FABRIC SHORT
MIN. 8' DEEP & 4' WIDE
NOTES:
1. SYN. F/E1NCE FABRIC SHALL BE MIN. OF 30' IN WIDTH WITH
AND 50 1.8/111 FOR EXTRA F5IRENGTHµ D FABRIC
2. FABRIC SHALL BE CONTINUOUS LENGTH. IF JOINTS
ARE NECESSARY, LAP FABRIC POST TO POST -
STEEL POST SHALL BE MIN 4' IN HEIGHT AND BE OF THE
SELF -FASTENER STEEL ANGLE TYPE
TEMPORARY SILT FENCE
NITS
i•X
SEDIMENT COMROL/ STONE
C-l; 2.
SECTION A -A
MULTI -DIRECTIONAL FLOW
INLET PROTECTION
NIS
WERE MESH
NOTES:
1. SEDIMENT L?NIROL�3STONE
SNAIL EDIM BE oR >.
2 SHALL OUNII 19E CAGE
HAVE 1 4'
Si"WEM
DNTROL
00 SEE SITE PLAN STONE SHALL NOT
Ky BLOCK OR IMPEDE
PIPE FLOW
SEE SITE PLAN
MIRAF1 60OX FILTER FABRIC
SECTION A - A OR APPROVED EQUAL
NOTE: FILTER FABRIC AND STONE SHALL BE TOED UNDER FLARED END SECTION
ENERGY DISSIPATOR
NTS
TEMPORARY GRAVELED
CONSTRUCTION ENTRANCE
NTS
L
1.5' 10.5,
I 1.5'
1-1/2" NCDOT 1-2 ASPHALT
2% SLOPE
2% SLOPE
-ROLLED TYPE CURB
6" NCDOT ABC STONE BASE
TYPICAL STREET SECTION
NIS
1.5'
4
6"R
a
e' a.
e 4a ...•,4
♦ • ' .4,
ROLLED CURB DETAIL
lr�
4'-0.
6" 3'-0. 6"
3" MIN. COMPACTED STONE
CONCRETE FLUME
NTS
x
`O zW
N J � 6 J
to
IS- S 9.5 ABC SURFACE COURSE (NCDOT)
-6' ABC BASE COURSE (NCDOT)
NOTE: PAVEMENT SECTION MAY
VARY DEPENDING UPON FIELD
CONDITIONS. CONTRACTOR SHALL
COORDINATE w/OWNER &
GEOTECHNICAL ENGINEER TO
DETERMINE ACTUAL PAVEMENT
SECTION.
PAVEMENT SECTION
HIS
SLOPE
TYPICAL DITCH
NTS
NOTE:
DITCH TO BE LINED W/EROSION CONTROL
MATTING DURING CONSTRUCTION. UPON
COMPLETION OF CONSTRUCTION. DITCH
TO BE STABILIZED WITH SOD.
3' WIDE BY
7' TALL
x
GATE
z
(OPTIONAL)
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2. CONTRACTOR SHALL COORDINATE WORK WITHIN NCDOT AND LOCAL RIGHT
OF WAYS WITH PROPER AUTHORITIES AND SHALL MEET ANY
REQUIREMENTS AS TO TRAFFIC CONTROL. AND CONNECTION TO EXLSRNG
STREETS.
3. CLEARING AND GRUBBING: REMOVE ALL TREES AS REQUIRED UNLESS
OTHERWISE NOTED TO REMAIN, STIJMPS. ROOTS, SHRUBBERY. ASPHALT,
CONCRETE, STRUCTURES, BURLED UTUfIES, STORAGE TANKS, ETC. WITHIN
LIMITS OF CONSTRUCTION.
4. STRIPPING: BEFORE EXCAVATING OR FILLING. REMOVE ALL TOPSOIL.
WOW, LEAVES. ACID ANY OTHER UNSUITABLE MATERIAL
5. MUCKING: REMOVE ANY SOFT, ORGANIC SILT MATERIALS AND EXISTING
BURIED CONSTRUCTION DEBRIS AS REQUIRED AND FILL TO SUBGRADE
ELEVATIONS WITH A CLEAN SELECT -FILL COMPACTED AS SPECIFIED.
6. DISPOSAL CLEARED, GRUBBED, STRIPPED OR EXCAVATED SPOIL SHALL
BEREMOVED FROM SITE AND DISPOSED OF IN ACCORDANCE WITH ALL
APPLICABLE LOCAL AND STATE CODES.
7. BORROW MATERIAL THE CONTRACTOR SHALL FURNISH BORROW
MATERIAL REQUIRED FROM OFF SITE AND OBTAIN AL REQUIRED PERMITS
ASSOCIATED WITH BORROW OPERATIONS.
8. FILL AND COMPACTION: AFTER STRIPPING THOSE AREAS DESIGNATED TO
RECEIVE FELL SHOULD BE PROOFROLLED WITH A 10-TON VIBRATORY STEEL
WHEELED ROLLER TO COMPACT THE TOP 8' TO AT LEAST 98% OF MAXIMUM
DENSITY AT OPTIMUM MOISTURE CONTENT. ANY AREA WHICH PUMPS OR
RUTS EXCESSIVELY SHOULD BE UNDERCUT AND REPLACED WITH A CLEAN,
SILTY OR CLAYEY SAID HAVING A UNIFIED SOIL CLASSIFICATION OF SP, SM.
OR SC. FILL MATERIAL 5' OUTSIDE OF BUILDING AREAS SHALL THEN BE
PLACED IN LAYERS NOT TO EXCEED 8' AND COMPACTED TO AT LEAST 95:X
OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-698) WITH
THE UPPER 12 INCHES OF SUBGRADE BONG COMPACTED TO 98X OF THE
STANDARD PROCTOR MAXIMUM DRY DENSITY. FILL MATERIALS WITHIN
BUILDING AREAS TO A LINE OUTSIDE THE BUILDING AREAS SHALL BE
PLACED IN LAYERS NOT TO EXCEED 8' AND COMPACTED TO AT LEAST 98%
OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-698) WITH
THE UPPER 12 INCHES OF SUBGRADE BEING COMPACTED IN 6 INCH LAYERS
TO 100% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY. IN AREAS
WHERE NO STRUCTURAL. FELL IS TO BE PLACED THE UPPER 12 INCHES OF
IN -PLACE SUBGRADE SHOULD BE COMPACTED TO AT LEAST 98X OF THE
STANDARD PROCTOR MAXIMUM DRY DENSITY. IF THE MATERIAL IS TOO DRY
TO COMPACT TO THE REQUIRED DENSITY EACH LAYER SHALL BE WETTED
IN ACCORDANCE WITH COMPACTION REQUIREMENTS. IF THE MATERIAL IS
TOO WET TO SECURE PROPER COMPACTION. T SWILL BE HARROWED
REPEATEDLY OR OTHERWISE AERATED WITH SUITABLE EQUIPMENT UNTIL
OPTIMUM MOISTURE CONTENT IS OBTAINED. FILL SHALL BE PLACED IN
SUCH A MANNER THAT THE SURFACE WILL DROWN READILY AT ALL TIMES.
SEE STRUCTURAL NOTES AND SOILS REPORT FOR ADDITIONAL
REQUIREMENTS.
9. LAYOUT: THE CONTRACTOR SHALL PROVIDE ALL LAYOUT REQUIRED TO
CONSTRUCT HIS WORK.
10. THE CONTRACTOR IS RESPONSIBLE FOR THE LOCATION AND PROTECTION
OF EXISTING UTLTTES DURING OONSTIRUCT ON.
11. EXISTING BOUNDARY AND TOPOGRAPHIC INFORMATION FROM SURVEY
PROVIDED BY OWNER
12. THE CONTRACTOR SHALL VERIFY DIMENSIONS AT JOBSITE
13. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF
RELOCATION OR DIS0ONNECNON OF ALL EXISTING UDUTES WITH
APPLICABLE AGENCIES AND AUTIOWNES
14. ALL PAVEMENT AND BASE MATERIALS AND WORKMANSHIP SHALL
CONFORMAL TO NCDOT STANDARDS.
15. WATER AND SEWER SERVICES SHALL BE INSTALLED TO MEET LOCAL. AND
STATE PLUMBING CODES. METER AND TAPS SHALL MEET ALL LOCAL
REQUIREMENTS.
18, ALL AREAS SHALL BE GRADED FOR POSITIVE DRAINAGE
12'-
CONCRETE PAD WIDTH
11'-0"
INSIDE ENCLOSURE WIDTH
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EXTEND '4" ABOVE' GRAWE, ;.';4
4A' .: .as..PANT,OSHA"YELLOW.'•
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CONTAINER ENCLOSURE PLAN
NTS
6' DIA. PIPE BOLLARD
CONTAINER ENCLOSURE
SHALL BE MIN. 8'-0"
HIGH.
" DIA. BY 1-" DEEP
RECESSES FOR GATE
CANE BOLTS. PROVIDE
ONEEACH AT GATE IN
CLOSED AND OPEN
POSITIONS.
PIPE OR
DITCH OL
DESIGN CONCRETE PAD
TO WITHSTAND 10,000 LB.
SINGLE WHEEL LOADS.
SQUARE
SCOUR E
(RIP RAP
BASIN N(
FOR CLAM
LINER:
12' THICK WITH FILTER FABRIC
SCOUR HOLE #2
NTs
1. INSTAL- EROSION CONTROL MEASURES BEFORE BEGINNING
CONSTRUCTION OR AS SOON THEREAFTER AS POSSIBLE. 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 AL PRACTICES AS DESIGNED.
2. MAINTAIN THE GRAVEL CONSTRUCTION ENTRANCES IN A CONDITION TO
PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE THE
CONTRACTOR SHIN. INSPECT THE CONSTRUCTION ENTRANCES ON A DAILY
BASIS. THIS WILL REQUIRE PERIODIC TOP DRESSING WITH AN ADDITIONAL
2' OF %4 STONE TO MAINTAIN PROPER DEPTH. ANY OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS SHALL
BE REMOVED IMMEDIATELY.
& SEDIMENT WILL BE REMOVED FROM THE SEDIMENT TRAP AND BLOCK AND
GRAVEL INLET PROTECTION DEVICE WHEN STORAGE CAPACITY HAS BEEN
APPROXIMATELY 50% FILLED. GRAVEL WALL BE CLEANED OR REPLACED
WHEN THE SEDIMENT POOL NO LONGER DRAINS PROPERLY.
4. INSTALL EROSION CONTROL MEASURES AROUND THE DROP INLETS AS
SHOWN ON THE PUNS TO TRAP SILT DURING CONSTRUCTION. INSPECT
THE EROSION CONTROL AROUND THE INLETS AFTER EACH RAIN AND MAKE
REPAIRS IMMEDIATELY. REMOVE SEDIMENT WHEN T BECOMES 0.50' DEEP
TO PROVIDE ADEQUATE STORAGE VOLUME FOR SUBSEQUENT RAINS.
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY
STABILIZED. REMOVE ALL MATERIALS AND ANY UNSTABLE SOIL AND
ETHER SALVAGE OR DISPOSE OF IT PROPERLY. BRING THE DISTURBED
AREA TO PROPER GRADE AND APPROPRIATELY STABILIZE ALL BARE AREAS
AROUND THE DROP INLETS.
5. SEDIMENT WILL BE REMOVED FROM BEHIND THE SILT FENCE WHEN IT
BECOMES 0.5 FT DEEP AT THE FENCE THE SEDIMENT FENCE WILL BE
WWILLLSTAKES
REPAIBBEE SPACED 6 FEET CESSARY APB UNLESS A WIRE ED-B C IN� FENCE
WITH
8 FOOT STAKE SPACING.
6. THE SEDIMENT BASIN WILL BE CLEANED OUT WHEN THE LEVEL OF
SEDIMENT REACHES 2.0 FT BELOW THE TOP OF THE RISER. GRAVEL WILL
BE CLEANED OR REPLACED WHEN THE SEDIMENT POOL NO LONGER
DRAINS PROPERLY.
7. NO CUT OR FILL SLOPES SHALL EXCEED A SIDE SLOPE OF 1 VERTICAL TO 3
HORIZONTAL UNLESS OTHERWISE SPECIFIED ON THE PLAN. ALL DISTURBED AREAS
INCLUDING SLOPES, SHALES. STOCKPILES AND ANY OTHER UNSTABILIZED AREAS
SHALL BE STABILIZED WITHIN 15 DAYS OF CEASE OF ANY POSE OF ACTIVITY.
8. ALL DISTURBED AREAS SHALL BE SEEDED WITHIN 15 DAYS OF
DISTURBANCE. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS
NECESSARY, AND MULCHED ACCORDING TO SPECIFICATIONS IN THE
VEGETATIVE PLAN TO MAINTAIN A VIGOROUS, DENSE VEGETATIVE COVER.
9. MORE STRINGENT MEASURES SHALL BE USED TO HALT EROSION IF THOSE
SHOWN ON THIS PLAN ARE NOT EFFECTIVE
10. Al. EROSION SHALL BE CONTROLLED INCLUDING SIDE SLOPES BEFORE
THE PROJECT IS COMPLETED.
11. REMOVE TEMPORARY MEASURES UPON COMPLETION OF PROJECT. ALL
PERMANENT MEASURES WILL BE WELL ESTABLISHED BEFORE PROJECT
CLOSE-OUT.
CONSTRUCTION SEQUENCE
1. INSTALL GRAVEL CONSTRUCTION ENTRANCE
2. INSTALL ALL SILT FENCING AROUND WETLANDS PRIOR TO CLEARING.
3. EXCAVATE ALL PONDS TO BE USED AS TEMPORARY SEDIMENT STORAGE
4. INSTALL INLET PROTECTION UPON COMPLETION OF INLET INSTALLATION.
5. ALL DISTURBED AREAS SHOULD BE SEEDED WITHIN 15 DAYS OF GRADING.
6. UPON PROJECT COMPLETION & STABILIZATION. REMOVE SILT FENCING &
ANY ACCUMULATED SEDIMENT.
TEMPORARY/PERMANENT
GRASS SPECIFICATION
1- CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER
ADVERSE SOIL CONDITIONS.
2. RIP THE ENTIRE AREA TO A 6 INCH DEPTH.
3. REMOVE ALL ROCKS, ROOTS AND OTHER OBSTRUCTIONS LEAVING SURFACES
SMOOTH AND UNIFORM.
4. APPLY AGRICULTURAL LIME AND FERTILIZER UNIFORMLY AND MIX WITH SOIL
LIME: 45 LBS. PER 1000 S.F.
PHOSPHOROUS: 20 LBS PER 1000 S.F.
FERTILIZER: 17 LBS. PER 1000 S.F.
5. CONTINUE TILLAGE UNTIL A WELL PULVERIZED, FIRM, UNIFORM SEED BED
IS PREPARED 4-6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEED BED AND COVER SEED LIGHTLY.
2 - 3 LBS PER 1000 S.F. (SEE MIXTURE BELOW)
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
GRAIN STRAW & HAY AT 75 TO 100 LBS PER 1000 S.F.
WOOD CHIPS AT 500 LBS- PER 1000 S.F.
JUTE & MESH AS PER MANUFACTURER
8. ASPHALT FOR ANCHORING MULCH SHALL BE TYPE SS-1 EMULSION AND
APPLIED AT A RATE OF 1000 GAL. PER ACRE FOR SLOPE STABILIZATION,
AND 150 GAL PER TON OF STRAW FOR ANCHORING STRAW.
9. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEED
WITHIN THE PLANTING SEASON, IF POSSIBLE. IF GRASS STAND SHOULD BE
OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER
AND SEEDING RATES.
10. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT, AND
FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHEb.
11. SEED FOR TEMPORARY AND PERMANENT APPLICATIONS SHALL BE:
20% CARPET GRASS
24% BERMUDA GRASS
20% TURF FESCUE
10% CREEPING RED FESCUE
24% ANNUAL RYE GRAN
'BERMUDA SEED SHALL BE HULLED FOR WARM WEATHER
PLANTING. PURITY OF SEED SHALL BE A MIN. OF 98% AND
GERMINATION SHALL BE A MIN. OF 85%-
ALL DISTURBED AREA SHALL BE SEEDED WITHIN 15 DAYS OF THE COMPLETION
OF GRADING.
CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR
ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION
OF DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO
WELL UNDER LOCAL CONDITIONS, OTHER SEEDING SCHEDULES MAY BE POSSIBLE.
PLAN VIEW
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DRWN. PAS
DATE 10/'29/0
C23

2„
DETAIL
STANDARD MANHOLE STEP
NOT TO SCALE
1/2" R
1/2"
TOP OF COVER
VIEW
A
RZR
BOTTOM OF COVER
VIEW
/ PLAN NOTE:
FRAME AND COVER TO
BE DEWEY BROS., INC.
MH RCR-2001, MH RCR
-2001W (FOR SEALED
MANHOLES IF REQ'D.-AS
SHOWN ON PLANS), OR
25-1/4" APPROVED EQUAL.
3/4" 23-3/4"
23-1/2"
2-11/8" 1" 3„ 3 �g•' 1-1/2"
4' L:==�_ 7-1/2"
2-3/
1 /2" 4-3/4,.
3-3/4"
22-1/4" 1/2"
24-1/2"
4-3/8"
33-1/4"
SECTION A -A
NOTE: ALL MANHOLES WITHIN NCDOT RIGHT OF WAY SHALL BE CONSTRUCTED PER NCDOT STANDARDS.
STANDARD MANHOLE FRAME AND COVER
NEENAH R-7514 HANDHOLE-
FRAME & LID OR APPROVED
EQUAL
FINISH GRADE
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COLLAR, 6"
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THREADED
CLEAN -OUT
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45' BEND
SERVICE LATERAL
NOTES:
1. CLEAN -OUT PIPE AND FITTINGS SHALL BE THE SAME DIAMETER AND
MATERIAL AS THE SERVICE LATERAL.
2. PROVIDE CLEAN -OUTS WHERE INDICATED ON THE PLANS.
3. D.I.P. CLEAN -OUTS SHALL HAVE BRONZE -THREADED CLEAN -OUT PLUG.
4. WHERE CLEAN -OUTS ARE INSTALLED ON PIPING UNDER PRESSURE, ALL
JOINTS SHALL HAVE RETAINER GLANDS OR OTHER APPROVED METHOD
OF RESTRAINT. ALL RISER PIPE, FITTINGS AND CLEAN -OUT PLUG SHALL
BE WATERTIGHT AND RATED FOR THE PRESSURES PRESENT AT THE
PARTICULAR POINT OF INSTALLATION.
SANITARY SEWER SERVICE LATERAL
CLEAN -OUT DETAIL
NOT TO SCALE
NOTE:
SEWER GUARD NEEDED ON ALL MANHOLES
1. STAINLESS STEEL IF IN ROADWAY.
2. PLASTIC IF IN GRASS AREAS.
STANDARD MANHOLE
FRAME & COVER,
SEE DETAIL
BITUMINOUS
IMPREGNATED
YARN FRAME SEAL
TYPE "N" MASONRY
MORTAR, 1" MAXIMUM io
ECCENTRIC CONE
SECTION (TYPICAL) MANHOL\6\z
STEP1" BUTYL MASTIC °' O.C. ­RT.
ROPE SEALER MAXIMUM
5" MIN.---
PRECAST 48" MANHOLE "
SECTIONS AS REQUIRED 4 -
ASTM C478, INTEGRAL
FLOOR, UNLESS
SHOWN OTHERWISE 8"
NOTES:
1. NEOPRENE BOOT, KOR-N-SEAL OR
EQUAL, TO BE USED ON ALL PRECAST
MANHOLES WITH ALL TYPES OF PIPES.
2. PIPE CLAMP (300-SERIES NON-
MAGNETIC CORROSION -RESISTANT
STEEL).
3. EXPANSION BAND (KORBAND 6061-T6
ALUMINUM ALLOY WITH A BLACK
ANODIZED SURFACE
—PRECAST CONCRETE
GRADE ADJUSTMENT
RINGS -MIN. 4" HIGH
(MAXIMUM OF 2)
NEOPRENE
SEE — , BOOT
NOTE
3
ZEE NOTE
CONCRETE
AGGREGATE BED,
NO. 57 STONE
TYP.
NOTE: ALL MANHOLES WITHIN NCDOT RIGHT OF WAY SHALL BE CONSTRUCTED PER NCDOT STANDARDS.
BRING
STONE TO
SPRINGLINE
(MIDDLE
PLAN
sam
f—DIRECTION OF FLOW
START LAYING AT LOW END AND BUILD AGAINST DIRECTION OF FLOW
PONE OR
RAVEL
i
P.V.C. PIPE —
NORMAL CONDITIONS
P.V.C. PIPE —
WET CONDITIONS
EARTH BACKFILL COMPACTED
TO 90% MINIMUM -HAND
TAMPING, TO 95% UNDER OR
ADJACENT TO STRUCTURES
NOTES:
1. STONE OR GRAVEL TO BE WELL TAMPED.
SIZE 1/2" TO 1-1/2". INCLUDE IN UNIT
PRICE BID FOR PIPE,
FOR PIPE.
2. HAND CARVE BOTTOM AND SHAPE FOR
LOWER QUADRANT OF PIPE. EXCAVATE
ADDITIONALLY FOR BELLS.
3. TRENCH SHEETING DRIVEN BELOW INVERT H,...,,
MUST NOT BE REMOVED. AT BELLS
D.I.P. NORMAL
D.I.P. IN ROCK
& WET CONDITIONS
NOT TO
3000 PSI -
CONCRETE
PAD
SECTION A —A
CLEANOUT PAD DETAIL
NOT TO SCALE
FINISHED GRADE
MANHOLE CONSTRUCTION
SIMILAR TO STANDARD
MANHOLE
NEW OR EXIST.
CULVERT
3000 PSI CONC.
FOOTING
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MANHOLE CONSTRUCTION
SIMILAR TO STANDARD
MANHOLE
NEW OR EXIST.
CULVERT
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SEWER- I V. VARIES
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INTERFERENCE MANHOLE
NTS
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HEAVY DUTY TRAFFIC BEARING
FRAME, GRATE AND HOOD.
NCDOT ROADWAY STANDARD
NO. 840.03 OR APPROVED
EQUAL NOTE: IF PRE -CAST BOXES
ARE USED THE CONTRACTOR
IS RESPONSIBLE FOR CONFIRMING
THAT THE PIPES CAN BE INSTALLED
TO THE GRADES SHOWN ON THE
PLANS USING A PRECAST BOX
PRIOR TO CONSTRUCTION.
3000 PSI CONC
FOOTING
INTERFERENCE CATCH BASIN
NTS
SEE PLAN FOR PIPE ORIENTATION
n` MANHOLE BASE SECTION
NEOPRENE BOOT EXPANSION BAND
,Q
GROUT AROUND PIPE -TO
BE FLUSH WITH INSIDE
FACE OF BASE SECTION
GRAVITY SEWER MANHOLE
3" MAX. INVERT
PIPE CLAMP
NOTES:
1. MATERIAL SPECIFICATIONS: NEOPRENE BOOT - ASTM C-923; PIPE
CLAMP & EXPANSION CLAMP - STAINLESS STEEL, ASTM C-923.
2. TWO PIPE CLAMPS REQUIRED FOR PIPE O.D.'S 15" AND LARGER.
STANDARD MANHOLE BOOT
NOT TO SCALE
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PVC OR
ABS PIPE
AGGREGATE STONE
BEDDING, MIN. 8"
TOP & SIDES, 6"
BOTTOM, TYPICAL
PVC OR
ABS PIPE
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SECTION
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STAINLESS STEEL CLAMPS DES. JPN
AND SHEAR RINGS, ORD• JPN
APPROVED EQUAL DRWN. PAS
DUCTILE IRON PIPE
ELEVATION
NOTE: SEE STANDARD SEWER LINE TRENCH DETAIL FOR PIPE BEDDING
BEYOND COUPLING.
DATE 10/:
Fri
C24
0�J

flfltzI�Im
ITL7Zt1s:1WI
3:1
VEGETATED
SIDE SLOPE
10', 10:1
VEGETATED
SHELF
24'
INV.
POND #1 DETAILS
5'
TEMPORARY POOL = 46.75' ;LRIP RAP LINED
SHWT= 46.67
NORMAL POOL = 4 .00
SEDIMEM REMOVAL = 33.0' I I I_ I b i C
BOTTOM = 30.0' _ _ II- 5' 2
SEDIMENT REMOVAL = 39.0'
FOREBAY BOTTOM 37.00
`10:1
3:1 3:1 VEGETATED
SIDE SLOPE SIDE SLOPE SHELF
BELOW
NORMAL
POOL
POND CROSS SECTION (POND #1)
NTS
DETENTION POND NOTES:
1. RESTORE POND TO DESIGN SIZE AND SHAPE UPON COMPLETION OF CONSTRUCTION AND STABILIZATION OF SITE.
2. SEED FOR SLOPES SHALL BE 20X CARPET GRASS, 24X BERMUDA. 20% TURF FESCUE, 10% CREEPING RED
FESCUE, AND 24% RYE. SEED AT RATE OF 2-3 I'S PER 1000 SF.
3. THE VEGETATED SHELF SHALL BE PLANTED WITH A COMBINATION OF TWO OF THE FOLLOWING ON 3' CENTERS.
1. PICKERELWEED
2. DUCK POTATO
3. SWAMP ROSE
4. BLUE FLAG
5. CARDINAL FLOWER
" CONTRACTOR SHALL PROVIDE A TEMP.
STONE SCREEN AT OUTLET ORIFICE. STONE
L BE ONE FOOT HIGHER THAN ORIFICE.
TOP 47.00
INLET 45.00
SECTION ELEVATION
,ETENTION POND OUTLET STRUCTURE
D #1
TOP OF BANK
49.00
TOP OF BANK
R36'
3:1 s "
VEGETATED --}=
SIDE SLOPE 10', 10:1
POND #2 DETAILS
5'
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RIP RAP LINED
MINIMUM 12" COVER
ABOVE CLAY LINER
L-
5' IN STRI EARTH
10:1 MINIMUM 12" THICK
,- - �CLAY LINER
VEGETATED 3:1 [I 3:1 VEGETATED (SEE NOTE #I)
SHELF SIDE SLOPE SIDE SLOPE SHELF
SHWT= 45.94
NORMAL POOL = 45.00
SEDIMENT REMOVAL = 39.0'
BOTTOM = 37.0' _rT
BELOW
NORMAL
POOL
POND CROSS SECTION (POND #2)
NTS
DETENTION POND NOTES:
1. PROVIDE A NATURAL POND LINER HAVING A MINIMUM THICKNESS OF AT LEAST ONE FOOT AND A HYDRAUUC
CONDUCTIVITY NO GREATER THAN 1 x 10"4 CM/S WHEN COMPACTED. A SYNTHETIC LINER MAY BE SUBSTITUTED IF NO
NATURAL MATERIALS ARE READILY AVAILABLE. A SYNTHETIC LINER SHALL BE OF A SUFFICIENT THICKNESS TO EXHIBIT
STRUCTURAL INTEGRITY AND AN EFFECTIVE HYDRAUUC CONDUCTIVITY NO GREATER THAN THAT OF THE NATURAL
MATERIAL LINER. (REF: 15A NCAC 02T.0505f)
2. CONTRACTOR SHALL PROVIDE SOIL TESTING DATA THAT CONFIRMS HYDRAULIC CONDUCTIVITY REQUIREMENTS HAVE
BEEN ADHERED TO.
3. CONTRACTOR SHOULD NOTE THAT OVER EXCAVATION OF BASIN IS REQUIRED TO INSTALL THE SPECIFIED LINER.
OVER EXCAVATION WILL BE A MINIMUM OF 2 FEET. ADDITIONAL EXCAVATION AND ANY INCREASE IN LINER THICKNESS
MAY BE REQUIRED AS SPECIFIED 13Y AFOREMENTIONED GEOTECHNICAL TESTING AGENCY.
4. IF A SYNTHETIC LINER IS TO BE USED, AN AKWASEAL GEOSYNTHETIC CLAY UNER (GCL) IS PREFERRED. THIS LINER
HAS BEEN APPROVED BY NKT AND DWO. IN ORDER TO INSTALL AN ALTERNATIVE SYNTHETIC LINER, CONTRACTOR MUST
SUBMIT A PACKAGE FOR REVIEW BY BOTH NKT AND NC DENR PRIOR TO CONSTRUCTION.
5. IN REFERENCE TO SYNTHETIC OR GEOSYNTHETIC CLAY UNERS (GCL), THE CONSULTANT MUST OBSERVE THE
INSTALLATION OF THE LINER AND CERTIFY THAT IT HAS BEEN PROPERLY INSTALLED.
6. THE LINER SHALL EXTEND AT LEAST TO THE INDICATED SHWT.
7. RESTORE POND TO DESIGN SIZE AND SHAPE UPON COMPLETION OF CONSTRUCTION AND STABILIZATION OF SITE.
8. SEED FOR SLOPES SHALL BE 20X CARPET GRASS, 24X BERMUDA. 20X TURF FESCUE, 1OX CREEPING RED
FESCUE, AND 24X RYE. SEED AT RATE OF 2-3 #'S PER 1000 SF.
9. THE VEGETATED SHELF SHALL BE PLANTED WITH A COMBINATION OF TWO OF THE FOLLOWING ON 3' CENTERS.
1. PICKERELWEED
2. DUCK POTATO
3. SWAMP ROSE
4. BLUE FLAG ° NOTE
5. CARDINAL FLOWER r BASIN FRAME AND GRATE MAY
24' DU OUR
W. - 45.00
SECTION ELEVATION
DETENTION POND OUTLET STRUT
VARY IN NONESSENTW. DIMENSIONS.
4' X 4' PRECAST CONC. BASIN
+ W/ KNOCKOUT PANELS
ALL 4 SIDES
:: CONTRACTOR SHALL PROVIDE A TEMP.
STONE SCREEN AT OUTLET ORIFICE. STONE
J. BE ONE FOOT HIGHER THAN ORIFICE
TOP 47.50
INLET 45.00
G7
SEDIMENT REMOVAL = 41
FOREBAY 807TOM 38.00
TOP OF BANK
48.00
RECEIVED
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DES. JPN
CKD. JPN
DRWN. PAS
DATE 10/29/07
I'
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TOP OF BANK
3:1
VEGETATED
SIDE SLOPE
i
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POND #3 DETAILS
SHWT= 48.0
TEMPORARY POOL = 47.5'
SEDIMENT REMOVAL = 36.0"
BOTTOM = 34.0' i
0
R131'
7�
MINIMUM 12" COVER
5' ABOVE CLAY LINER
`R � RIP RAP LINEDF 1L -,I
"t=) I'- i1= I I ~ L MINIMUM 12" THICK
10', 10:1 �" L_I I 1-1)1=1 I N-I I ICI I I _! I T 10:1 CLAY LINER
VEGETATED 3:1 3:1 VEGETATED (SEE NOTE (#1)
SHELF SIDE SLOPE SIDE SLOPE SHELF
BELOW
NORMAL
POOL
POND CROSS SECTION (POND #3)
NTS
DETENTION POND NOTES:
1. PROVIDE A NATURAL POND LINER HAVING A MINIMUM THICKNESS OF AT LEAST ONE FOOT AND A HYDRAULIC
CONDUCTIVITY NO GREATER THAN 1 x 10-6 CM/S WHEN COMPACTED. A SYNTHETIC LINER MAY BE SUBSTITUTED IF NO
NATURAL MATERIALS ARE READILY AVAILABLE. A SYNTHETIC LINER SHALL BE OF A SUFFICIENT THICKNESS TO EXHIBIT
STRUCTURAL INTEGRITY AND AN EFFECTIVE HYDRAULIC CONDUCTIVITY NO GREATER THAN THAT OF THE NATURAL
MATERIAL LINER. (REF: 15A NCAC 02T.0505f)
2. CONTRACTOR SHALL PROVIDE SOIL TESTING DATA THAT CONFIRMS HYDRAULIC CONDUCTIVITY REQUIREMENTS HAVE
BEEN ADHERED TO.
3. CONTRACTOR SHOULD NOTE THAT OVER EXCAVATION OF BASIN IS REQUIRED TO INSTALL THE SPECIFIED LINER.
OVER EXCAVATION WILL BE A MINIMUM OF 2 FEET. ADDITIONAL EXCAVATION AND ANY INCREASE IN LINER THICKNESS
MAY BE REQUIRED AS SPECIFIED BY AFOREMENTIONED GEOTECHNICAL TESTING AGENCY.
4. IF A SYNTHETIC LINER IS TO BE USED, AN AKWASEAL GEOSYNTHETIC CLAY LINER (GCL) IS PREFERRED. THIS LINER
HAS BEEN APPROVED BY NKT AND DWQ. IN ORDER TO INSTALL AN ALTERNATIVE SYNTHETIC LINER, CONTRACTOR MUST
SUBMIT A PACKAGE FOR REVIEW BY BOTH NKT AND NC DENR PRIOR TO CONSTRUCTION.
5. IN REFERENCE TO SYNTHETIC OR GEOSYNTHETIC CLAY LINERS (GCL), THE CONSULTANT MUST OBSERVE THE
INSTALLATION OF THE LINER AND CERTIFY THAT IT HAS BEEN PROPERLY INSTALLED.
6. THE LINER SHALL EXTEND AT LEAST TO THE INDICATED SHWT.
7. RESTORE POND TO DESIGN SIZE AND SHAPE UPON COMPLETION OF CONSTRUCTION AND STABILIZATION OF SITE.
6. SEED FOR SLOPES SHALL BE 20% CARPET GRASS, 24% BERMUDA, 20% TURF FESCUE, 10% CREEPING RED
FESCUE, AND 24% RYE. SEED AT RATE OF 2-3 #'S PER 1000 SF.
9. THE VEGETATED SHELF SHALL BE PLANTED WITH A COMBINATION OF TWO OF THE FOLLOWING ON 3' CENTERS.
1. PICKERELWEED
2. DUCK POTATO
3. SWAMP ROSE
4. BLUE FLAG
5. CARDINAL FLOWER
�GALV OR
ACKWELDED AST 4S O.C. EACH WAY�WDD
IN TOP OF BASIN
1/2' OPNG. GALV. OF
24• DIA OUTLET ALUMINUM EXPANDED
INV. - 46.00 METAL SCREEN
1.75' I.D. INLET PIPE
GROUT IN PLACE
INV. a 46.0
CRUSHED STONE
SECTION
DETENTION POND OU
lumu
NOTE:
BASIN. FRAME AND GRATE MAY
VARY IN NONESSENTIAL DIMENSIONS.
4' % 4' PRECAST CONC. BASIN
W/ KNOCKOUT PANELS
ALL 4 SIDES
CONTRACTOR SHALL PROVIDE A TEMP.
157 STONE SCREEN AT OUTLET ORIFICE STONE
StW1 BE ONE FOOT HIGHER THAN ORIFICE.
TOP 47.50
INLET 46.00
ELEVATION
T STRUCTURE
❑9
SITU EARTH
TOP OF BANK
50.00
SEDIMENT REMOVAL = 39.0'
FOREBAY BOTTOM 38.00
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SCALE: 3/4" =1'-O"
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DES. JPN
CKD. JPN
DRWN. PAS
DATE 1
C27

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I
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2 UNIT BUILDING RY
N /F
THISTLE GOLF
CLUB LIMITED
PARTNERSHIP
D.B. 1480 PG. 0188
M.C. W, PG. 200
PARCEL No. 2410000106
THE THISTLE GOLF COURSE
TOP OF BANK = 48.0
STATE STORAGE POOL = 46.7
TOP VEGETATED SHELF = 46.0
NORMAL. POOL =46.5
BOTTOM VEGETATED SHELF = 45.0
SEDIMENT STORAGE = 40.0
POND BOTTOM = 39.0
RIP RAP LINED
EMERGENCYSPOLWAY
SEDIMENT STORAGE = 40.0
FOREBAY BOTTOM = 39.0
'OP GRATE = 48 0.40 / 123 ' - - - - - - - - -
4.72
TOP CURB-- / 124 +4
'4TOP GRATE = 49.7�
1 2 TOP CURB 49.50 829
Eg INV = 44.96 i TOP GRATE = 49.00 126
INV = 44.82 TOP GRATE = 49.36
125 INV = 44.32
CI21 TOP CURB=49•50 127
TOP GRATE=48.51 , TOP GRATE =49.00 A8l8 TOP GRATE =49.36
INV 44. / INV=44.87 INV =44.38
67
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TOP GRATI L 48.62 ✓ 1 dh +R), +g
- INV 4510 *, rm, *., I .__ 9
a ,: �'@� - s , i fy� . ,�� 9J f@9 f� f 'Qs ' - - -ems - - •�9 v h
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,� I ,��,�, .��° _�.��, •���. ���.��. SR 1163 60' R/W a� � J z
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1. CURB & GUTTER NOT SHOWN FOR CLARITY.
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2. ALL PROPERTY CONTAINED ON THE 23.10 AC
WILL REMAIN COMMON PROPERTY HELD IN
PERPETUITY BY A DEDICATED HOMEOWNERS
ASSOCIATION. THIS AREA SHALL CONTAIN ALL
STORMWATER PONDS & PUBLIC ACCESS
EASEMENTS.
3. THE 5 COMMERCIAL TRACTS HAVE DEDICATED
IMPERVIOUS ALLOTMENTS & WILL BE REQUIRED
TO CONTRIBUTE MAINTENANCE FEES FOR
STORMWATER POND MAINTENANCE.
4. THE LAND MANAGEMENT GROUP & JENNIFER
FRYE OF THE ARMY CORPS OF ENGINEERS HAVE
DETERMINED THAT NO WETLANDS EXIST ON THIS
PROPERTY.
5. THE TEMPORARY SEDIMENT BASINS ARE
CONTAINED WITHIN THE PROPOSED STORMWATER
POND AREAS. PRIOR TO CONSTRUCTION
COMPLETION ALL PONDS SHALL BE RESTORED TO
ORIGINAL DESIGN CONDITIONS.
6. ALL STORMWATER BMP'S HAVE BEEN DESIGNED
IN ACCORDANCE WITH BOTH NCDENR & THE
TOWN OF CALABASH REGULATIONS. ALL BMP'S
SHALL BE OPERATED & MAINTAINED IN
ACCORDANCE WITH THE EXECUTED OPERATION &
MAINTENANCE AGREEMENTS.
7 ALL RUNOFF FROM ROOF AREAS WILL BE
DI RTED TO THE STORM DRAINAGE SYSTEM
U ZING SHEET FLOW & POSITIVE DRAINAGE TO
ALL ARKING AREAS.
8. ALL NAL GRADING AT STRUCTURES WILL BE
A MINIM OF 8' BELOW FINISHED FLOOR.
MAINTAIN ITIVE DRAINAGE AWAY,1�W/UITY
STRUCTURES.
NORTH CAROLINA EN
MANAGEMENT C
DIVISION OF WAT03-HA
SEE SHEETS CAS& C29 FOR DRI AY
IMPROVEMENTS
LEGEN
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X 48.34
LINE
TEMPORARY LT FENCE
DRAINAGE EASE NT
GRASS SWALE
PROPOSED RCP STO L
EXISTING CONTOUR
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TOP OF CURB / SIDEWALK
FINISH GRADE
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ENERGY DISSIPATER
TOP OF BANK = 48.0
INV. = 4525
STATE STORAGE POOL = 46.4
TOP VEGETATED SHELF = 46.00
OUTLET STRUCTURE
NORMAL POOL = 45.50
CENTERLINE
(SEE DETAIL)
BOTTOM VEGETATED SHELF = 45.00
OF DITCH
SEDIMENT STORAGE = 40.00
POND BOTTOM = 39.00
RIP RAP LINED
EMERGENCY
SPILLWAY
NORMAL POOL = 45.50
18" FES
R5
RE ` `
SEDIMENT STORAGE =41.00
WIM(0 V
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` FOREBAY BOTTOM = 39.00
ENERGY DISSIPATER
NV. = 43.00
\
ON�ENERGY
DISSIPATER
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+
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1. CURB & GUTTER NOT SHOWN FOR CLARITY. U O V
SEE TYPICAL STREET SECTION AND CURB &
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2. ALL PROPERTY CONTAINED ON THE 23.10 AC
WILL REMAIN COMMON PROPERTY HELD IN
PERPETUITY BY A DEDICATED HOMEOWNERS
ASSOCIATION. THIS AREA SHALL CONTAIN ALL j
STORMWATER PONDS & PUBLIC ACCESS
EASEMENTS. W mmNN
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IMPERVIOUS ALLOTMENTS & WILL BE REQUIRED
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MAINTAIN POSITIVE DRAINAGE AWAY FROM ALL Z
STRUCTURES. 0 0
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LEGEND
PROPERTY LINE
- - - - - RIGHT -OF WAY
TSF TEMPORARY SILT FENCE
DRET DRET DRAINAGE EASEMENT
-� . . . GRASS SWALE 07128
SD SD PROPOSED RCP STORMDRAIN DES. JPN
a~ PROPOSED CONTOUR D JPN
�, PAS
-48- EXISTING CONTOUR DATE 10/29/07
X 48.34 EXISTING SPOT ELEVATION •�u•�u,,,,�
AR
49.86 TOP OF CURB /-SIDEWALK �� ••••
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SCALE: 1" = 501
0 50 100 150Cl=A

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5 O' ! F PROPO
N /F
THISTLE GOLF
CLUB LIMITED
PARTNERSHIP
D.B. 1480 PG. 0188
M.C. W, PG. 200
THE THISTLE GOLF COURSE
�i UFFEI� O
12 UNITED 3-ST0RY PARCEL No. 2410000106
BUILDING (Typ )
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SITE DATA
PARCEL NUMBER:
2410000114
ZONING:
R-8
TOTAL SITE ARENA
23.10 AC* / 1,006,402.73 SFt
BUILDING SETBACKS:
FRONT.
35'
REAR:
m,
SIDE:
15'
DENSITY:
SEE SPREADSHEET INCLUDED w/ PACKAGE (PREVIOUSLY SUBMITTED)
OPEN SPACE
SEE SPREADSHEET INCLUDED w/ PACKAGE (PREVIOUSLY SUBMITTED)
IMPERVIOUS AREAS,
BUILDINGS:
TYPE 1: (11)
51,370 SF
TYPE II: (7)
34,335 SF
GARAGES:..(7)
15.750 SF
CLUB HOUSE
10.843 SF
DRIVE ISLE / PARKING:
170.882 SF
SIDEWALK:
37,768 SF
ROADS:
83,470 SF
PUMP STATION:
1,750 SF
FUTURE
30.000 SF
TOTAL IMPERVIOUS AREA:
436,168 SF/10.01 AC
X IMPERVIOUS:
43.35X
PARKING:
60 1 BD. UNITS x 1 SPACE- 60 SPACES
156 2 BD. UNITS x 1.5-
234 SPACES
216/5 x 1 SPACE (ADDITIONAL)- 43.2 SPACES (44 SPACES)
RECREATION -
25 SPACES
TOTAL REQUIRED -
363 SPACES
REQ. HC SPACES OF TOTAL - 11 SPACES
PROVIDED HC SPACES OF TOTAL - 19 SPACES
TOTAL SPACES PROUD.
366 SPACES
ADDITIONAL PARKING.
GARAGES: (7)
STANDARD BAYS:
36 SPACES
HC ACCESSIBLE BAYS:
3 SPACES
TOTAL ADDITIONAL SPACES:
39 SPACES
TOTAL PARKING CAPACITY-
405 SPACES
COMMERCIAL TRACT DATA
TRACT 1
AREA:
30,852 SF
IMPERVIOUS ALLOCATION:
18.649 SF
X IMPERVIOUS:
60.45X
TRACT 2
AREA:
85,463 SF
IMPERVIOUS ALLOCATION:
59,465 SF
X IMPERVIOUS:
69.58X
TRACT 3
AREA:
137,937 SF
IMPERVIOUS ALLOCATION:
95,385 SF
X IMPERVIOUS:
69.15%
TRACT 4
AREA:
192,963 SF
IMPERVIOUS ALL0CA71ON:
133,404 SF
X IMPERVIOUS
69.13X
TRACT 5
AREA:
68.656 SF
IMPERVIOUS ALLOCATION:
48.111 SF
X IMPERVIOUS:
70.07%
LEGEND
PROPERTY LINE
- - - - RIGHT -OF WAY
0
0
NEW SIDEWALK
I2,12CWSyJ:GTlttl
SEE SHEETS C28 & C29 FOR DRIVEWAY
IMPROVEMENTS /_�Pl
-- -- -- - -- SCALE: 1" = 50'\
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DATE 10/29/07
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NOTE:
1. ALL SIDEWALK TO BE USED AS WHELL STOPS w/IN
PARKING AREA SHALL BE TURN DOWN SIDEWALK. SEE DETAIL.
2. EXISTING ROADS AREA CLARIDAY ROAD (SR 1164) &
OLD GEORGETOWN ROAD (SR 1163).
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TOP OF BANK TOP OF BANK O w
TOP OF BANK 48.0' TOP OF BANK 48.0' � a o
5' S' 1 I
TEMPORARY POOL = 46.7' RIP RAP LINED 1 TEMPORARY POOL = 46.6' ERM W
I ERM RIP RAP LINED �1 0
SHWT= 45.67' 3 SHWT= 45.67' _ I 3 \� W w 00
NOR POOL = 45.5' SEDIMENT REMOVAL = 41.0' I = 45.5' I i SEDIMENT REMOVAL = 41.0' 3. cV
SEDIMENT REMOVAL = 40.0' I 1 FOREBAY BOTTOM 39.0' II II FOREBAY BOTTOM 39.0' f- U
SEDIMENT REMOVAL = 39.0' 1 Z
3:1 5' BOTTOM = 39.0' 5' 3 VEGETATED 5' BOTTOM - 38.0' r I 5• 3 Z Y Z
SIDE SLOPE 10'. 10:1 101
VEGETATED
SIDE SLOPE 10', 10:1 101 Q 0
VEGETATED 3:1 3:1 VEGETATED VEGETATED 3:1 3:1 VEGETATED = Z
SHELF SIDE SLOPE SIDE SLOPE SHELF SHELF SIDE SLOPE SIDE SLOPE SHELFBELOW N
BELOW NORMAL 00)POOL POOL
3
NORMAL N
POND CROSS SECTION (POND #1) POND CROSS SECTION (POND #2) 0� Z
►TS NIS NTS 0 0
DETENTION POND NOTES:
1. RESTORE POND TO DESIGN SIZE AND SHAPE UPON COMPLETION OF CONSTRUCTION AND STABILIZATION OF SITE. Z U
2. SEED FOR SLOPES SHALL BE 2OX CARPET GRASS, 24X BERMUDA. 2OX TURF FESCUE, LOX CREEPING RED
FESCUE, AND 24X RYE. SEED AT RATE OF 2-3 #'S PER 1000 SF. DETENTION POND NOTES:
3. THE VEGETATED SHELF SHALL BE PLANTED WITH A COMBINATION OF TWO OF THE FOLLOWING ON 3' CENTERS. 1. RESTORE POND TO DESIGN SIZE AND SHAPE UPON COMPLETION OF CONSTRUCTION AND STABILIZATION OF SITE.
1. PICKERELWEED 2. SEED FOR SLOPES SHALL BE 20% CARPET GRASS, 24% BERMUDA. 2OX TURF FESCUE, 1OX CREEPING RED
2. DUCK POTATO FESCUE, AND 24X RYE. SEED AT RATE OF 2-3 #'S PER 1000 SF.
3. SWAMP ROSE 3. THE VEGETATED SHELF SHALL BE PLANTED WITH A COMBINATION OF TWO OF THE FOLLOWING ON 3' CENTERS.
4. BLUE FLAG 1. DPICKERELWEED
5. CARDINAL FLOWER 2. DUCK POTATO
3. SWAMP ROSE
FLAG
CLASS B RIP RAP 60OX MARIA FABRIC 5. CARDINALL FLOWER
NOTE s KEYED IN ® 0.5' OR EQUAL 4• NOTE
T. BASH, FRAME AND GRATE WY 134SIN. FRAME AND GPATE MOW
VARY N NOHE55fl TK OIMEtSIONS.
VARY W NONESSENTIAL DWENSIONS.
TOP = 48.0'
4' X 4' PRECAST DOW. BASIN W X 4' PRECAST PANELS
GAIN
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1 O O 1 CLASS B RIP RAP 60OX MARIFI FABRIC
KEYED IN ® 0.5' OR EQUAL CKD. JPN
3 3 acD. JPN
ELEV. = 47.10' ORLIN. PAS
/4 STEEL RE&R SGAW. OR ASPHALT COATED) NOTE: CONTRACTOR SHALL PROVIDE A TEMP. 4 STEEL. REBAR SGALV. OR ASPHALT COATED) NOTE CONTRACTOR SHALL PROVIDE A TEMP.
PoTNCKWEIDFDTOP OF �AT 4 O.C. EACH WAY LAID PLAN SN 7 STONE SC 0 r ACKWEIDED AT 4 O.C. EACH WAY LAID /�AT OUTI.Er HIGHER THAN OFFICE. TOP = 48.0 IN TOP OF BASIN �- 3NN1 BE OHE FOO WINER THANPoT BONE
DATE 10/29/07
all$its
�a ATIACH SCREEN TOP ,5.r 35' 1 3 O O 3 1 ATH
ATriACH c NECREEN WI TOP 4G.6
ANCHORS ANCHORS \1 0
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ELEV. = 47.0' SE
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�'L/AWNWUN EXPANDED �, 2' oPN Vim. l q 11966 • ` =
POND #1 EMERGENCY SPILLWAY METAL �+ ""
24' DIAL OUTLET
375! PIPE CYEf 45.5' INV. a 4.5.5'� Z5 •� '�Q'
I.D. INLET TS 3.5• I.D. INLET PIPE INLET 45.5'GROUT
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SECTION ELEVATION POND #2 EMERGENCY SPILLWAY SECTION ELEVATION
1 DETENTION POND OUTLET STRUCTURE POND #2 C26
DETENTION POND OUTLET STRUCTURE (POND #) ( )
NIS

z z z z z z z z z z z z J
I F.F.E. = 50.50 F.F.E. = 51.00 a a a a a a a a a a a a>
N/F THE THISTLE GOLF COURSE ' _ m 0
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THISTLE GOLFLIMITED o 0 0 0 ogg �,M Z "go'm z o � �� z
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DR = PROPpS M.C. W, PG. 200cy
I i I N II /3 ii gg�g\ ET D> 12 UNIT BUl3-STOR PARCEL No. 2410000106 3 N zo 8 m w w 9 N o w z z U
N �:1..:. _..... ^ FZ� cJU oNw� z �N a a a a V5i
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\ DING (ryP TOP OFBANK=48.0 �9d oN �orz z 3^ >�a w z r r V W
IL_ i g� DRET ` �� STATE STORAGE POOL = 47.1 49.92 1499.."
92 50.42 50.42 w m _ W � W z a o ' n a a vl Y 0
I I \ I ��"__ ` TOP VEGETATED SHELF =46.0 0 a o z m g \ O> y'� 24' FES vwi U o cJi w o N d 3 3 W Z (n
I I Qp \ tg \ �_ NORMAL POOL=48.0 9.4 4 9.9 9.9 a N z^ wa ow MNmZ 0 0 N YCn w/10'�05A'v, - �' r, �' o °a �- o m N39 T Z " ENERGY DISSIPATER _ ARIES o w N N z a o 0 o z o F r C 0
8 R BOTTOM VEGETATED SHELF = 45.0 o o c W w w w to m �j
♦ j�O I ' \ I ' Cl3 \ DRfr _ INOUTLET STRUCTURE POND BOTTOM = 0-40.0 ' o R � � � � � � � � o � m � � �
"v I o o z w w 11 v w a Uj
y i SEE PLANw_O �w cCio�
I i 1 TOP CURB=49.26 ig m U
TOP CURB=50.15 \ I TOP GRATE=48.76 FFfc$1 g _ (SEE DETAIL) RIP RAP LINED BUILDING 4 REMAINING BUILDINGS o 0 o a o o m m m Z
II I o TOP GRATE=49.65 \/ to
WV=45.26 0 00 2 D EMERGENCY SPILLWAY o 0 0 0 0 0 Q Q
II I 3 INV=48.70 - m w _
z OZ ki RET ` � \ \ \ \ \
PROVIDE MOUNTABLE �; g ( �_ _ FOREBNrsroRAGE=a2.D TYPICAL BUILDING ENTRANCE SPOT ELEVATIONS a � a ,• � Z J
i y CURB FOR FUTURE 9.30 50.04 I O UST TO GRADE + ?9 l4 FOREBAY BOTTOM = 39.0 0 0 m n ro rn a n p N W Z
\ \ \ \ \ \ \ \ \ Q 04
• �g3 COMMERCIAL CONNECTION _ _ 9.5 NV=45.70 G R11 _ ®'R O
•I I -- -- -�- 9.54 + ? I DMH #1 SW y 1.60t4 + F�� 24' FES Li_lto J J J p V
0.4 + SD 50.25 < 0.00 ADJUS�TOG c� > 1JRFl33 - _ w/105Q0'xt' IU- z it it > > > > Z
M Q Z 0 v
-• I y ` __ ENERGY DISSIPATER o 0 0 0
9• 9.7 �, INV=45.05 / +g6� II DRF a _� INV* 44.75 a -I z z z Q
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50.5 / ` DR M 0 Lp �WR a a a
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0.4 0.5 T • GRATE=48.76 P 1 I 9.7L Osis RCP ' l / s \ \ '� I I \ b24 + FT 4 4 �z �c ' li 0
W4!9!.�26_
R11 GRASS ��I' �� NOTE: = Z
.. ..-a. y a€ � _� � w 3 0 so / / < 1. CURB & GUTTER NOT SHOWN FOR CLARITY. N U N.85 �`TOP OF BANK=48.0.' Qw \0LLJ
0.3 i s.5 0 \ W \ gg SEE TYPICAL STREET SECTION AND CURB & Q N
C� UI o) + 9 3 4 Q - / STATE STORAGE POOL= 4 ..1 ` d o, a Re'T GUTTER DETAILS. w an o Z
I a 12 % T CURB= 50.11 49.88 p ti 49 • / TOP VEGETATEDSHELF = 46. i + N w
f I Ilu 0 T GRATE=49.61 `O 4 $ � W Fg / NORMAL POOL -46.0 \ " P ; ,y ° Q W m
D/ F g TOP CUR80.15 0 '1 �7 I OTOM VEGETATED SHELF = 45.0 0 Q J 0 Q
9 cFUTE=49.65 :r I .43 17 9.3 0 ��' 49. I o o
/R u' " I } SEDIMENT STORAGE \ FF \ \ \ 2. ALL PROPERTY CONTAINED ON THE 23.10 AC N J
�� I + TOP GRATE=49.06 - 4es I 2- POND BOTTOM.38.0 oc�? lR WILL REMAIN COMMON PROPERTY HELD IN w w Q J
49.56 :t 49.0 1 q/ �+ \ z o o z N Q
./ � INV=44.13 + .. o I I g ( SEDIMENTSTORAGE=42 </ � �` gt,o z ��
D �, 9.0 I = I A y /s �� \ (� FOREBAYBOTTOM=3m \ yip / PERPETUITY BY A DEDICATED HOMEOWNERS WWg H a� c.i O U
i $ e• c 1rR� �, a tj -& (/ _ '�a ASSOCIATION. THIS AREA SHALL CONTAIN ALLAr
Na W
�, °y, �, I I p \ ,� \� l I \ \ i' �/ r s� �, , s y�rFO �� STORMWATER PONDS &PUBLIC ACCESS Z
Oa I III I cO ��, \ o u rop ° gs / �' \ _ \ o� EASEMENTS.
cl
GII o rn „ a cAt.rE_ . . . c^
D 9RATE=49.06 w' - 4 - - 50 \ a
III II �_�� i o \ -: 3. THE 5 COMMERCIAL TRACTS HAVE DEDICATED
/ 0 IMPERVIOUS ALLOTMENTS & WILL BE REQUIRED 0 N g I o I ti •
I I tl 49.so ? 4 �` \ \ ¢ 0.3 \ ` \ \ ' y ( TO CONTRIBUTE MAINTENANCE FEES FOR J
• �� + 'I♦@y 1 \ 99 ,+ I 9.00 ' } 49• \ \ I RIP RAP ( 1^
$ tg 23 \ '3 ��o p STORMWATER POND MAINTENANCE. o z
s a c» / 4. THE TEMPORARY SEDIMENT BASINS ARE Ic z n
i I II 1 _ _ 1g $o.o / ( , N
Ia
,�s*1� I I } 50 I 5o a ` I so.2 9 0.2 + / R1P RAP CONTAINED WITHIN THE PROPOSED STORMWATER w w
Ln �° s° Am W I A g� J POND AREAS. PRIOR TO CONSTRUCTION x • + +S �s I I gs + m. t �� 0.3 3 - L_ i g W O p
I so 0.4o I y " so.p +g �o °� g COMPLETION ALL PONDS SHALL BE RESTORED TO z °m rc
?O 1 SD H #2 9 36' FLARED ' ROP - 49.45 A b
• I TO-50.50t cq 4g•S 2� END SECTION :... •... •. i' INV=45.40 O� ' = O = o
d �- .:. o ORIGINAL DESIGN CONDITIONS. O as o: o e
I i CI T TO GRADE P 1 wholXMt'
s I I r I TOP GRATE=49.26 INV 42.61 13JQ
SD SD SD �9 PATT 50.05 49.9 ' 9.5 24 FES ` ' '
INV= u'� 38'RCP b g s DRET '' ( 5: ALL STORMWATER BMP'S HAVE BEEN DESIGNED
DRET DRET I =41' I 9 ' �I IN' ACCORDANCE WITH BOTH' NCDENR & THE
,y soy O a Q 49•76 .5d '• � \ SD SD ENERGY
\ I • ✓ 9 `SO `' -� TOP 49.45 DISSIPATER % TOWN OF CALABASH REGULATIONS. ALL BMP'S
• ,Qse'> s I� '2� �Z � 9.2 `' F.'� >t O \ / = 2 • A
o� �s ° dP \ iNv=4552 0.3 SHALL BE OPERATED & MAINTAINED IN
I I I �SZ� 8• cP ''• TES\ �s `�' I W 9.2 ACCORDANCE WITH THE EXECUTED OPERATION & U B
} ° MAINTENANCE AGREEMENTS. Q Z °i °'
s g LL
,Bs i IIIfilI I TOP CURB 49.76 I Ih` cvo yT, Os + �• • •» OA ss .6 m Ur^
6. ALL RUNOFF FROM ROOF AREAS WILL BE U) Y
s TOP GRATE=4926 I +g8 , : /yGfiG G 9 SO 0.3 i / Ut i q9 RCA 0
� � � oq DIVERTED TO THE STORM DRAINAGE SYSTEM Z � O O
%U i +s p I o� s q� ~ - - 10 TOP=49.5o s H#8d sd UTILIZING SHEET FLOW & POSITIVE DRAINAGE TO W °: °:
• �F I i I 113 °s d� W _ ALL PARKING AREAS. W w o
-• y•y I d 49.21 �, I1t lC d F FFE=51.00 + d m z
-9 0 ♦y 1 �, } TOP CURB=50.67, 'w 70P GRATE = 49.26 i g cD " w o 1 - ` O
TOP GRATE = 50.17 '�• 71 S B. O 0
I I , s' INv=az17 cI12 INv=aril o0o dpFl �oA dy so.00 M o.00 s.s °'3 ti 7. ALL FINAL GRADING AT STRUCTURES WILL BE Z n o
TOP GRATE=48.71 RCp SO \ 9.5 o g.5 ' 9. = M ,., " M So.00 A MINIMUM OF 8 BELOW FINISHED FLOOR. (� N
INv=aa.za s9'�� �F \ o� s0 so 0 0 0 MAINTAIN POSITIVE DRAINAGE AWAY FROM ALL 0
50.8 $ I _ _ - P ` + s3 °'0° 50.00 } ss STRUCTURES. c,
I SF SD8 + To g 9 s0 9.50 49.6 50.0 49.53 gg y `W, Z w O o
0.5 s 49.76 �, lr� O �P b +... 9.15 9.5 9.5 9.0 Y I �Y LU N
I 0.7 - 9.2 �s s 90
_ 8 9 50.00
0.49 I >. • 9.5 �D C 13M0 TOP GRATE=48.65t 9.0 USX: MrA9.0 9.5 g• 9.50 7 Z tz z N
- -T- \ SDMH tXi ZDRRE P SD INV =.p3 50 .25 RE DRET 24' RCP jj�� t� �Q 6 2 C L Y p Z
0.7 + O jSl - - TOP=49.75t y 49.50 9.7 15' RCP SD SD SD Ai'� P O V E D rJ N J
s, m CI1 49.21 \ \ \ �;.
• TOP GRATE=48.71 \ADJUST TO GRADE s .1,2
•+ + 2? 48.7 'INV=41.93 .s0 � � so.25 7 _ / NORTH CAR(-- INA E 3 ROI`�(I FA ITAI. � � O J
, jt \Ar
o 114 INV 44.31 W 3 z
TOP CURB=50.67 \ \ �; \ 9.00 9.7l!j TOP GRATE=48.5ot 4 MANAGEMENT COMMISSION � (n
:9y •ti UST TO GRADE ADJUST TO GRADE 9 0 TOP = 48.50t JUST TO GRADE
s, I TOP GRATE=5o.17 �b 50.36 rya / _ I - 15.11 INv.=4 11 DIVISION OF WATER QUALITY �/ Z
I INV = 4727 CB4 CATCH BAST \ - - - - - \� - - - - - - - ' - - - - i INV = 44.64 y
I' TOP GRATE=50.00 t5 } 24' RC 1 ••$EP / O O
I + INV = 44.48 O� gy &\ ' . •, ... � ('j" � 24• RCP � / 24" RCP
TOWN CENTEPMA,12L
9.24
IL
+SOS m \ 50.36 117 ..:.. - - O t .. 122.. - 0-. / - 123 - � - - - - - - - - -
// I I I 9.8 • - QOP GRATE = 48. 124 +
TOP GRATE=49.B6 ay TOP CURB-- 5025 / g8
0 g o -0 \ TOP GRNV =44.81 I = 44.72 / TOP CURB= 49.50 2g
Isjo, S LINv�4.46 INV=4ab1 / TOP GRATE INV 4525 -�/� TOP GRATE=49.00 126
> a O P 49.01 49 / INV = 45.10 TOP GRATE = 49.36
+, ,y I I y TOP GRATE a9.es 00 4s 51 �. / / 125 INV =44.90 LEGEND
I I INV=44.60 48.5 /
1 S \ 9.8 TOP GRATE=48.51 / ' TOP GRATE 49. + 9 127 PROPERTY LINE
I � } 121 / TOP GRATE = 48.00 4e � TOP GRATE = 49.36
I I Ic 08? \ I I I INV=14
to / INV = 45.20 INV = 45.00
I I A tS0)S \ I I sr Ng/ / / i - - - - RIGHT -OF WAY
II al s g9190 ' I TSF TEMPORARY SILT FENCE 07128
CI19 i / / \
/ TOP CUR8=48.15 I 7.9 I CDOTCB#13 �A$-' \ DRET DRET DRAINAGE EASEMENT DES JPN
I I TOP GRATE = 47.65 t 12D I NCDOT STANDARD 840.16 CDOT CB #10 \ _NCDOT CB #9 CKD. JPN
I I + INV = 44•96 I ° I TOP CU 48.15 TOP GRATE= 47.50t / -- NCDOT STANDARD 16 NCDOT STANDARD 840.16 GRASS SWALE DM. PAS
I 9.0 I S� 53 I I TOP GRA 47.65 INV. 45.11 N$ COOT CB #11 TOP GRATE= 47.001 \ TOP GRATE= 47.01
N C EXISTING PIPE INV.= 44.44
9 FC NCDOT + ► INV=� CDOTCB#12 NCDOTSTANDARD840.1 �" Nv-4a'sr NCD SD SD PROPOSED RCP STORMDRAIN DATE 10�29/07
TO BE REMOVED NCDOT STANDARD 840.16 g� O _ _ } / MCCDOT STANDARD 840.16 TOP GRATE= 47.15t / NCD
+> 2 o C SHALLOW SWALE TOPGRATE=47.wi 48.1 g9� TOP GRATE=4725t INV=44.75 / I A8� TOP - -48- EXISTING CONTOUR tttttttllp10
I+ d g u) t INV=45.35 - - - - ¢ _ r�t
g S0) 9.50 / +T� ' ESKr ESKr ' R P 7.6 ESKr INV.= 44.92 DRAINAG�EISEMENT i \ \ INV: `,,����1 C A •• �`,'
+ I / � E T ESMT ESMT 7 ESKT - E _ ESNT _ Tf- ESNT ESMT ESNT-�•---ESNT ESKT ESKT S14Tc X 48.34 EXISTING SPOT ELEVATION - ES •. /
• 6 y� ���� �4� SD R _SDI SD SD SD ' SD SD g� +
r , , ` a _ _} - '• +- - - 15' RCS - �+ 78' RCP + _ 18' RCP - - - _,D SD 3 P SD
I - _ ---- -a --15'RCP_+ x 'e_ _ �1 t _-__ %v 'a - - + 18'RCP g = S "
- - - - - _ •yI r _ �' - - - - - - - } _ 49.86 TOP OF CURB SIDEWALK
�3 0E" g�py _ --- �a k�'---'Qr+ -- 6---�'��-----+/�, -"� �gG�t--;-4 ---fir - g-----�'' --- -`kic FINISH GRADE 1'11' •�tt
7.-8 .2 7 3 ''� 19 EXTEND 18' RCP �o ° 's y eJ 9.3 'iytiA A:......�•• `���.
GIN
-
,��� 'irtiPtttt�t�
TO JUNCTION Box
000 Sp♦2 $II .9.91 'ySs D `yJ• 'Q96 , 8.5 In7.69 °a'+OY . .9ae 6.3 s'•3> '�Oa 1e
t 3 19• '0. + +, `�O +>+ ♦ 9 f>-�y ,@> • +'@,y V LS'RCY ; 6 V „rJ % 'Y :, 'IS B� ,SJ+s@l, `$>+ 'F ♦ + t.
+,Q ,y6� io,7 +,qe •?I > ,> 'Lr- +P>. �637 �� • 1 , NIV i
--- -- I -- -�-.- -- - ------ - + - -- SCALE: 1' =50'
9
b ,y ,� y :� : .g GPORGETOWN RD. SW . s `� .��•,,, _
96 B �-
_ `��' SR 1163 60' R/W z D so iDD 150 - 1
� ��n T -'

PpRn N RE �OP-MAt�TRVOTfN
241pCO Bf/yqq17"AOPp�
-24'FES L
W110)0x1• f- z
ENERGY DISSIPATER Q
INV. = 44.75
fr=¢tea
DR
�BRfT �
i
R16 2j + DRfTs _
/S�cF� �U\\ � \ ,• / � g8S2 ,1. '?DRf7
50.50 gBSg 50.50
•�' 69S ����/yFp \ � l
49.75 49
a d� 49.65 9.2 9.
�A 9.15
oi
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In
J ca 11 o m �
Z
/ RIP RAP I
49.65 9
lA\ d1k � I A 9.15 rn � eU 4
I
erne
24' FES
w110520k1' Lo
ENERGY rn d IW M
DISSIPATER A DMH #9 cn ( ul
• INV.=44.28 0.0
m
a
.g U
10 TOP = 49.50I S H #8 \
IN1tad3.40 =as.50 \ _ SD
• 24' FES
W/10k10k1'
ENERGY DISSIPATER
INV. = 4525
OUTLETSTRUCTURE
(SEE DETAIL)
F.F.E. = 50.50
F.F.E. = 51.00
SEE PLAN
BUILDING 4 REMAINING BUILDINGS
TYPICAL BUILDING ENTRANCE SPOT ELEVATIONS
TOP OF BANK = 48.0
`STATE STORAGE POOL = 46A
TOP VEGETATED SHELF = 46.00
NORMAL POOL = 45.50
CENTERLINE
BOTTOM VEGETATED SHELF = 45.00
OF DITCH
SEDIMENT STORAGE = 40.00
POND BOTTOM = 39.00
vy
RIP RAP LINED
EMERGENCY
SPILLWAY
NORMAL POOL = 45.50
18' FES
Rf c4F
SEDIMENT STORAGE = 41.00
FOREBAY BOTTOM = 39.00
W11MOk1'
ENERGY DISSIPATER
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TOP GRATE 49.26
'
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P GRATE 49.36
1INV
I
MOUNTABLE
-.•
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Tow
16
ADJUST TO GRADE
ADJUST TO
•
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TOP CURB =
'1
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Z9
• 1
•
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W(
�• 0.2
r134
1• CURB = 50.84
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SEE SHEETS C28 & C29 FOR DRIVEWAY
IMPROVEMENTS
NQTE:
1. CURB & GUTTER NOT SHOWN FOR CLARITY. Z Q W N
SEE TYPICAL STREET SECTION AND CURB &
GUTTER DETAILS Q w m
a
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2. ALL PROPERTY CONTAINED ON THE 23.10 AC
1
Q
J
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WILL REMAIN COMMON PROPERTY HELD IN
0
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O
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OF DITCH
�S \ fCf7
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CENTERLINE
OF DITCH
/
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, 70
/ CENTERUNE
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+g87TOP GRATE=49.36�9 90 CONCRETE ( ,(. .3 .8 INV=44.60 I / / r�//
(9 INV=45.00 TRANSITION I y \
i l
FROM STANDARD CURB '�49.35 g9 /
TO MOUNTABLE CURB •8 4 / I
I �\ 49. z 8.6
I 49\� 5 2 49.19 /�� +48 49-------- +149T
NCDOT CB #7 Qa 97
NCDOT STANDARD 840.16 49.0 m y0 i 7.7 - \ 1 / / 0)
TOP GRATE= 47.Ot z
NCDOT CB #2
\ i 48.20 / I
NCDOT CB #9 INV = 44.06 48.20 \ I NCDOT STANDARD 840.16
33
NCDOT CB #10 \ r.TOP
NCDOT STANDARD 116 NCDOT STANDARD 840.16 NCDOT CB #6 CI 3 :0 i TOP GRATES TOP = 7.44 N1/ 4�lIS =
TOP GRATE= 47.00t \ TOP GRATE= 47.0t NCDOT STANDARD 840.16 TOP CURB=47.86 � I /
NCDOT CB #5 INV = 44.75
INV= 44.44 TOP GRATE= 47.51 TOP GRATE = 47.38 y NCDOT CB #1
INV = �•� \ NCDOT CB #8 NCDOT STANDARD 840.16 ►+ I "' I ENERGY
� INV.=43.87 INV=44.85 t/, q�' "< pIpDO�g-Ig- - - NCDOT STANDARD 840.16 I ENERGY DISSIPATER
116,
NCDOT STANDARD 840A6 DRAINAGE TOP GRATE= 47.5t I- NCDOT STANDARD 840.18- - TOP GRATE= 46.51 N I ARMOR ADJACENT
8 \ TOP GRATE=47.Ot EASEMENT INV.=4358 +g NCDOTSTAN r. TOP GRATE=46.51 48� INV=4247 JJJ Jl DITCH BANK
� INV. 44.25 8 g NCDOT STANDARD 840.16 1 R + � � + � J I
9 GRATE= 46.51 i it INV= 43.40 ESNr Eswr I � g 11 hl l I I
ESII{-E ESN{ ESMT ESMT ESNT ESNT ESMT ESMT _ 'T �ESMT __� �,,SS
�- �"-ESIIT--_.�_ESNT r 24' RCP '"r'y'iY. ''�' rn
SD „ D SD + SD'SH - SD S SD , SD SD_ D SD----OSD ) SD SD g b I a
_ 18 24' RCP
° RCP �. J
,6+ IWRCP 3g �>� _ t� 24'RCP-¢$ �.' 24 - -- 24'RCP - -�.g- 24'RCP
18'RCP 7Sy
48�= -- - - - -. - - '*� - .- - - -' - - - _ °-'�•rr - _- _ -,r _= _ 7_�r-.�, I NCDOT NCDOT STAND
qTa 6 - 'a - - °@e ¢ - @a> > 7.9 8gPIPE
14V= 4210ANDARD 310.02
O - S 8 3 e 7 g 48.10 @ 36 ,-0 erg Za I
8.0 8.4 •,.> 8.4 63 9ry _
3••.96 !:5-,
> °B +K•1 j r,' 4T °
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-erg at @sIse? m- a °g • - - '> - -�¢ 3. c c.�a • >�
LL OLDS GEORGETOWN D SW �•� -•_ +
J J O R /IN MINIMUM FY SFM O FT LATERAON L PROVIDE RAL SEPARATION
BETWEEN EXISTING SSFM &
PROPOSED NEW RCP
Q a
PERPETUITY BY A DEDICATED HOMEOWNERS
ASSOCIATION. THIS AREA SHALL CONTAIN ALL
STORMWATER PONDS & PUBLIC ACCESS
EASEMENTS.
3. THE 5 COMMERCIAL TRACTS HAVE DEDICATED
IMPERVIOUS ALLOTMENTS & WILL BE REQUIRED
TO CONTRIBUTE MAINTENANCE FEES FOR
STORMWATER POND MAINTENANCE.
4. THE TEMPORARY SEDIMENT BASINS ARE
CONTAINED WITHIN THE PROPOSED STORMWATER
POND AREAS. PRIOR TO CONSTRUCTION
COMPLETION ALL PONDS SHALL BE RESTORED TO
ORIGINAL DESIGN CONDITIONS.
5. ALL STORMWATER BMP'S HAVE BEEN DESIGNED
IN ACCORDANCE WITH BOTH NCDENR & THE
TOWN OF CALABASH REGULATIONS. ALL BMP'S
SHALL BE OPERATED & MAINTAINED IN
ACCORDANCE WITH THE EXECUTED OPERATION &
MAINTENANCE AGREEMENTS.
6. ALL RUNOFF FROM ROOF AREAS WILL BE
DIVERTED TO THE STORM DRAINAGE SYSTEM
UTILIZING SHEET FLOW & POSITIVE DRAINAGE TO
ALL PARKING AREAS.
7. ALL FINAL GRADING AT STRUCTURES WILL BE
A MINIMUM OF 8" BELOW FINISHED FLOOR.
MAINTAIN POSITIVE DRAINAGE AWAY FROM ALL
STRUCTURES.
LEGEND
PROPERTY LINE
- - - - -
RIGHT -OF WAY
TSF
TEMPORARY SILT FENCE
DRET DRET
DRAINAGE EASEMENT
> • • •
GRASS SWALE
SD � SD
PROPOSED RCP STORMDRAIN
�-E
PROPOSED CONTOUR
- - - -48- -
EXISTING CONTOUR
X 48.34
EXISTING SPOT ELEVATION
9.86
TOP OF CURB / SIDEWALK
9.3
FINISH GRADE
SCALE: 1" =
0 50 100
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THISTLE GOLF
CLUB LIMITED
PARTNERSHIP
D.B. 1480 PG. 0188
PROP M.C. W, PG. 200
12 UNTT BUILp NG RY SEDPARCEL No. 2410000106
— (Typ•)
_ Al
N III' SB B B
J N PROVIDE MOUNTABLE
CURB FOR FUTURE
rn COMMERCIAL CONNECTI�
50.00'
THE THISTLE GOLF COURSE
E
S81 BF 3.Sg7
FFf-S1.00 SB BF
SBF
uN BF
" F
U W
-- - -- - -
OLDE GEORGETOWN RD. SW w w
SR 1163 600 R/W
I
(L I o- z I (L z I IL zi���� �I I�
SITE DATA
PARCEL NUMBER:
2410000114
ZONING:
R-8
TOTAL SITE AREA:
23.10 ACt / 1,006,402.73 SFt
BUILDING SETBACKS:
FRONT:
W.
REAR:
30'
SIDE
15'
DENSITY.,
SEE SPREADSHEET INCLUDED w/ PACKAGE (PREVIOUSLY SUBMITTED)
OPEN SPACE
SEE SPREADSHEET INCLUDED w/ PACKAGE (PREVIOUSLY SUBMITTED)
IMPERVIOUS AREAS:
BUILDINGS:
TYPE I: (11)
51,370 SF
TYPE 6: (7)
34.335 SF
GARAGES: (7)
15,750 SF
CLUB HOUSE
10.843 SF
DRIVE ISLE / PARKING:
170,882 SF
SIDEWALK,
37.768 SF
ROADS.,
$3.470 SF
PUMP STATION:
1,750SF
FUTURE
30,000 SF
TOTAL IMPERVIOUS AREA
436,168 SF/10.01 AC
% IMPERVIOUS:
43.35%
PARKING.
60 1 BD. UNITS x 1 SPACE- 60 SPACES
156 2 BD. UNITS x 1.5-
234 SPACES
216/5 x 1 SPACE (ADDITIONAL)- 43.2 SPACES (44 SPACES)
RECREATION a
25 SPACES
TOTAL REQUIRED
363 SPACES
REG. HC SPACES OF TOTAL s 11 SPACES
PROVIDED HC SPACES OF TOTAL - 19 SPACES
TOTAL SPACES PROV'D.
368 SPACES
ADDITIONAL PARKING:
GARAGES: (7)
STANDARD BAYS:
36 SPACES
HC ACCESSIBLE BAYS:
3 SPACES
TOTAL ADDITIONAL SPACES:
39 SPACES
TOTAL PARKING CAPACITY-
405 SPACES
COMMERCIAL TRACT DATA
TRACT 1
AREA:
30.852 SF
IMPERVIOUS ALLOCATION:
18,649 SF
X IMPERVIOUS:
60.45%
TRACT 2
AREA
85,463 SF
IMPERVIOUS ALLOCATION:
59,465 SF
% IMPERVIOUS.
69.58x
TRACT 3
AREA:
137,937 SF
IMPERVIOUS ALLOCATION:
95,385 SF
% IMPERVIOUS:
69.15%
TRACT 4
ARE,
192.963 SF
IMPERVIOUS ALLOCATION:
133,404 SF
% IMPERVIOUS:
69.13%
TRACT 5
AREA:
68.656 SF
IMPERVIOUS ALLOCATION:
48.111 SF
% IMPERVIOUS:
70.07%
LEGEND
PROPERTY LINE
— — — — RIGHT -OF WAY
• •• •
.
.•
•.: •.
•
,.
....V.-4.
•
a
NEW SIDEWALK
NEW ASPHALT
SEE SHEETS C28 & C29 FOR DRIVEWAY
IMPROVEMENTS
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DATE 1.0/29/07
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PRCnEARq�MENT = 2410�01T4
2�jT'AC 6h SET00 Be
-NTJBF BF BF 15' BUFFf? BF�— BF BF —�' Wry pAVMERr'1�116G BF tIF BF 15 BUFFER j
FM�MARKING S SB S> WHITE PAVEMFj� MARKING SB SB SB G SB SB BF
RDS :TYP ACCORDANCE NCDOT STANDARDS (TYP.) " SB —►�` BF ::::.
NCDOT STANDARDS (TYP.) :::::.. '.' ::::. PROVIDE MOUNTABLE S$
MOUNTABLE CURB .....:. . CURB FOR FUTURE
:::.. COMMERCIAL CONNECTION
'
TRANSITION ,:
FROM STANDARD CURB (n ""• i.:' I y /
i/ TO MOUNTABLE CURB I z
!( w m w / y�
o m
Q = m _ Q
Z:
v, Irn m
X •'
4' WHITE PAVEMENT MARKING I I /
IN ACCORDANCE WITH ........•.: D ..' .• !.�
NCDOT STANDARDS (TYP.)
E3
AAambip 6erperataorS O'emea SB SB SB SB SB SB SB :::::::::: SB
850.00' G . .5 'SB
L2 \ /
........
....... ....... ......... .
Adh
C9
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U
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Q
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_ 60 R/W
OLDE GEORGETOM RD. SW
609 R/W
NOTE:
1. ALL SIDEWALK TO BE USED AS WHEEL STOPS w/IN
PARKING AREA SHALL BE TURN DOWN SIDEWALK. SEE DETAIL.
2. EXISTING ROADS AREA CLARIDAY ROAD (SR 1164) &
OLD GEORGETOWN ROAD (SR 1163).
I
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BUILDING PLAN II
4,905 SF
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CLUB HOUSE BUILDING PLAN
SCALE: 314" =1'-0"
LEGEND I
,,
.
......
•'•
•.
a•
-..
'
'd
..
PROPERTY LINE
RIGHT —OF WAY
NEW SIDEWALK
NEW ASPHALT
SEE SHEETS C28 & C29 FOR DRIVEWAY
IMPROVEMENTS
SCALE: 1'1 = 50'
0 50 100 150
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DRWN. PAS
DATE 10/29/07
CAR
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TRAFFIC BEARING FRAME, GRATE DD
sTil..T• POST & HOOD. NCDOT ROADWAY STANDARD
WIRE MESH FENCE �9 _ 3. �'j 1 N0. 840.03 OR APPROVED EQUAL. o w Z
CRIMP RING CONNECTOR QN' 6 S 9.5 AN SIMFi10E CODE (NOT) (p I B A O WIN
2SYNTHETIC a
FILTER FABRIC �e`> 6• AM aasE COARSE (NCAOn o „ 0 O co O N w a s o 0 z
6 a m z r3 o
M
NOTES: dl! a o o "*d W
t 32'J IN WIDTH AtJD SALL HALL HAVE '� N FILL SLOPE P� MUMo o m V O 0p w V (n Y
AITH 12V STAY SPACIINGWIRES A n o� 8 a a Z O in
O
2. FILTER FABRIC SHALL BE MIRIFI GROUND LINE 6" MIN.VARY DEPENDING UPON FIELD
NOTE PAVEMENT SECTION MAY B /1 ' Q 0 w
140 OR EQUIVALENT AND SHALL w t o v (� Y
BE ADEQUATELY FASTENED TO 2" - 3' ?� CONDITIONS. CONTRACTOR SHALL EXPANSION Wg Q Of
= a v;
THE FENCE MESH WITH CRIMP- c TO ANCHOR BOTTOM DIG COARSE AGGREGATE ry �OiCHHNI�CAL ENGINEER TO PLAN JOINT S
LNG CONNECTORS. H Of m
IN 6" DOWN & 6" OUT DETERMINE ACTUAL PAVEMENT O
3. STEEL POSTS SHALL BE 5'-0" N SECTION.o 0 0 $' 0 p z (SELFrW�
IN
iA"' SECTION TYPE. N \ , N N O F 00 O ' z
TEMPORARY GRAVELED PAVEMENT SECTION a N o o ao w
CONSTRUCTION ENTRANCE 0 0 0 0 0 18 N /VA♦ J
SIDE tnrw NTS ® W W Z 0
3' STAKE SPACING STEEL Y P05f 04 0 L_ /V�1 c% Q
SECTION ; 0 V
N 6" CONCRETE (4,000 PSI MIN.) 2'-0„ Z O W =
2' MIN. MIN. 10 ,�,A. WIRE 1•5' 10.5' 1.5' 6x6-W2.9 X W2.9 WWM GALVANIZED 1.5' 1'-6" 6�� 1 1 /2' 06
Z
ON 6"X6 CENT.
1-1/2" NCDOT 8" NCDOT ABC STONE Q
4"R ° QM W =
STEEL Y 27 SLOPE 2% SLOPE �_ " °4 J (n
t 6R d 3R
W Q
s� ° o �Q J 0 Q
° e' ° d ROLLED TYPE CURB
SILT FEN 6" NCDOT ABC STONE BASE • .. ' 1• ° I
° d• ° a..° Q
PLAN VIEW TYPICAL STREET SECTION ° ; ° ° 4 n U O U
FRONT VIEW IOS NOTES:
1. CONTROL JOINTS SHALL BE EVERY 15 Fr. SECTION A -A SECTION B—B
EROSION CONTROL (MAX.) AND EXPANSION JOINTS SHALL BE
AROUND DROP INLET 4'-0' EVERY 50 FT. (MAX). TYPICAL TRANSITION CURB & GUTTER TO CATCH BASIN
NTS 2. PAVEMENT SECTION MAY VARY DEPENDING
6" 3'-0- s' UPON FIELD CONDITIONS. THE PAVING
6 W E.S. FABRIC CONTRACTOR SHALL COORDINATE WITH 1.5 rJ
OWNER REPRESENTATIVE AND GEOTECHNICAL R.'i -J'
STEEL POST_ ENGINEER TO DETERMINE ACTUAL PAVEMENT 4"R
Lu
WIRE MESH FOR STANDARD FABRIC 1=1 I I - •. - L ;, SECTION. z `V
—SPINOARD OR EGRA STRENGTH ill 111 6"R
_ HEAVY DUTY CONCRETE PAVEMENT SECTION 4 °C "
MIN. 14 GA MESH O .; +' ' .: I—� e a 2 n
FOR SfMNARB FABRIC I 4 FILTER FABRIC S (I —I) . • ..' '•.;;. .... '•' ' • ." �I I NT$ ° W a
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ANCHOR FABRIC SHORT ° I S p S o
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J� CONCRETE FLUME WIDTH VARIES
NTS
NOTES: NTS SUBGRADE
I 6" ABC BASE COURSE (NCDOT) ROLLED CURB DETAIL
,. SYN. FENCE FABRIC S,WJ BE MIN. 30' 1N WIDTH WITH NOTES: 1.5' MIN. 1 r 1 M a
3O LB/pH mHSIH.E SIRENGIH FOR STANDARD FABRIC " NTS �/ In 0
Ala 80 19/IN FOR EXTRA STRENGTH. 1. SIDEWALK THICKNESS L BE 4 UNLESS NOTED OTHERWISE. 3 MIN. SLOPE m
2. CONTRACTION JOINTS (C.J� SPACE SAME AS SIDEWALK WIDTH. Q Z
2. FABRIC SHALL BE CONTINUOUS LENGTH. IF JOINTS 3. THICKEN SIDEWALK TO 6; AT DRIVEWM§. 2'-0" F. ARE NECESSARY. LAP FABRIC POST TO Posr. 4. THICKEN SIDEWALK TO 6 IN LAST 3 WHERE IT ABUTS PAVEMENT BOTTOM " n E
a STEEL POST SHALL BE MIN 4' IN HEIGHT AND BE OF THE WITH NO CURB.
SELF-F�+ER � � TME• 5. 1 2" EXPANSION JOINT E.J.) REQUIRED AT 30' MAX. AT SIDEWALK 1/8"R TOOLED 1 -6 6 1 1 /2"R � "I 'O
/ (( JOINT TYPICAL DITCH C(31
JUNCTIONS, AT STRUCTUR S AND AS NOTED ON SITE PLAN. CLASS A CONC. 5 Z o o
TEMPORARY SILT FENCE 6. PROVIDE A LAYER 01 15 bLDG. FELT BETWEEN WALK AND ADJACENT NTS
ms 7. REINFORCE w ELING 6 6B 0 10 W.W.M. E - NOTE: 44 3"F2 = W w
/ / DITCH TO BE LINED W/EROSION CONTROL
MATTING DURING CONSTRUCTION. UPON 3' R ° ° O = x
A A 1 /2" EXPANSION TO BE STABILR COMPLETION OF CONSTRUCTION,ITHDITCH ° ° -1 wiC �_ CL u- o
JOINT MATERIAL 06 �Ij
CURB 30' MAX. SPACING EXPANSION JOINT (E.J.) ° : ° _ ... •, ° ° cD `�
It
1/4' WOE MESH a d ° n ° ° ° 00
5 .;..� : �'• .. 1/4"xt" DEEP w/AN 4" ABC STONE v W t
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1/8"R TOOLED JOINT COMPACTED SUBGRADE EXTEND 6" BEYOND (%) rn N Z
CURB & GUTTER = �J
Sim I�OSf CURB SECTION Y Z Z
912-
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' �` , �� CURB TYPE DEPENDS ON GRADES SHOWN ON GRADING PLAN. GRADES INDICATING FALL AWAY FROM (n
slnuHExr I _ BLDG.-STRUCTURE r CURB SHALL BE SPILL OFF TYPE CURB. GRADES INDICATING CURB ACCEPTING FLOW SHALL BE Z
S10NE 1 — , slnuENr STONE PLAN °°5'd �2 UFO �2 FLOW LINE TYPE. O 0
swu IE .
SECTION A -A 2. aHA tBE �pOWN /H a�\\J' 4" CONC. SIDEWALK Z U
MULTI -DIRECTIONAL FLOW MM AS"KME 14 SIDEWALK JOINT DETAILS �8 w/6x6-10/10 W.W.M.
INLET PROTECTION NTS
NTS 'I ! s
NCDOT DEPRESSED CURB
EROSION CONTROL —\ PLAN ��—
STONE \ ASPHALT
c�^ova I I I
` -,Y, .• O O 3000 JOINTS4" SIDEWALK cur
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CONCFXM , 8':1'
4 0O A SECTION
VARIABLE NOTE: PROVIDE 1 RAMP ON EACH r II- I I 4" 8"
CORNER FOR X-TYPE INTER- y 07128
N ADD DETECTABLE WARNING SECTIONS AND 1 ON EACH 6x6-10/10 W.W.M. �COMPACTEo +T ' TURN DOWN SIDEWALK JPN
w DOMES IN ACCORDANCE WITH CORNER AND ON OPPOSITE suHlcRaoE
Q `" NCDOT STANDARDS. SEE SIDE FOR T-TYPE INTER- 4• 6• - NTS/�
aco. JPN
NCDOT STANDARD 848.05 p�2s, STOP ��'LSECTIONS. SECTION \�' ORWN. PAS
CONCRETE SIDEWALK CONTROL JOINT 6
FUTURE SIDEWALK LINE FUTURE SIDEWALK
•... - �• DATE 10 oA /29/07
_ 1/2- ASPHLLTIC PREFORMED 3'R
7 - - EXPANSION JOINT `,\f,\• 1'f °Q��° ,,��\TIIIIIIA��
SEE SITE PLAN STONE SHALL NOT PED • C" ��� /i
BLOCK OR IMPEDE CROSSING ,` A ,
PIPE FLOW r -)t' �'3 u �•p -7
h TAPER FROM N STOP H 1
`J` 5 RAMP TO TYP. vi LINE `� h m\\J SEAL
aaqq ¢� ; ` 1196E co
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TABLE WARNING
6, SUBGRAOE I I _ yiJiAGINE:�OQ'`�`
MIRAFI 6DOX FILTER FABRIC MI SECTION �� '�'��o° DOMES ADD EINCACCORDANCE WITH ,,'����pUUN`,``
SECTION A - A OR APPROVED EQUAL WHEEL CHAIR RAMP sV°� NCDOT STANDARDS. SEE
NOTE FILTER FABRIC AND STONE SHALL BE TOED UNDER FLARED END SECTION 4 ..,.` NCDOT STANDARD
TYPICAL SIDEWALK AND
ENERGY DISSIPATOR PROPOSED OR WHEEL CHAIR RAMP DETAIL
NTS FUTURE SIDEWALK TYPICAL SIDEWALK RAMP DETAILNTS
Fop C23
WHEELCHAIR CURB CUT LOCATION DETAIL f
.� s joo � \
N.T.S.

2"
STANDARD MANHOLE STEP
NOT TO SCALE
1/2" R 1/2 TOP OF COVER
VIEW
NOTE:
SEWER GUARD NEEDED ON ALL MANHOLES
1. STAINLESS STEEL IF IN ROADWAY.
2. PLASTIC IF IN GRASS AREAS.
STANDARD MANHOLE
FRAME & COVER,
SEE DETAIL
BITUMINOUS
IMPREGNATED
YARN FRAME SEAL
TYPE "N" MASONRY
MORTAR, 1" MAXIMUM (o
1 P.
ECCENTRIC CONE
SECTION (TYPICAL) ANHOLE " ..
STEPS-16"
1" BUTYL MASTIC O.C. VERT. 'p
ROPE SEALER MAXIMUM
�
PRECAST 48" MANHOLE 5" MIN.
SECTIONS AS REQUIRED 4'-0" °•
ASTM C478, INTEGRAL
FLOOR, UNLESS -CONCRETE
SHOWN OTHERWISE 8"
NOTES:
1. NEOPRENE BOOT, KOR—N—SEAL OR
EQUAL, TO BE USED ON ALL PRECAST
MANHOLES WITH ALL TYPES OF PIPES.
2. PIPE CLAMP (300—SERIES NON—
MAGNETIC CORROSION —RESISTANT
STEEL).
3. EXPANSION BAND (KORBAND 6061—T6
ALUMINUM ALLOY WITH A BLACK
ANODIZED SURFACE
—PRECAST CONCRETE
GRADE ADJUSTMENT
RINGS —MIN. 4" HIGH
(MAXIMUM OF 2)
NEOPRENE
SEE BOOT
NOTE
3
'a
'a;: -•a,.' SEE NOTE
s 2
lz
10 AGGREGATE BED,
NO. 57 STONE
6" CONCRETE BASE
IN.
TYP.
1/2" BOTTOM OF COVER NOTE: ALL MANHOLES WITHIN NCDOT RIGHT OF WAY SHALL BE CONSTRUCTED PER NCDOT STANDARDS.
VIEW STANDARD PRECAST CONCRETE MANHOLE
1" R NOT TO SCALE
SLm
PLAN NOTE:
FRAME AND COVER TO
BE DEWEY BROS., INC.
MH RCR-2001, MH RCR
-2001W (FOR SEALED
MANHOLES IF REQ'D.-AS -� --DIRECTION OF FLOW
DETAIL SHOWN ON PLANS), OR -
25-1/4" APPROVED EQUAL. BRING
3/4"F2-1�8-
23-3/4" STONE TO START LAYING AT LOW END AND BUILD AGAINST DIRECTION OF FLOW
SPRINGLINE
23-1/2" (MIDDLE OF PVC)
1" 3„ 3/8" 1-1/2"
MN
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I- ILLJI '1/2" 4-0/4
3-3/4"
22-1/4" 1/2"
24-1/2"
4-3/8"
33-1/4"
SECTION A —A
NOTE: ALL MANHOLES WITHIN NCDOT RIGHT OF WAY SHALL BE CONSTRUCTED PER NCDOT STANDARDS.
STANDARD MANHOLE FRAME AND COVER
NOT TO SCALE
NEENAH R-7514 HANDHOLE-
FRAME & LID OR APPROVED
EQUAL
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THICK
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SERVICE LATERAL
NOTES:
1. CLEAN -OUT PIPE AND FITTINGS SHALL BE THE SAME DIAMETER AND
MATERIAL AS THE SERVICE LATERAL.
2. PROVIDE CLEAN -OUTS WHERE INDICATED ON THE PLANS.
3. D.I.P. CLEAN -OUTS SHALL HAVE BRONZE -THREADED CLEAN -OUT PLUG.
4. WHERE CLEAN -OUTS ARE INSTALLED ON PIPING UNDER PRESSURE, ALL
JOINTS SHALL HAVE RETAINER GLANDS OR OTHER APPROVED METHOD
OF RESTRAINT. ALL RISER PIPE, FITTINGS AND CLEAN -OUT PLUG SHALL
BE WATERTIGHT AND RATED FOR THE PRESSURES PRESENT AT THE
PARTICULAR POINT OF INSTALLATION.
SANITARY SEWER SERVICE LATERAL
CLEAN —OUT DETAIL
NOT TO SCALE
TONE 01
33RAVEL
P.V.C. PIPE —
NORMAL CONDITIONS
PLAN
P.V.C. PIPE —
WET CONDITIONS
EARTH BACKFILL COMPACTED
TO 90% MINIMUM -HAND
TAMPING, TO 95% UNDER OR
ADJACENT TO STRUCTURES
NOTES:
1. STONE OR GRAVEL TO BE WELL TAMPED.
SIZE 1/2" TO 1-1/2". INCLUDE IN UNIT
PRICE BID FOR PIPE.
2. HAND CARVE BOTTOM AND SHAPE FOR
LOWER QUADRANT OF PIPE. EXCAVATE
ADDITIONALLY FOR BELLS.
3. TRENCH SHEETING DRIVEN BELOW INVERT H.,.0 ,..�
MUST NOT BE REMOVED. AT BELLS
D.I.P. NORMAL
FINISHED GRADE
MANHOLE CONSTRUCTION
SIMILAR TO STANDARD
MANHOLE --
NEW OR EXIST.
CULVERT
3000 PSI CONC.
FOOTING
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NCDOT ROADWAY STANDARD
NO. 840.03 OR APPROVED
EQUAL NOTE: IF PRE -CAST BOXES
ARE USED THE CONTRACTOR
IS RESPONSIBLE FOR CONFIRMING
THAT THE PIPES CAN BE INSTALLED
TO THE GRADES SHOWN ON THE
PLANS USING A PRECAST BOX
PRIOR TO CONSTRUCTION.
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SEE PLAN
FOR PIPE ORIENTATION
PVC OR
ABS PIPE
MANHOLE BASE SECTION
Y
NEOPRENE BOOT
.,Q
EXPANSION BAND
GROUT AROUND PIPE -TO
BE FLUSH WITH INSIDE
FACE OF BASE SECTION
GRAVITY SEWER
MANHOLE
AGGREGATE STONE —
3" MAX. INVERT
BEDDING, MIN. 8"
TOP & SIDES, 6"
.... ; a,:
BOTTOM, TYPICAL
PIPE CLAMP
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PVC OR
ABS PIPE
NOTES:
1. MATERIAL SPECIFICATIONS: NEOPRENE BOOT — ASTM C-923; PIPE
CLAMP & EXPANSION CLAMP — STAINLESS STEEL, ASTM C-923.
2. TWO PIPE CLAMPS REQUIRED FOR PIPE O.D.'S 15" AND LARGER.
STANDARD MANHOLE BOOT
NOT TO SCALE
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DETENTION POND NOTES:
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2. SEED FOR SLOPES SHALL BE 20% CARPET GRASS, 24% BERMUDA, 2OX TURF FESCUE, 10X CREEPING RED
FESCUE, AND 24% RYE. SEED AT RATE OF 2-3 /'S PER 10DO SF. DETENTION POND NOTES:
3. THE VEGETATED SHELF SHALL BE PLANTED WITH A COMBINATION OF TWO OF THE FOLLOWING ON 3' CENTERS. 1. RESTORE POND TO DESIGN SIZE AND SHAPE UPON COMPLETION OF CONSTRUCTION AND STABILIZATION OF SITE.
1. PICKERELWEED 2. SEED FOR SLOPES SHALL BE 20% CARPET GRASS, 24X BERMUDA, 20% TURF FESCUE, 10% CREEPING RED
2. DUCK POTATO FESCUE. AND 24X RYE. SEED AT RATE OF 2-3 #'S PER 1000 SF.
3. SWAMP ROSE 3. THE VEGETATED SHELF SHALL BE PLANTED WITH A COMBINATION OF TWO OF THE FOLLOWING ON 3' CENTERS.
4. BLUE FUG
1. PICKERELWEED
5. CARDINAL FLOWER 2. DUCK POTATO
3. SWAMP ROSE
CLASS B RIP RAP 60OX MARIF] FABRIC 5. BLUE
FLAG
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4' KEYED IN O 0.54,
Noce ' OR EQUAL NOTE:
1. BASK FRAME AND GRATE MAY BASIN, FRAME AND GRATE MAY
VARY INNONESSSOANL BIMIN q1S. VARY w NONESSENT DILIDlSIONS.
TOP = 48.0'
w/xioia�ou F AeIST w BASIN XKNOC GOUPRETST BASIN
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ALL 4 SIDES
4 sIDES 07128
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3 JPN
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ELEV. = 47.30' SIm REHAR GALV. OR ASPHALT COATED) NOTE. CONTRACTOR SHALL PROVIDE A TEMP. PAS
STEEL Rfl1AN SCALY. OR ASPHALT CGATfD) NOTE OONmALTOR SHALL PROVIDE A1F1W. HIGHER THAN 0010E. ACKMEI.DED AT 4 QC. EACH WAY LAN PLAN /57 STONE �1 AT OURET OPoFRIE. STONE DATE 10�29�07
w4 oa EACH war wD PLAN s A o S t TOP or BASIN IN TOP OF BASH BE GMT
HI THAN ORIFICE.
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DETENTION POND OUTLET STRUCTURE POND #1 NIDETENTION POND OUTLET STRUCTURE POND #2 C26
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SITE WORK NOTES:
1. THE CONTRACTOR SHALL VISIT THE SITE TO BECOME FAMILIARIZED WITH EROSION CONTROL NOTES AND MAINTENANCE PLAN: `"W p ti O
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FIELD CONSTRUCTION HXXIDRTIOIS. 1. INSTALL EROSION CONTROL MEASURES BEFORE
OR AS SOON THEREAFTER AS POSSIBLE. EROSION w Z J
MD SEDIMENT CONTROL PRACTICER WILL BE CHECKED FOR STABILITY S J J La Q
+ 2 CONTRACTOR SHALL COORCRNATE WORK WITHIN MCDOT AND LOCAL RIGHT W f/I
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3 OBJECTIONABLEN W w � z r o W
% 4. STRWPWG: BEFORE EXCAVATING OR FILLING. REMOVE ALL TOPSOIL. MAYS4 S SPILLED STONE W�p IR40M ONTO PPROPER DEPTH. A"YOM iY � � c�� � p a � Z z U 3 W Z �
• 9, , WOOD. LEAVES. AND ANT' OTTER UNSUITABLE WTETAL BE RENOVm IMMEDIATELY. EWE 0 0 O: z z rn Y
5. MUCKING' REMOVE ANY SOFT. ORGANIC SILT MATFANLS AND DIMING �W >
BURIED CONSTRUCTION DEBRIS AS REQUIRED AND FILL. TO SU IGRADE 3. SEDWENT WILL BE REMOVED FROM THE SEDIMENT TRAP AND BLOCK AND N "SIN w g= o Pi 0 0 a W V)
ELEVATIONS WITH A CLEAN SELECT -FILL COMPACTED AS SPECIFIED. GRAVEL INLET PROTECTION DEVICE WHEN STORAGE CAPACITY HAS 8EQ1 2 0 3 Q 0 a a m R'
APPROXIMATELY 5OX FILED. GRAVEL WILL BE CLEANED OR REPLACED ce S J
1 /� �rY1 CJ`I 6. DISPOSAL: CLEARED. GRUBBED. STRIPPED OR EXCAVATE) SPOIL SHALL WHET! THE SEDIMENT POOL NO LONGER DRAINS PROPERLY. O uj .
26 �� • 7 CP AAPPPLICABLE L Af0WED FROM ND STATE CODES OF IN ACCORDANCE WRIT ALL 4. MALL EROSION CONTROL MEASURES AROUND THE DROP INLETS AS 0 0) C cn 00 OO 00 00 0D Z
1 SHOWN ON THE PLANS 70 TRAP SILT DURING CONSTRUCTION. INSPECT : \ o : \ • \ LLJ00 a
7. BORROW MATERIAL: THE CONTRACTOR SHALL FURNISH BORROW THE EROSION CONTROL MOUND THE INLETS AFTER EACH RAW AND WAKE U) � N n tO N o 0 M... O Z
MATERAL REQUIRED FROM OFF SITE MID OBTAIN ALL REQUIRED PERMITS REPAIRS IMMEDIATELY. REMOVE SEDIMENT WHEN IT BECOMES 0.50' DEEP N N - C4 N \ \ \ \ Q 0
U' F O R E B A Y ASSOCN1hD WIM IIIXHROW OPERATIONS. WHEN CADEQUATE STORAW ONTRIMAING ��� ADE, M o rn o 0 o M N w J
B. FILL AND COMPACTION: AFTER STRIPPING THOSE AREAS DESIGNATED 70 SUBIM. REMOVE ALL MATERIALS AND ANY UNSTABLE SOIL AND ®
+ RECEIVE FILLSHOULD BE PROOFROLLED WITH A 10-TON VNM70RY STEEL OTHER SALVAGE
R DEPOSE
OF IT PRAT PROPERLY
J Jj -j m
WHEELED ROLLER TO COMPACT THE TOP 8' TO AT LEAST 98X OF MAXIMUM AREA TOPROPER Spy ALL BARE AREAS Q O
DENSITY AT OPTIMUM MOISTURE CONTENT. ANY AREA WHICH PUNINLETS.
S OR AROUND THE DROP ETS. co �n M m a
RUTS EXCESSIVMY SHOULD BE UNDERCUT AND REPLACED WITH A CLEAN. W w IX 0: w ��////JJ��
! SILTY OR CLAYEY SAND HAVING A UHNFIED SOIL CLASSIFICATION OF SP. SM. 5. SEDIMENT WILL BE REMOVED FROM BEHIND THE SILT FENCE WHEN IT a } O
�-J • OR SC. FILL MATERIAL 5' OUTSIDE OF BLINDING AREAS SHALL THEN RE BECOMES 0.5 FT DEEP AT THE FENCE THE SEDIMENT FENCE WILL BE Ln
% PLACED IN LAYERS NOT TO EXCEED 8" AND COMPACTED 70 AT LEAST 95S REPAIRED AS NECESSARY TO MAINTAIN A BARRIER. SILT FENCE STAKES
TOF HEUPPER 12 INCHES SUBGRADE BEING �ACT(TED 70 989 OF THE 8 WITH WILL
OOTT STAKE SPAALINNa BE SPACED 6 FEET �� UNLESS A WIRE BACKING Hs usm WRIT � O uj
u
STANDARD PROCTOR MAXIMUM DRY DENSITY. FILL M7E IA S WITHIN
DING AREAS TO A LINE THE BUILDING ARDS 94A L BE Ix
BDU
SEDIMENT THE SEDIMENT BASIN VALL BE CLEANED our WHEN THE LEVEL of
5Q1 OF � STUD PROCTOR UM �DENSITY �D- �9� BEC D OR R LA Fr BELOWWHEN THE TOP EN THE RISER. GRAVEL WILL GRASS SPECIFICATION I B 1 = O Z
CB THE UPPER 12 WCIES OF SUBGWADE BEING ALhED"IN 6 INCH LAYERS DR � OR REPLACED WHEN THE SEDIMENT POOL NO LONGER W
TO 1009 OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY. IN AREAS CRAWS PROPERLY. Q N
>�• 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER
+ WHERE E UBGRA IIE SHOULD FILL S lO BE PUKED 7FA UEW /2 NOF TH OF 7. Z CUT OR FILL SLOPES SMALL EXCEED ASIDE SLOPE AL 1 VERTICAL A 3 ADVERSE SOIL CONDITIONS.
IN -PLACE PROCTORAXIMUM BE DENSITY
IF AT LEAST MATERIAL
I OF THE IH0 INCLUDING
UNLESS WALE% OTHERWISE STOCKPILES ON THE PUN. ALL DISTURBED AREAS
TO COMPACT
TO THE
YAIOMW pry DENSITY. E THE MATERAB S TOO DRY RHGIIDING gAp� gN AND µy o U 2. RIP THE ENTIRE AREA TO A 6 INCH DEPTH.
TOACCORDANCE
TO WITH REQUIREDCOMPACT DENSITY EACH DYER SHALL BE METED SHALL BE STABLIZED WITHIN 15 DAYS OF CEASE OF ANY F1USE OF ACTIVITY 3. REMOVE ALL ROCKS, ROOTS AND OTHER OBSTRUCTIONS LEAVING SURFACES in
W a
r W ACCORDANCE WRIT COMPACTION REQUtlEMERS. ff 71E MATERIAL S SMOOTH AND UNIFORM.
V� • 700 WET TO SECURE PROPER COMPACTION, IT SHALL BE NARROWED L ALL DISTURBED AREAS SHALL BE SEEDED WITHIN 15 DAYS OF 4. APPLY AGRICULTURAL LIME AND FERTILIZER UNIFORMLY AND MIX WITH SOIL Z Q W m
V /� REPEATEDLY OR OTHERWISE AERATED WITH SUITABLE EQUIPMENT UNTIL OSTIRBMICE. ALL SEEDED AREAS WILL BE FERTILIZED. RESEEDED AS UME: 45 LBS. PER 1000 S.F. a
POND #3 OPTIMUM NE IN � SHALL PLACED W NECESSARY. AND MULCHED ACCORDING TO SPECIFICATIONS IN THE PHOSPHOROUS: 20 LEIS PER 1000 S.F. O
lT SUCH F MANNER THAT A SURFACE WILL CRAW ADDITIONAL
AT ALL IYE."w y�7A7WE'KAN TO CONTAIN A VIGOROUS. DENSE VEGETATIVE COVER. FERTILIZER: 17 LBS. PER 1000 S.F.
SEE SIRUCRIRN. NHX7ES AND SOTS REPORT FOR ADDITIONAL Y� V U
�+ 5. .CONTINUE TILLAGE UNTIL WELL PULVERIZED, FIRM, UNIFORM SEED BED
9. MORE STRINGENT MEASURES SHALL BE USED TO WILT EROSION IT THOSE IS PREPARED 4-6 INCHES DEEP. O
9. LAYOUT; THE CONTRACTOR SHALL PROVIDE AL LAYOUT REQUIRED 70 SHOWN ON THIS PUN ARE NOT EFFECTIVE. 6. SEED ON A FRESHLY PREPARED SEED BED AND COVER SEED LIGHTLY.
IRI)Cf HIS 10. AL EROSION SHALL BE CONTROLLED INCLUDING SIDE SLOPES BEFORE 7. MULCH IMMEDILYEAFTER SEEDING AND ANCHORBMU MULCH.
H.
10. THE CONTRACTOR 15 RESPONSIBLE FOR THE LOCATION AND PROTECTION THE PROEM IS COMPLETED. GRAIN STRAW & HAY AT 75 TO 100 LBS PER 1000 S.F.
OF EXISTING UTILITIES DURING CONSTRUCTION. 11 REMOVE TEMPORARY MEASURES UPON COMPLETION OF PROJECT ALL WOOD CHIPS AT 500 L.BS. PER 1000 S.F.
11. EXISTING BOUNDARY AND TOPOGRAPHIC INFORMATION FROM SURVEY PERMANENT MEASURES WILL BE WELL ESTABLISHED BEFORE PROJECT JUTE & MESH AS PER MANUFACTURER
11. EXEC O, OOUNDA CLOSE-OUL 8. ASPHALT FOR ANCHORING MULCH SHALL BE TYPE SS-1 EMULSION AND
APPLIED AT A RATE OF 1000 GAL.. PER ACRE FOR SLOPE STABILIZATION,
12. THE CONTRACTOR SHALL VERIFY DIMENSIONS AT JOBSITE. AND 150 GAL PER TON OF STRAW FOR ANCHORING STRAW.
9. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEED
13 THE CONTRACTOR S RESPONSIBLE FOR THE COOROINGION OF SEQUENCE WITHIN THE PUNTING SEASON, IF POSSIBLE. IF GRASS STAND SHOULD BECONSTRUCTION J
RELOCAGON OR DISCONNECTION OF ALL EOSIING UIBRES WITH MID SEEDING R�ATEESS: REESTABLISH FOLLOWING ORIGINAL UME• fERTIUZER _I
APPLICABLE AGENCIES AID AUTHORITIES. 1. BALL GRAVEL. � ENTRANCE CLEARING 10. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT, AND R
Z7� 14. ALL PAVEMENT AND BASE MATERIALS AND WORKMANSHIP SHALL j MALL MAATE µL PO i0 BE SILT FENCING � WETLANDS PRIOR TgpDIjMENT STOWE FERTILIZATION AFTER PERMANENT COVER IS ESTABLISH& MU N
CONFORM TO NCDOT STANDARDS. BAASM 11. SEED FOR TEMPORARY AND PERMANENT APPLICATIONS SHALL BE N
4. INSTALL II.ET PROTECTION UPON COMPLETION OF INLET INSTALLATION. 20% CARPET GRASS It U
rr^^ 15. WATER AND SEWER SERVICES SHALL BE INSTALLED 70 MEET LOCAL AND 5. ALL DISTURBED AREAS SHOULD BE SEEDED WTITNN 15 DAYS OF GRADING. 24% BERMUDA GRASS IC 10� Z n
W STATE PLUMBING CODES. METER AND TAPS SHALL MEET ALL LOCAL G. UPON PROEM COMPLETION & STABILIZATION. REMOVE SILT FENCING & 20% TURF FESCUE o LLT rn
IL0.
ALL SHALL BE GRADED FOR POSITIVE DRAINAGE ANY ACCUMULATED SEDIMENT. 10% ACNREEPIN RED NUAL RYE FESCUE W AIN LU l�INC shy
CAM 5/T6'x3' B *BERMUDA SEED SHALL BE HULLED FOR WARM WEATHER Z J m R
PT 2x8 WAER� WITH OVERSIZED FEND PLANTING. PURITY OF SEED SHALL BE A MIN. OF 98% AND J
WASHERS. GERMINATION SHALL BE A MIN. OF 85%. 3:= O S S
PT 200 CAP PLATE ALL DISTURBED AREA SHALL BE SEEDED WITHIN 15 DAYS OF THE COMPLETION
R6 t OF GRADING.
CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR
TOP�18.50 ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION
OF DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO
PT 2x6 WAFT ALV. 1/2'x16' THROUGH BOLT WELL UNDER LOCAL CONDITIONS. OTHER SEEDING SCHEDULES MAY BE POSSIBLE.
27.24, WITH OVERSIZED FENDER WASHERS
T zxa LAMER VINYL SHEETPILE WALL PLAN JQ Z co CID
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(� NOTES FMB M M
1. CONSTRUCTION LAYOUT SHALL BE BY THE CONTRACTOR FROM BENCH Z VIV 00 c
r I MARKS AND BASE LINES ESTABLISHED BY THE CONTRACTOR. ^ LL v , C �
STRUCTURAL TIMBER/VINYL SHEETPILE: I- W W
POND #3 DETAILS I I. DRIVE ET SHEET PILES TO MIN. PENETRATION AS SHOWN _ �[ Z = x
2. BULKHEAD LUMBER 06 d L� 0
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TEMPORARY POOL = 46.5' RV ERM RIP RAP LINED �1
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SHWT= 46.0' 3
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SEDIMENT REMOVAL = 41.0'
FOREBAY BOTTOM 39.00'
S 1 0 1
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11 3
3:1 75' BOTTOM = 39.0' S'
VINYL SHEET PING - 12.4'
VEGETATED �i
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SNOREGUARD 150 OR EQUAL
SIDE SLOPE To', 10:1 101
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VEGETATED 3:1 3:1 VEGETATED
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NORMAL 4. ALL HARDWARE AND NAILS SHALL BE HOT DIP GALVANIZED UNLESS L.L
POOL NOTED OTHERWISE, USE CUT WASHERS UNDER ALL BOLT HEADS AND Z
NUTS. NAIL SIZES AND NUMBER ARE NOT SHOWN. USE ACCORDING O O
TO GOOD CARPENTRY PRACTICE. USE COMMON NAILS ONLY.
POND CROSS SECTION 5. HOT DIP GALVANIZED AFTER FABRICATION ALL EXPOSED ANGLES,
U
Nis VINYL SHEETPILE WALL SYSTEM PLATES. ETC. (ASTM A153).
6. USE DOUBLE HOT DIP ZINC COATED NAILS FOR PRESSURE TREATED Z
LUMBER 'PTL' NAILS BY MAZE NAIL CO.
7. PROVIDE TREATMENT CERTIFICATES ON ALL LUMBER BY AN
INDEPENDENT 3RD PART INSPECTOR AWPB OR SPIB APPROVED AND
DETENTION POND NOTES: SUBJECT TO APPROVAL BY ENGINEER.
1. RESTORE POND TO DESIGN SIZE AND SHAPE UPON COMPLETION OF CONSTRUCTION AND STABILIZATION OF SITE.
2. SEED FOR SLOPES SHALL BE 20% CARPET CRASS, 24X BERMUDA, 20% TURF FESCUE, 1OX CREEPING RED
FESCUE, AND 24% RYE. SEED AT RATE OF 2-3 J'S PER 1000 SF.
3. THE VEGETATED SHELF SHALL BE PLANTED WITH A COMBINATION OF TWO OF THE FOLLOWING ON 3' CENTERS. HEAVY DUTY HEAVY DUTY
1. PICKERELWEED CONCRETE PAD CONCRETE PAD
2. DUCK POTATO
3. SWAMP ROSE SEE DETAIL SHEEP C23 SEE DETAIL SHEET C23
4. BLUE FLAG
5. CARDINAL FLOWER 4' RECYCLE BIN TRASH COMPACTOR
'KITE LOADING AREA
aJSN FRAME ANo �� wY LOADING AREA
YARr IN NON6sDRAL 5' WIDE SIDEWALK 5' WIDE SIDEWALK
V X 4' PRECAST CONC. IASN SEE DETAIL SHEET
SEE DETAIL SHEETKNOCKOUT 07128
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1' WIDE MASONRY WALL.
SEE ARCHITECHTURAL PLANS SEE ARCHITECHTURAL PLANS DES. JPN
CLASS B RIP RAP 60OX MARIFI FABRIC
KEYED IN ® 0.5' OR EQUAL TAM. PAS
......................................................
//44 SIEEEL RE841t jCALV. OR ASPHALT COATED) NOTE: CONRACTOR SHALL PROVIDE A TEMP. T .. • • • ... • . • . • ...... ................. ..................... .......... .
7NCKWELOED AT 4 O.C. FAGI WAY LAID PLAN /57 STONE SCREQI AT OUNET ONfiCE. STONE r O O
IN TOP OF BASIN STALL IE oNE FaoT HMO THAN ORIFICE •::•:RECYCLE'::•::•.:••:•::::•::::•.::•:•::•:•::•:•::•:•::•::'.•:•::•:.• TRASH DATE 10 29 D7
LA 04 04 in
BIN COMPACTOR " +-
TOP = 48.0 ....
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W. _ +5•� M�`" ' RECYCLE BIN AND TRASH COMPACTOR LOADING AREAS '-;y�tt��••��.HCTNE��•�Q�,�
2.5' I.D. NLET PIPE INLET 45.50
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