SW8980521_Approved Plans_19981210

APPROVED
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
DIVISION OF WATER QUALITY
Date 10 08f'LT
Stomwnbr Permit No. SWI q�bSZ(
Hydrologic and Hydraulic Calculations
for
SEA TRAIL CORPORATION
BRUNSWICK COUNTY, NORTH CAROLZMA
QTORi��WATER
Prepared By
CONSULTING ENGINEERS
Shallotte, North Carolina
April 1998
p E C E 1 V E
NOV 1 $,99g D
PROJ#5M""MSZI
f i�Vi5C6 I � M8
FEVIsa) N'6VEmER 1 96

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BASIN
I.D.:
Flowrate
1
0.84
2
1.12
3
0.62
4
1.78
5
2.06
6
0.69
7
1.93
8
0.36
9
0.36
10
1.81
1 1
1.57
Sea Trail Waterway
Grate Inlets
4/22/98
Inlet Grate Hydrology & Hydraulics
Check most critical catch basin. Inlet grate sized for most
critical basin will be suitable for all basins.
Most Critical Basin = Area 5
10-Yr Flowrate: 2.06 cfs
Minimum Perimeter grate with head limited to 0.6 feet:
P = Q / (C*H^1.5) where C=2.5
Perimier. 1.8 Feet
Minimum Open area of grate with head limited to 0.6 feet:
A = Q / C*(2*g*H)^0.5 where C=0.6
Open Area: 0.6 SF

Sea Trail Waterway
Storm Drainage Inverts
4/22/98 Prepared By: SWG
Checked By:
Storm Drain
I.D.
Len #h
Feet
Inv. In
msl
Inv. Out
msll
Grate Elev.
at Inv, In
Culvert Diam.
rinche3;
SD1
S02
105
60
7.00
7.60
6.50
7.00
11.00
11.00
18
15
S03 !
SD4 •
92 1
105
9.00
10.70 I
7.60
9.00
12.45
14.10
15
15
SD5 •
SD6
125
55 !
5.60
6.50
5.00
6.30
9.00
10.50
15
18
SD7 ;
109 !
7.00
6.50
10.40
15
S08 !
SD9 !
75 I
100
8.50
10.40
7.00
8.50
11.85
13.80
15
15
SD10
120 i
5.60
5.00
9.00
15
JB = Junction Box I

Sea Trail Waterway
Culvert Hydraulics
4/22/98
aui
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
4.3tsi CFS
MANNINGS n =
001.2f
DIA. FOR CULVERT PIPE
INCHES
DIA FOR RISERINCHES
LENGTH OF CULVERT PIPE =
1016 FEET
INV. IN ELEV. OF CULVERT=
7.-G.0 FEEr
INV. OUT ELEV. OF CULVERT =
6,.50; FEET
INLET COEF. FOR CULV. PIPE FLOW =
� '
:.
INLET COEF. FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
0.00: FEET
WEIR FLOW COEF. _
TAILWATER ELEVATIONFEET
VELOCITY=
2.47 FPS
SD2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE
CF5
MANNINGS n
DIA. FOR CULVERT PIPE =
1.5 INCHES
DIA. FOR RISER =
O': INCHES
LENGTH OF CULVERT PIPE =
6 0_ FEEr
INV. IN ELEV. OF CULVERT =
7.60 FEET
INV. OUT ELEV. OF CULVERT =
7.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.6
INLET COEF. FOR CULVERT INLET CONTROL =.
0.6
RISER WEIR ELEVATION =
0:00. FEET
WEIR FLOW COEF. =
'0
TAILWATER ELEVATION =
9.30 FEET
VELOCITY=
2 10 FPS
TAILWATER UNKNOWN = ZFRn rm
Prepared By: SWQ .
Checked By:
HEADWATER ELEVATION ASSUMING INLET
HEAD = 0.26
HEADWATER ELEVATION = 8.01
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.30
HEADWATER ELEVATION= 9.30
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.19
HEADWATER ELEVATION = 8.42
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD= 0.18
HEADWATER ELEVATION = 9.48
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION= #nlvmi

Sea Trail Waterway
Culvert Hydraulics
4/22/98
I SD3
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
'tl96 CFS
MANNINGS n
DIA. FOR CULVERT PIPE _
`' INCHES
V
DIA. FOR RISER =
E-; INCHES
LENGTH OF CULVERT PIPE =
g 2; FAT
INV. IN ELEV. OF CULVERT =
9. a0 FEET
INV. OUT ELEV. OF CULVERT =
7.6:0 FEET
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
? ; '. O -66i FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
9.48 FEET
VELOCITY=
1.59 FPS
SD4
HEADWATER ELEVATION CALCULATIONS
Prepared By: SWQ .
Checked Bv:
HEADWATER. ELEVATION ASSUMING INLET
HEAD = 0.11
HEADWATER ELEVATION = 9.73
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.13
HEADWATER ELEVATION = 9.61
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/01
FLOWRATE _
_. 0:84. CFS
MANNINGS n =
Ot0i2:
HEADWATER ELEVATION ASSUMING INLET CON7
DIA. FOR CULVERT PIPE _
' 1.5: INCHES
DIA. FOR RISER =
,.`p 4; INCHES
HEAD = 0.02
LENGTH OF CULVERT PIPE =
105 FEET
HEADWATER ELEVATION = 1 1 .35
INV. IN ELEV. OF CULVERT =
10.70 FEET
INV. OUT ELEV. OF CULVERT =
9.00
INLET COEF. FOR CULV. PIPE FLOW =
-'ot.5,
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION
_..43aIp<FEET
HEAD= 0.03
WEIR FLOW COEF. _
�;a0?
HEADWATER ELEVATION = 9.76
TAILWATER ELEVATION =
9.73 FEET
VELOCITY=
0.68 FPS
TAILWATER UNKNOWN = ZERO (0) HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

Sea Trail Waterway
Culvert Hydraulics
4/22/98
SD6
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
° ,. "--Zoe CFS
MANNINGS n =
DIA. FOR CULVERT PIPE _
MINICHES
INCHES
DIA. FOR RISER =
LENGTH OF CULVERT PIPE =
11':25 FEET
INV. IN ELEV. OF CULVERT =
S,_6.0 FEET
INV. OUT ELEV. OF CULVERT =
5 ; 00 FEET
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION
WEIR FLOW COEF. _
_x 0
TAILWATER ELEVATIONFEET
VELOCITY=
1 68 FPS
TAILWATER UNKNOWN = 7FAn rm
ISD6
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
3.34- CF5
MANNINGS n
DIA. FOR CULVERT PIPE _
: '.8. INCHES
DIA. FOR RISER =
ii INCHES
LENGTH OF CULVERT PIPE =
55 FEET
INV. IN ELEV. OF CULVERT =
6.50 FEET
INV. OUT ELEV. OF CULVERT =
6.30 FEET
INLET COEF. FOR CULV. PIPE FLOW =
'..Q•:5:
INLET COEF. FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
'"'
�-"0`::QO` FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
9Qfl, FEET
VELOCITY=
1.89 FPS
Prepared By: SWO .
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD= 0.12
HEADWATER ELEVATION = 6.35
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD= 0.17
HEADWATER ELEVATION = 9.17
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.15
HEADWATER ELEVATION = 7.40
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD= 0.13
HEADWATER ELEVATION = 9.13
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!

Sea Trail Waterway
Culvert Hydraulics
4/22/98
S D7
HEADWATER ELEVATION CALCULATIONS
j FLOWRATE =
2;88 CF5
MANNINGS n =�Z.
DIA. FOR CULVERT PIPE _
-s- ::' . INCHES
DIA FOR RISER
INCHES
LENGTH OF CULVERT PIPE _
0 9 FEET
INV. IN ELEV. OF CULVERT =
7 0Q; FEET
INV. OUT ELEV. OF CULVERT=
6.50 FEET
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
:.'.:`Gjbb; FEET
WEIR FLOW COEF.
�9.13
TAILWATER ELEVATION =
FEET
VELOCITY=
2.43 FPS
RISER DIA•
SD8
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
2.62' CPS
MANNINGS n =
W.6.1.2
DIA FOR CULVERT PIPE _
i'S INCHES
DIA. FOR RISER =
0 INCHES
LENGTH OF CULVERT PIPE =
75 FEET
INV. IN ELEV. OF CULVERT =
8.50 FEET
INV. OUT ELEV. OF CULVERT =
7, 00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
...0.5
INLET COEF. FOR CULVERT INLET CONTROL =
t M
RISER WEIR ELEVATION =
0^00' FEET
WEIR FLOW COEF. _
?:. 0 .
TAILWATER ELEVATION =
9.47 FEET
VELOCITY=
2.13 FPS
Prepared By: SWQ -
Checked By:
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.25
HEADWATER ELEVATION = 7.88
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.34
HEADWATER ELEVATION = 9.47
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET CONTROLI
HEAD = 0.20
HEADWATER ELEVATION 9.32
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.21
HEADWATER ELEVATION = 9.68
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #nivmi

Sea Trail Waterway
Culvert Hydraulics
4/22/98
I SD9
HEADWATER ELEVATION CALCULATIONS
FLOWRATE
Cl:�3
MANNINGS n =at
DIA. FOR CULVERT PIPE
INCHES
DIA. FOR RISER
INCHES
LENGTH OF CULVERT PIPE =
1. GO FEET
INV. IN ELEV. OF CULVERT =
1:0.:40 FEET
INV. OUT ELEV. OF CULVERT =
850 Fir
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL - : ; ".: m6i
RISER WEIR ELEVATION =.QQFEET
WEIR FLOW COEF. _
;"01
TAILWATER ELEVATION =
9.68 FAT
VELOCITY=
0.56 FPS
ISD1 0
HEADWATER ELEVATION CALCULATIONS
Prepared By: SWQ .
Cherkafi Rv
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.01
HEADWATER ELEVATION = 11.04
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.02
HEADWATER ELEVATION = 9.69
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = *DIV/0!
HEADWATER ELEVATION = #DIV/0!
FLOWRATE =
1 81 CFS
MANNINGS n =
0:01 Z
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
C INCHES
HEAD = 0.09
LENGTH OF CULVERT PIPE =
120 FEET
HEADWATER ELEVATION = 6.32
INV. IN ELEV. OF CULVERT=
5.60 FEET
j INV. OUT ELEV. OF CULVERT =
5.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0,.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
:0=66 FEE
HEAD = 0.13
WEIR FLOW COEF. _
; .:.0
HEADWATER ELEVATION = 9.13
TAILWATER ELEVATION =
; g00 FEET
VELOCITY=
1.47 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

Sea Trail Waterway
Stormwatar Pond Design
11/13/98
Extended Detention Wetland Design
Total Drainage Area:
8,114
Acres
Impervious Area:
Buildings:
0.653
Acres
Parking:
0.831
Acres
Sidewalk:
0.075
Acres
Pool:
0.095
:Acres
Clubhouse:
0.014
Total:
1.668
Acres
% Imperivous: 53.1 %
Permanent Pool Depth:
3
(per BMP)
% TSS Removal
85'10
SA/DA:
4,4
(See attached Sheet)
Required SA:
6,018
IC-F
Runoff:
.5
Inches
"Simple Method"
R„
0.53
Volume:
9,029
CF
Surface Areas @ Normal Pool:
Forebay #1:
.627
SF (@ 8.5' MSL)
Forebay #2:
4:26
SF (@ 8.5' MSL)
Forebay #3:
L470
SF (@ 8.5' MSL)
18" Wetland:
2,652
SF (@ 8' MSL)
_ _9" Wetland:
2,606
SF (@ 7.5MSL)
MicroPool:
1,062
SF (@ 7' MSL)
Total:
7,743
SF
Depth of Storage w/ Storage Pool @ 91msl:
Forebay #1:
0.5 ;
Feet
Forebay #2:
0.5
Feet
Forebay #3:
0.5 ;
Feet
.1,8" Wetland:
1
A, Feet
X Wetland:
1.5
.. Feet
MicroPool:
2
Feet
Provided storage:
1 Y •362,
JCF
Prepared By: SWQ
- -
vurvnWu uy.
Normal Pool % Area
8%
6%
5%
34%
34%
14%

Is
--'ter-
8.2
/ .
SA/DA — >
9TSS R.Z-,rCTi_-
= C
WET
DE=— E-4- 'WTTzOUT
-V—CEO_ — % ---
.�A / � A :::� q .4 in /a
.5

Sea Trail Plantation
Waterway Project
Drawdown Calculations
1 1 /13/98
Extended Detention Wetland Drawdawn
ORIFICE DIA.
INCHES
DATA INPUT
AREAS (FT^2)
NUMBER OF ORIFICES
1 2 3
022 0.044
NORMAL POOL AREA =
INCHES OF RAINFALL =
BASIN AREA =
IMPERVIOUS AREA =
NORMAL POOL ELEVATION @ MICRO POOL—.
ORIFICE AREA =
TIME INCREMENT OF ROUTING =
ORIFICE COEF. =
INPUT RESULTS
.065
4
7743.000 ACRES
1 .0 G INCHES
3.14 ACRES
1,67 ACRES
7, l'''')FEET
0.022 FEE72
2 0' HOURS
0.6
0.087
RUNOFF COEF. (Rv) =
0.5281
ELEVATION OF POOL AT STORAGE _
9 � 00
FEET
NORMAL POOL AREA =
7,743.00
FEET2
VOLUME OF RUNOFF FROM RAINFALL =
9,028.90
FEET3
VOLUME OF STORAGE =
11,362.00
FEE73
Prepared By: SWQ .
Checked By:

Sea Trail Plantation
Waterway Project Prepared By: SWQ .
Drawdown Calculations Checked By:
1 1 /13/98
Drawdown Calculations For Pond Orfice
TIME
ELEVATION
HEAD
FLOWRATE
VOLUME
END ELEV.
FEET
FEET
CFS
CF
FEET
0
9.00
2.0000
0.14981
1,078.61
8.86
2.0
8.86
1.8607
0.14450
1,040.37
8.73
4.0
8.73
1.7263
0.13918
1,002.10
8.60
6.0
8.60
1.5969
0.13386
963.81
8.47
8.0
8.47
1.4724
0.12854
925.48
8.35
10.0
8.35
1.3529
0.12321
887.12
8.24
12.0
8.24
1.2383
0.11788
848.73
8.13
14.0
8.13
1.1287
0.11254
810.30
8.02
16.0
8.02
1.0241
0.10720
771.82
7.92
18.0
7.92
0.9244
0.10185
733.30
7.83
20.0
7.83
0.8297
0.09649
694.72
7.74
22.0
7.74
0.7400
0.09112
656.08
7.66
24.0
7.66
0.6552
0.08575
617.38
7.58
26.0
7.58
0.5755
0.08036
578.60
7.50
28.0
7.50
0.5008
0.07496
539.73
7.43
30.0
7.43
0.4311
0.06955
500.76
7.37
32.0
7.37
0.3664
0.06412
461.67
7.31
34.0
7.31
0.3068
0.05867
422.44
7.25
36.0
7.25
0.2522
0.05320
383.04
7.20
38.0
7.20
0.2028
0.04770
343.43
7.16
40.0
7.16
0.1584
0.04216
303.55
7.12
42.0
7.12
0.1192
0.03657
263.32
7.09
44.0
7.09
0.0852
0.03092
222.61
7.06
46.0
7.06
0.0564
0.02517
181.20
7.03
48.0
7.03
0.0330
0.01925
138.64
7.02
50.0
7.02
0.0151
0.01303
93.83
7.00
52.0
7.00
0.0030
0.00582
(1,089.31)
7.14
Orawdown Time 2.17 days`
Orifice Size = 2 inches

APPROVED
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
DIVISION OF WATER QUALITY
Date tv DEC fqq..4-01
St fmwaWl Pefmn No. s e 4 6052=-
12 Unit Building
6335 S.F.
18 Unit Building
9449 S.F.
BUILDING DIMENSION PLAN
SCALE: 1 " = 30'
il UHMWATER
E C E I V E
D
AUG 0 41998
PROJ # f OS2(

12 Unit Building
6335 S.F.
18 Unit Building
9449 S.F.
BUILDING DIMENSION PLAN
SCALE: 1" = 30'
APPROVED
NORTH CAR01..1:1AMANAGEELEJ
DIVISION 0-F
Data )b /tC /22-1 -*f2ti
Stormwater Permit No.�1?90'SZI
jTORMWATER
D E C E I V E
AUG 0 41998
D
PROJ #

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1
��� STAINLESS STEEL WIRE MESH
—WITH MIN. 3/16' STRANDS AND
PLAN VIEW V SQUARE OPENS.
MESH SHALL BE CUT TO FIT IN
SIDE TEE AND SHALL BE HELD
PLACE WITH SCH. 40 PVC PIPE
SCH. 40 PVC ORIFICE PIP
d
;
SEE PLANS FOR ORIFICE PIPE
SIZE AND ELEVATIONS x
2-
CH. 40 PVC REDUCING TEE
SECTION VIEW
�TORIVIWATER POND ORIFICE PIPE OUTLET STRUCTURE DETAIL
NTS
M
NOTE:
CONTRACTOR SHALL CONTACT ENGINEER PRIOR TO
BEGINNING OF CONSTRUCTION )F EXTENDED WETLANDS
FOR STAKING COORDINATES AN) DETAILS.
SCALE: 1 "=10' '
2 X 4 TREATED LUMBER
SPIKE TO Post WITH
16d H.D.G. NAILS
(NP.)
4 X 4 TREATED POST
MIN. 4' IN GROUND
(TYP.)
,--IV T - .
OUTLET SMUCTTJRF' SDpORT DETAIL
NTS
OVER FLOW STRUCTURE DATA
LOCATION
W
E
MICRO POOL #1
151011
8.5
MICRO POOL #2
1010"
8.5
MICRO POOL #3
1 101011
8.5
18" WETLAND POOL
43'0"
8
12" WETLAND POOL
201011
7.5
-------------------------------------------
CROSS SECTION SECTION VIEW
X 6 TREATED TIMBER
211 VER FLOW ELEV. = E N
LONGITUDINAL SECTION VIEW
OVER FLOW STRUCTURE
NTS
EXTENDED DETENTION WETLAND DATA SUMMARY
Project Built -Upon Area(Ac.).................................
1.67
Extended Wetland Drainage Area (Ac.)...................
3.14
ProjectArea(Ac.)...................................................
3.82
% Built -Upon Area to Extended Wetland ................
53.1 %
% Built -Upon Area to Project ...................................
43.7%
Computed Runoff from 1.5" Rainfall (CF)................
9,029
Provided Storage(CF)..........................................
11,362
Required Surface Area(SF)..................................
6,018
Surface area of Forebay #1 @ Normal Pool (SF)......
627
Surface area of Forebay #2 @ Normal Pool (SF)......
426
Surface area of Forebay #3 @ Normal Pool (SF)......
370
Surface area of 18" Wetland @ Normal Pool (SF)....
2,652
Surface area of 9" Wetland @ Normal Pool (SF)......
2,606
Surface area of Micropool @ Normal Pool (SF).........
1,062
Total Surface Area Provided(SF).............................
7,743
SW Storage Depth @ Forebay #1 (Feet) .................
0.5
SW Storage Depth @ Forebay #2 (Feet) .................
0.5
SW Storage Depth @ Forebay #3 (Feet) .................
0.5
SW Storage Depth @ 18" Wetland (Feet) ...............
1.0
SW Storage Depth @ 9" Wetland (Feet) .................
1.5
SW Storage Depth @ Micropool (Feet) ....................
2.0
Normal Pool @ Forebay #1 (MSL)............................
8.5
Normal Pool @ Forebay #2 (MSL)............................
8.5
Normal Pool @ Forebay #3 (MSL)............................
8.5
Normal Pool @ 18" Wetland (MSL)..........................
8.0
Normal Pool @ 9" Wetland (MSL)............................
7.5
Normal Pool @ Micropool (MSL) ...............................
7.0
Storage Pool Elevation (MSL)..................................
9.0
Emergency Spillway Elevation (MSL)........................
9.0
VEGETATIVE FILTER OF VIGOROUS
STAND OF BERMUDAGRASS
TOP OF BERM ELEV. = 9.5'
ELEV. = 9.0'
/ _ - �1
� " �cONCRETE
10'-0' I
FLOW SPREADER
(SEE DETAIL)
CROSS SECTION VIEW
FLOW ELEV. = E
-_-1 Q'-0 r
LONGITUDINAL SECTION VIEW
CONCRETE SPILLWAY
NTS
VEGETATIVE FILTER OF VIGOROUS
STAND OF BERMUDAGRASS
V-0
1
-�F�USti�D�TOtVE `
FLOW SPREADER DETAILS
NTS
2" HDPE CUT IN HALF
WETLAND PLANTING TABLE
18" Wetland Pool
9" Wetland Pool
Scientific Name Plant
Scientific Name
Plant
Common Name Location
Common Name
Location
Ceratophyllum demersum Center
Juncus effesus
Center
Coontail
Soft Rush
E/odea canadensis Center
Valisneria americana
Center
Water Weed
Wild Celery
Potamogeton pectinatus Center
Saururus cernuus
Center
Pond Weed
Lizard's Tail
Scirpus pungens 6" NP Depths
Scirpus pungens
6" NP Depths
Common Three -Square
Common Three -Square
Acorus calamus 3" NP Depths
Panicum vergatum
3"'NP Depths
Sweet Flag
Switch Grass
Andropogon virinicus Perimeter
Acorus calamus
Perimeter
Broomsed a
Sweet Fla
Notes: Landscape contractor shall submit planting layout to Engineer for approval,
along with any additional or substitute planting.
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EXISTING GRADE
25
PROPOSED GRADE
TP
PROPOSED SPOT ELEVATION
24.4
(TP = TOP OF PAVEMENT)
STORM DRAIN
>
CATCH BASIN
---w----
WATERLINE
---FM---
WASTEWATER FORCE MAIN
--Gs----
GRAVITY SEWER
--8l.-
GATE VALVE & BOX
4L_
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-- -A-0
FIRE HYDRANT ASSEMBLY
GANG METERS
-'Q"-
MANHOLE
X X X *-r
TEMPORARY SILT FENCE
LABEL PERTAINING TO
WATER DISTRIBUTION
SYSTEM
LABEL PERTAINING TO
WASTEWATER COLLECTION
SYSTEM
LABEL PERTAINING TO
STORMWATER DRAINAGE
SYSTEM
\ ' / WATER DISTRIBUTION GENERAL NOTES
1. Pipe shall be laid in accordance with manufacturers' recommendations and the Project Plans and
Specifications. Should a discrepancy exists between the manufacturers' recommendations and the
Project Plans and Specifications, the more stringent requirement shall control.
2. All materials shall be in compliance with the project Specifications.
/ 3. Project includes approximately: 350 LF of six (6) inchSDR 21 PVC Pipe
P
/ --' 4. Trench shall be dug when laying pipe and ends plugged when laying is discontinued. Any water
\� ; / ` from the excavation shall be disposed of in such a manner that the natural drainage of the area shall not
be disturbed.
5. Trench backfill is to be free of stones and any foreign material, and shall be placed in six (6) inch
/
t t i layers compacted to 95% standard density as determined b AASHTO Method T-
/ Y 99.
1 / / 6. Detectable Terra Tape D is to be installed approximately one (1) foot directly over all PVC pipe.
7. The contractor is responsible for locating all underground utilities prior to digging, whether or not
/ P g g
s„ 450 MJ BEND P gg $,
I / LOCAL MEAN HIGH WATER LINE +- they are shown on the plans. Underground utility locations i P g y f shown on the plans are based upon the
CURBING best available information and should be considered only as approximate.
(SEE DETAIL) ♦ •
8. In no case shall the project waterline be installed under the travel surface unless otherwise shown on
ithe plans or approved in advance of installation by the Engineer and the Sunset Beach Water Department.
GRATE 5.60 TP 9 . The minimum depth of bury shall be three 3 feet from the
/ 9.90 . ` rY O top of pipe unless otherwise noted on
the plans. Prior to beginning of construction, the Contractor shall determine from the Own
er which
onions of the roadways and shoulders may be lowered in the future. At such locations, / he waterlines
CATCH 10.40BIN .
t
/11 fittings including . • � � �.',•., • placed s t the future depth of bury shall be at least three (3) feet
.•.... shall e pla d such that p ry
INV. 7.00 • , 10 n s ' din reducers shall be blocked as specified and as shown on the Detail Sheet and
A
within the Project Specifications.
.4 y�
W 11. All fire hydrants are to be installed three 3 feet inside the right-of-way line unless otherwise
/ � •,• UPPER LIMIT OF COASTAL WETLAND property beyond
/ s ap roved b the Town and Engineer. Absolutely no work shall be performed on private
TP 404 WETLAND BOUNDARY any area which easements are to be granted to Town of Sunset Beach by the Developer.
/ CATCH BASIN TP s SDR 21 PVC 9 30 TP 12. Concrete thrust blocking shall not obstruct wee holes on an fire hydrant assembly, steel casing
/ GRATE 11.85 g.30 P Y Y
INV. 8.50 1 1.15 WATERLIN pipe, or bolts on any fittings.
13. Fire Hydrant Assembly includes: Fire hydrant, ample length of six (6) inch ductile iron pipe (DIP)
/ \ to cross under ditches (min. 2 feet cover)- to within three 3 feet inside
/ 10 95 90 � ' ' : � extension O right -of --way line, fire hydrant
440 ❑ 70 \ s, six (6) inch gate valve and box, and all appurtenances as shown on the Detail Sheet.
x= 5322.8113 = <
/ y= 4647.9746 'V� 15" HDPE 0
2 p8 6
: 14 Unless specified on the plans, the Contractor shall determine whether to cross over or under
TP 45° MJ BEND ` existing culverts and communicate his intent to the Engineer prior to digging. In no case shall minimum
10.80 V� g.
gg
N depth of bury be less than three (3) feet from top of waterline while maintaining a minimum of one (1)
i // `� W;;,,••---- �; ° 45 ,o foot separation between culverts and waterline. (See Detail Sheet.)
15. Water in excess of that required to pressure test, flush, chlorinate and reflush once shall be aid for
7 / PARKING SPACE r 6" 450 MJ BEND 6" p
9' x 18' TYP = 00,E -,� by the Contractor. Excess quantities shall be estimated by the Engineer and/or Town.
16. The work shall be arranged in a manner that will cause a minimum of disturbance to vehicu
13.00TP
TP c'. ¢" MJ TEE •�� y lar and
/ 12.90 • �;� o,� ` pedestrian traffic. Adequate ingress and egress to both private and public property shall be provided by
• the Contractor during all stages of construction. Without written approval from the Town or utility
JCA
MH ;1
INv8.9 ` 6" SDR 21 Pvc company, existing services shall not be interrupted b the construction
'OUT 4,9° p y on work. Any paved areas utilizing
• WATERLINE open -cut and patch shall be repaired the same day as construction occurs. Absolutely no open trenches
shall be left overnight.
17. The Contractor shall contact the Sunset Beach Water Department 910-579-2990 and the Engineer
P ( )
TP FIRE ASSHEYMD (910-754-6324) a minimum of five (5) working days prior to the beginning of construction.
:"" 18. The Contractor shall keep the Engineer informed relative g g
1��10 CATCH BASIN o •• �--'"' P g ati a to the progress off construction. The
• ''. GRATE . fi 50 ° J MH 2 �' '• JUNCTION BOX ; / 1 Engineer shall observe construction activities as required by North Carolina General Statutes 130A- 317.
6 TOP 10.4 ^jhp 21' - 1'6" HDPE INV. 5•10 j Failure of the Contractor to keep the Engineer informed may require uncovering of work to verify
IN 4.58 MH 3 0
compliance with plans and specifications. An cost associated with uncovering
Imo: OUT MH 1 91 8.5 0 0.4896 and/or verifying
a''�° compliance shall be borne by the contractor. Y ng work a or ve 'fying
19. Base ma information was provided
P p by the client.
INV. 5.60TP
/ 14.90 '
TP
6" x 6" TAPPING SLEEVE i / 14.70
6" TAPPING GATE VALVE &BOX / / OPEN CUT- � ;i � � 4' ` .' l 8.0 ;_. / .•
/ & PATCH rCATCH
/ BASIN
GRATE 0 /.F ®��
/ INV. 108.40 3 �w. MH 3 GR4Vj sit GS o ( . •�
/ TOP 11.4
IS SDR �i y ( • `
3 1
/ NV. our 5.s7 EXTENDED DETENTION Q
r ?6• TP TP O N WETLAND
D
' r 14.7 14.90 (SEE SHEET 4 FOR DETAILS
/ 15 15.0
w INV. ,
TP
/ r 6" SDR z j 15.35 t. 8.5
cn
un
01
-TP-1Nf 8 o I STORMWATER PROJECT DATA TABLE
n E
! / r` Y
6" 900 MJ BEND 77 LF - 8'�:.
SDR 35 PVC. ! 8.0 7.0 Built -Upon Area:
SEWER 6 45° MJ BEND p
0 0.40x 6 MARSH g
Buildin \ s. 28,445
1 90
0
r .
l ,CREsr °e. Parking/Roadway: 36,198 SF
<
/ I rP TP �* Pool: �.8a 15.90 1 Clubhouse '
' 13
/ r E NV. 6.00 -"� 61 0SF
e
i ti
\'
TP
•
Sidewalk:
rn 3,267 SF
PROJECT BUA: 72,658 SF
38.0
MANHOLE LOCATION TABLE
ItV. 5.00 /GS -' MAINTAIN MIN. 10' Project Area: 3.82 Acres
Manhole x-Coordinate y-Coordinate Bearing -Distance / k,'
HORIZONTAL SEPARATION
3,. Extended Wetland Drainage Area: 3.14 Acres
r JUNCTION -BOX
of Line Out `
V
INV. 5.13
1 5272.7402 4393.9746 N 500 02' 55" W-81.00' / / r 900 MJ BEND s t8' 8.5 0y
� l r BAH 6 MH 4 9 CF •; c c
' 06" w-77.o0' �i�r- 8' Project /o Impervious Area: 43.7 /o fi0P 11.8 TOP 10.5 0 S SDR
o c
2 5210.6465 4445.9878 N 79 56
3 / INV. our 7.80 irliv: irNi �:oiJMH 2 0 ° o$''I'c MH 7.5 Wetland Drainage Area /o Impervious Area: 53.1 /o
P
/ / INV. OUT 3.8 aW �� INV: OU3.12
2 92
3 5236.5311 4521.6844 S 18 52 42 W-80.00 a
2/ r
4 5134.8316 4459.4448 S 16° 07' 22" W-187.00'/ r _
/ s" 45° MJ BEND
5 5082.9020 4279.7998 S 760 09' 59" W-56.00' / `•�`� �k F '
6 5116.6198 4532.2001 S 14° 03' 12" E-75.00' �F CGRATE
ATCH 1 WOASIN r =ao •.
LIFT 5028.5263 4266.4100 8 �L . • BOTH SEWERLINE AND WATERLINE
STATION / / `'' FF :'}; •:. SHALL BE CLASS 50 D.I.P. FOR
l ,
/ i N E 7g S 10' ON EACH SIDE OF CROSSING
_ N
/ r 14.15 FIRESMBLR o TP 'n� \ •• `, 56 LF - 8" SDR 35 PVC
i xg 10.35 / GRAVITY SEWER 0 0.41%
TP
-1
/ TP '� NOTE
..... 13.8 � '
11.2b _
/ r 13 95 'n
THE PIPELINE CONTRACTOR IS RESPONSIBLE FOR
/ WORKING WITH THE GRADING CONTRACTOR TO
13.65 70.3• \ TP TP
12 s 12.0o W DETERMINE TOP OF MANHOLE ELEVATIONS PRIOR
J _ TO PLACI
NG ORDERS
s ERS / FOR M r ANHOLE S.
/ r "pop 9' "' \
GRATE t84110 TP 0 �s ` TP TP TP ' ALL MANHOLES.
SHALL BE INSTALLED IN
WATERTIGHT
/ INV. 10.70 13.70 s� 11.80 0,85 10.15 ® '• ES (SEE GRAVITY SEWER DETAILS)
,\
TP •,
G P i 12.75 Tp ' 6" SDR 21 PVC
MJ BEND s" MJ TEE CATCH BASIN TP ALL ROOF GUTTERS SHALL BE TIED INTO STORM
1 r.00 WATERLINE DRAIN SYSTEM.
GRAE 11.00 9.30
N373
IN'. 7.60 CATCH BASIN
GRATE 9.00Tp 1(sEE DETAIL) THIS TRACT
OPEN CUT 13.90 ? N 90' - t5" HDPE N INv. 5so GOVERNED BY SUNSET BEACH ZONING
6" TAPPINGATGE SLEEVE
&BOX / / &PATCH 6" 45° MJ BEND TP 0 1.56�L TP TP DISTRICT AND IS ZONED MB-1.
6 90 MJ BEND
r 12.45 TP ;`� 10.60 10.45 •
11.80 Tao ® ALL CONSTRUCTION MUST MEET ALL LOCAL, STATE,
AND FEDERAL CODES AND REGULATIONS.
MAIN rA1N LIFT STATION
..........
............
C©t�Sl FiUCTIOW
CATCH BASIN ENTRANCE:::: TP TO P MIN. 10' TOP 15.0 HEIGHTS SHALL NOT EXCEED 50 FEET
TP GRATE 12.45 :::.....:.. . ... HOMZONTAL INv. IN 2.0p NUAC ORDANCE WITH MD-1 ORDINANCE.
13.50 INV. 9.00 10.80 10.6 9 50
p9R XIN gTp(AP E $ SEPARATION (SEE SITE PEAN
��r � _ �liwlt,�R.�•wiWi� �. "�� � � arm � � �� ��� � � �� �
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x= 4963.0749 INV. 950)'
y= 4775.7289
1 INV. 9.25
1 v,:, 60 R/W I
PA. K ROAD
---
I------- -------------- - ---- /
--.------------------ -
-----
-------------_..-- 3„
--------.j ---._ - t /
----------------L------_ ._ .-_.---- ----- EXISTING 2" WATERLINE FM FM
SDR 21 FsVC FORCE MAIN
10' MIN.
MAIN FM FM _ - - - - - -
3 SDR 21 PVC FORCE ��
FM _ . ,
FM--- --
V 1
-------
ood Pie{
.. 3».,45° MJ - BEND
~i / , WETLANDS DELINEATION FLAGGED BY LAND MANAGEMENT, INC
AND PROVIDED BY NORRIS & WARD LAND SURVEYORS, P.A.
EXISTING LOCATION & TOPOGRAPHICAL SURVEY INFORMATION
PROVIDED BY NORRIS & WARD LAND SURVEYORS, P.A.
BUILDING PLAN PROVIDED BY JOHNSON/GARRET T ARCHITECTS, P.A.
0 15 30 60 120
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18" MIN.
3. MIN...
SEPARATION
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IMAIN
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NOTE:
EXISTING UTILITIES HAVE NOT BEEN FIELD LOCATED.
cr) CONTRACTOR SHALL HAVE ALL UTILITIES LOCATED
IO PR OR TO CONSTRUCTION AND SHALL NOTIFY THE
ENGINEER OF ANY CONFLICTS.
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TOP ELEVATION OF STORMWATER .5' -
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'-�• 1 C, EROSION CONTROL NARRATIVE
#5 WASHED _�..;1 MAX. W
.'. .cc
... STONE O
. .... d�
CHANNEL SLOPE A. PROJECT DESCRIPTION
%. • . • . • . . • . . ; . . ; . ; i RIP -RAP The subject project is located in Southeastern Brunswick County within Sunset Beach's
; ; : ; ; ; , , ; , Town Limits. The project involves the construction of a multifamily development with four
EXISTI G ;..;...;. OR WIDTH OF
do VARIES buildings, totaling 54 units, and associated parking.
ROADWAY ' . ' . ' . ' . ' . ' . ' . ' . s�48C -� • ' • • • z5'-o� WHICHEVER ISREET,
GREATER
SECTION VIEW This project is on the mainland adjacent to the Intercoastal Waterway. The project is
bounded to the north by Indigo Circle, to the east by a single residentialhome owned by Cason
• • • ; . ; Trask, to the south by the Intercoastal Waterway, and west by Park Road.
• . • • XISTING SLOPES
;. ; . ; .:. ; .:. ; Runoff from this project will flow through an engineered solution 'extended detention
• • ' wetland and overflow will travel through a vegetative filter to the Intercoastal Waterway.
Current land use of the project area is open land.
NOTE: HEIGHT & WIDTH DETERMINED BY
PLAN VIEW 11.5' - !' . . . SEDIMENT STORAGETOPOGRAPHYEXISTING REQUIRED B. SOILS AND TERRAIN
' The project area to be disturbed is relatively sloped. Relief ranges from approximately 16'
w MSL to 0' MSL. The Surve
Soil of Bruns wick Count^ indicates that the most prominent soils •'...;.;.;.:.;.;.:.;.;.;.;.••
NEW CONSTRUCTION . • . #5 WASHED within the project boundaries are Wando fine sand and Bohicket silty clay loam. Wando soil
EXISTING ROADWAY `� ; ; ; ; ; ; ; STONE excessively drained soil with surface runoff slow and permeability rapid. The Bohicket soil is
located on the tidal flats and is very poorly drained soil.
6' MIN. . . . . U12 MIN.
,'ref ```• • `�' r~'''''` ``�' "`''''kf t C. EROSION CONTROL MEASURES
FRONT VIEW The rim land disturbing activities for this ro ect are related to clearing and grading
SECTION VIEW the site for constructionpreparation. To revent sediment losses to P off -site areas during and
following construction, the following measures shall be used: forebays in extended wetland, silt
CC3NSTRUCTIoN ENTRANCE DETAIL TYPICAL C*MCI£ DAM DETAIL fencing, seasonal grassing, construction entrance, inlet protection, and check dam.
NTS NTS
S (M NOTE fl 6.1am STEEL OR WOOD POST EROSION CONTROL GENERAL NOTES
12• STAY
SPAI CDIS WOVEN WIRE FENCING AS REG-RD. 1. All construction activities shall be performed in compliance with the Sedimentation
tit'=' (SEE NOTE # 6.)
SILT FENCE FABRIC Pollution Control Act of 1973.
EXTRA STRENGTH (50 #/! IN. MIN.) SYNTHETIC POROUS
MIN. 12 1/2 GA. FABRIC OF NYLON, POLYESTER, OR ETHYLENE YARNS.
INTERMEDIATE 6 s FILL SLOPE 2. All land disturbin active is to be planned and conducted to limit exposure osure to the shortest
z--------------, feasible time. g activity
P
3. All construction sites and severely eroded areas shall be stabilized by the establishment of a
permanent ground cover.
GRADE ' •" MIN. COMPACTED FILL OVER SKIRT* '
N
c ANCHOR SKIRT WITH MIN 4" LONG A j M 0 0 0O 0 ' �f �,s ���,..,��,•• •• e�fti�J�� rt:
WIRE STAPLES @ 12 O.C. ( O 0 0 0 0O 0 4. As soon as all areas are permanently stabilized, all permanent measures have been installed,
FOR REPAIR OF SILT FENCE FAILURES, Q Q p p Q pp p and final approval is received by the Erosion Control Engineer, erosion control temporary
m USE #57 WASHED STONE IN LIEU OF 17-1 Q Q r__1 M 017­1 CD j measures may be removed.
COMPACTED FILL.
i C1C1OC7L�OO(� ZC3
I TYP. o N 5. Over the life of the project, the Owner shall make periodic inspections to evaluate the
FRONT VIEW SIDE VIEW ( ( � CD
M success in controlling erosion of soils to off -site areas. If areas are found where erosion is
a Z ; ; taking place, the Owner shall take the necessary measures to remedy the situation.
I. Install silt fences as shown on drawing and at locations necessary to control siltation of adjacent areas. - - - - - - - - - - - - - I o I...2. Mere wood posts are used, they shall be a minimum of 3' in diameter and 6' in length. Posts shall be creosote or Z =
pentachloropenoi treated southern pine. ACM .
3. Where steel posts are used, they shall be 5' in length and be of the self fastener angle type. TREATED 2 X 4 POST & FRAME w ti
4. woven wire fencing, where required (see Note # 6). shall conform to ASTM A116 for class 3 galvanizing. Fabric shall • • • • • .
be a minion of 32' wide and have-a'minim of 6 line wires with 12' stay spacing. The top and bottom wires shall CONSTRUCTION SEQUENCE
be 10 gauge, and intermediate wires shall be im/2 gauge. wire fabric shall be fastened to wood posts with not less
than 09 staples 1 1/2, long.
5. Filter fabric shall be of nylon, polyester, propylene or ethylene yarn with minimum strength of 30 lb./lin. in., and a A`
minimum 09 filtering efficiency. Fabric shall contain ultraviolet inhibitors and stabilizers.
6. If filter fabric is used with a strength of 50 lb./lin. in. or greater, and the post Spacing (s) does not exceed 6', woven PLAN VIEW. SECTION A - A
wire fencing is not required. otherwise, woven wire fencing is required, and post spacing shall not exceed 8'.1. Obtain approval of Erosion Control Plan from NCDEHNR- Land Quality Section.
2. install construction entrance at Park Road.
TYPICAL CATCH BASIN PROTECTION
STANDARD TEMPORARY SILT FENCE. NTS 3. Install temporary silt fencing along property line and Intercoastal Waterway.
NTS 4. dear and prep the location for the extended detention wetland.
5. ('onstruct the extended detention wetland.
e 6. 1egin clearing and grubbing remaining site.
7. Rough grade roadways and parking areas and install storm drainage.
i
8. Modify existing ditch along Park Road and install check dam.
SEE "PLAN VIEW" FOR PIPE 9. Begin multi -family building construction.
' SEE PLAN FOR CURBING LOCATIONS. A A
NOTES: SIZE AND ELEVATIONS
g g
�6" 1. Vigorous stand of permanent grass cover shall be established as soon as possible along the center line and
banks of channel. inhere banks cannot be adequately stabilized with vegetation, an artificial liner such as 10. Install water, sewer, power, telephone, and other utilities.
rip -rap shall be used to protect the banks.
R1 2. Where slope of channel bottom exceeds 1.5%, jute thatching, or other effective channel lining material, as well
R2" as bermudagrass sod shall be used to protect channel center line to a point 4' on each side of center. ' ' 11. Finish grade roadways. Place base material and pavement.
(See 'Installation of Jute Thatching in swales.') e
-01
0 1 1/2' 1-2
PLAN VIEW 12. Within thirty days following final grading activities, seed and mulch disturbed areas
r ''�"• s a$c - - • ' - • • • • . • - . . . . . . . . . which will not be built upon.
••j,,,, �4,ti> min.
'`'`"' � ' 'f``'-'• , ,ti. 13. Maintain tem ors erosion control mess r
1.1 � `'`'�'••�
rzf=�==' '•f-:•" f=:.,• �,� •;�. P rj' u es until permanent round cover is
• 3" MIN.' �.,•, •r• •< g
-• established.
• 1 MAX'''�'� s fizf .,.. ,
HOPE
..,.� • fa�i i,k (2' Will.)
(2'
2 0' 3 `�`"`� ''`'t` �,,4. 14. Obtain certificate of compliance through and on -site inspection by NCDEHNR Erosion
Control Engineer. Contact person is Mr. Dan Sams, 910-395-3900.
NOTES. 'rf 3�i;.,= .
1. CONCRETE SHALL BE 3,000 P.S.I.
2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS,
(A I SPACING WILL BE ALLOWED WHEN A MACHINE IS USED.)
3. FINSH ALL CONCRETE WITH CURING COMPOUND. • Permanent erosion control measures shall remain.
TYPICAL CURB & GUTTER. DETAIL � _ _ ......... • . •••-•••••'' Remove temporary erosion control measures and stabilize these areas immediately.
TYPICAL VEGETATIVE SWALE _ .� • • • • • - • • • _ _ 15. _
NTS
NTS i j CRUSHED STONE
COMPACTED SUBGRADE
SECTION B-B SECTION A -A
STANDARD YARD MLET SEEDING SCHEDULE
-
NTS 1. All disturbed areas due to construction and any severely eroded areas shall be stabilized by the
establishment of a permanent grass cover. The seed species shall be selected based on the type
soil present, seasonal conditions and other considerations. As an alternative, the contractor
may use the methods and schedules shown below; however, it is recommended that a specialist
e NOTES: be consulted with attention given to site specific conditions.
EXPANSION JOINT TO BE A MAXIMUM OF 50 FEET. a. Cultivate area to a depth of 5 inches
ALL CONCRETE TO BE FINSHED WITH CURING COMPOUND. MIN. PERIMETER IN 1.8' _ _ _ _ _ _ _ _ I b. Apply agricultural lime at the rate of 4000 lbs. per acre
MIN. AREA OPEN - 0.6 r . _ , ... , ... • _ _ _ c. Apply 10-20-20 commercial fertilizer at the rate of 500 lbs. per acre
STANDARD BROOM FINISH 1/4 6" 04in : � d. Sow grass seeds at the following rates:
d Rate Per Acre
4.
Common Bermuda Grass
.•. . .•.•.'.'•'•'' R'. ' '•'•••. . . ' • '•' •.'.•. ; unhulled 251bs.
• • • • PRECAST CONCRETE SUITABLE ' j hulled 12 lbs,
1 i/2" I-2 BITUMINOUS PAVEMENT 4 • ; • : ; • 3, 000 P.S.I. CONCRETE FOR H-20 TRAFFIC LOADING ' - - - - - - - - - - - -
Pensacola Bahiagrass 50 lbs.
Korean Lespedeza. 25 lbs.
• . • • . • • .JOINT FILLER ; ; ; • ; • SEAL WATER -TIGHT BETWEEN Tall Fescue 30 lbs.
• • • • PIPE AND CATCH BASIN
• e. Mulch with straw at the rate of 3250 to 4350 fibs: per acre.
fI,Sly+`f,4/,�sftll�lyf+tl��t.,1,`tlti/41ti41k�kf r, r,�1lt4r�+:,,+.I;slSr�r,��,<�zrMf+::s:f+': WB
f. Anchor straw with asphalt emulsion tack coat applied at the rate of 300 gallons per
1 COMPACTED SOIL i/2' PLAN VIEW acre.
6' ABC COMPACTED 1
CAST TRON FRAM &GRATE SUITABLE
(95% STANDARD PROCTOR)
FOR H2O TRAFFIC LOADING 2. Where it is not possible to establish a permanent grass cover in a reasonably short period of
EXPANSION JOINT ,. . time due to seasonal considerations, a temporary grass cover shall be established. The
- • ` COMPACTED sue -BASE temporary cover shall include the planting of annual grasses or small grains such as rye grass,
• • PIPE V INVERTELEVAT ELEVATIONS • • . however shall not be considered a permanent grass cover. Where the season or other
conditions are not suitable for growing a temporary erosion resistant' cover, mulch may be
PE PIPE (21 •) applied, however, mulch used alone shall be for the shortest time practical. A temporary or
P.A►VEMENT II ,AM permanent vegetative cover shall be established as soon as conditions are favorable.
NTS CONCRETE SIDEWALK 4'-0" 3. Topsoil shall be used over unfavorable soil conditions for successful establishment of vegetative
cover.
�1--
ez?r .' . .... • •' �: z: _J r r- - .. .... .. 4. Irrigate as necessary to optimize plant growth.
t . i-: • •:: CRUSHED STONE
i- -'' t' --------------------- -I! Ln
PLAN VIEW COMPACTED SUBGRADE Qn D PAW
This drawin is the rD erty of HOUSTON and ASSOCIATES, P.A.and � 0NU UL� N
g property SECTION B-B SECTION A -AU 4-)
is not be reproduced in whole or in part without written permission from TYPICAL CONCRETE SIDEWALK DETAIL
HOUSTON and ASSOCIATES, P.A. ©Copyright 1998
T"YI'ICAL Gr�+CATE Ilhl'LET CATCH BASIN NOT RELEASED FOR CONSTRUCTION �
ALL RIGHTS RESERVED NTS
NTS -�
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'90
WA ER METER AND 3/4" POTABLE
WATER SUPPLY LINE
. 0
BACKFLOW PREVENTER SITE
(SEE DETAIL)
0
WATER SERVICE
•
� (SEE DETAIL) �:. 15'-0'
� ..
0If ELECTRICAL/CONTROL `
<�STRUCTURE (SEE DETAIL)
oil ..
�� ..
REA LIGHT
� yS
\ ..
O
` �a-8" GRAVITY SEWER
LIFT S ATION 11 \ \ \
(SEE DETAILS) \
w \\
\
a \�
10 \
_! \ \
0 \
C3 \\\
0
H
3
N
z
ROPOSED GRADE
6' SECURITY FENCE
15'-0'
LIFT STATION SITE PLAN
SCALE: 1" = 5'
5 2.5 0 5 15
SCALE: 1' = 5'
3/4' reduced pressure backflow preventer. The backflow preventer shall be
approved by Foundation for Cross -Connection Control and Hydraulic Research,
University of Southern California. The backflow preventer shall be Clayton RP-2
or approved equal.
DAVIS CAST IRON METER BOX NO. 0-351
', +.frt'r: �:;y f fi�•.f+tires+f
SPUNBOUND~1127 FOR APPROVED EQUAL. 2' SCH. 40 PVC DRAIN PIPE
GRADE TO DAYLIGHT
BACKFLOW PREVENTER VAULT DETAIL
NTS
WATER METER (SEE WATER SERVICE ASSEMBLY
This drawing is the property of HOUSTON and ASSOCIATES, P.A.and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.. copyright 1998
ALL RIGHTS RESERVED
3/4" BRONZE HOSE BI
SECURE HOSE BIB AND
3/4" LINE TO 4 X 4 TREATED POST
INSULATE HOSE ^BIB AND _
4 X 4 POSTS TO BE CHROMATED
COPPER ARSENATE, - TREATED WITH
A RETENTION OF 0.6 IBS./SQ. FT. MIN.
(CCA-C2-0.6)
WATER SERVICE DETAIL
NTS'
1
BOARDS SHALL BE SECURELY ATTACHED TO
POSTS WITH MIN. 1/2" HOT DIP GALV. BOLTS,
NUTS & WASHERS. (MIN. 2 EACH BOARD)
MANUAL TRANSFER SWITCH
IN NEMA 4X ENCLOSURE
RECEPTACLE FOR GENERI
TELEPHONE COMMUNIC
STI
I
F.
NOTE: CONDUIT FROM TRANSFER SWITCH AND TELEPHONE
COMMUNICATOR TO CONTROL PANEL ARE HIDDEN FROM VIEW
S REQ'D.
20 X 6 TREATED
aneAna
110V WATERPROOF
DUPLEX RECEPTACLE
iLS ARE MYERS DUPLEX
IM LIGHT, BELL, ELAPSED
TIME METERS
1 APPROVED EQUAL.
OSTS TO BE CHROMATED
SENATE, - TREATED WITH
4 OF 0.6 IBS./SQ. FT. MIN.
(CCA-C2-0.6)
FINISHED GRADE \
AS REQ'D.
•0 POWER CO. wool"' R11111.
TRANSFORMER
3Y POWER CO.) TO PUMPS &
—boFLOATS
PUMP AND FLOAT WIRES SHALL BE CONTINUOUS FROM
CONTROL PANELTOMOTORS AND FLOATS. NO
SPLICING OF THESE WIRES SHALL BE ALLOWED.
FRONT VIEW
CONTROL PANEL D NAIL
NTS
UPPER GUIDE 100-YEAR FLOOD ELEV. = 15.0
COMPACTED STONE .1
..:.r:.:.:_-----------------:y:L:
SECTION VIEW
SPECIAL NOTE:
CONTRACTOR SHALL PROVIDE WELL POINTING,
OR OTHER MEANS OF DEWATERING AS MAY BE
NECESSARY, TO INSURE THAT ALL WORK IS
PERFORMED IN DRY CONDITIONS.
GASPROOF / WATERPROOF RIGID
ELECTRICAL CONDUIT CONTINUOUS {
TO ELECTRICAL/CONTROL
STRUCTURE
{
{
3" M.J. TEE --- ` --'�
3" SDR 21 PVC 3" DIP
—.—. —. _.—.—.—. .—.—.
3" DIP
— . — . — . —•
AL
3" M.J. 90` BEND
3" M.J. GATE VALVE
ALL PIPE UPSTREAM OF TEE SHALL BE 3" DIP {
PROVIDE RESTRAINING GLANDS AT GATE
VALVES, TEE AND 90' BEND.
LOCATION OF GUIDE RAILS AND HATCH BY
PUMPING SYSTEM MANUFACTURER
f
OR
PLAN VIEW
CAST IRON VALVE BOX EXTENSION.
NUMBER AS REQ'D.
FINISHED GRADE
EXTENDED OPERATING NUT_
------- EXISTING GRADE ---
DIAMETER AND
PUMP SUPPLIER.
LIFT STATION
SCALE: 1" = 2'
ALUMINUM HATCH CAST IN TOP WITH
SS HARDWARE, SIZE AND LOCATION
AS REQUIRED BY PUMP SUPPLIER.
INV. ELEV. = 4.25
3" CHECK VALVE
3" FLANGED DIP
8" GRAVITY SEWER
INFLUENT PIPE
/ INV. IN 2.49
28.5°
MYERS, MODEM: WG30H ,
4.875" IMPELLER, 3450 RPM, 3 HP,
)8 VOLTS, 3 PHASE, OR APPROVED
EQUAL DESIGN CONDITIONS:
50 GPM @ 67 FEET OF HEAD.
3" SCH. 80 PVC VENT
WITH INSECT SCREEN
STAINLESS STEEL
FLOAT BRACKET
FLEXIBLE PIPE
CONNECTOR
8" GRAVITY 'SEWER INFLUENT PIPE
INV. IN 2.49
(SEE PLAN VIEW FOR ORIENTATION)
.28 ALARM'
6"
1.78 LAG ON
6"
1.28 LEAD ON
13"
3" BREAK AWAY .. . . . . . . . . . . . ---•1.33
FITTING SYSTEM
77. 7.• ..r .r.. -...•�
E' COMPACTED STONE
-----------------.::::'•::'::�
SECTION VIEW
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.__l_�_ 24" MANHOLE RING C COVER MANHOLE RING
°D AND COVER
USE 3/8" ANCHOR BOLTS
8" MAX FOR SPACER 0 BOLT FRAME TO SPACER. ' • " PIPE OIA. + 2'
• USE ROPE MASTIC SEAL • ,de
1 1 1 / 1
BETWEEN FRAME &SPACER ; • ; :./�/�f.� 1.1./c PROPERTY LINE—�
. ' . CC
STANDARD PRECAST : : : : : :
• MANHOLE
X • . ' . w �`.', �,i�i 4" THREADED CLEANOUT PLUG i a
x N
�, tr / FINISHED GRADE 4" FEMALE ADAPTER Co .�
• ECCENTRIC TAPER UNIT •• �—
0 • H
. `• . .. . . . . . . . . N '5.4...t.:t.:r:... t• ♦ s srs t s ti• t s t s.r, ,. r. .. �•,
BACKFILL
BUTYL RUBBER BASED ' . • , NOTE: BEDDING AND HAUNCHING SHALL BE CLASS i MATERIAL. INITIAL CONCRETE PROTECTOR RING •• . • -�
LEXIBLE JOINT SEALANT ; ; ;• BACKFILL SHALL BE CLASS 1 OR CLASS 2 MATERIAL. REMAINING
• DR 0-RING GASKET BACKFILL SHALL BE CLASS 2 OR CLASS 3 MATERIALS. 0
•; ; ; (SEE SECTION 2-E IN SPECIFICATIONS.) CL
04 NOTE: CONTRACTOR SHALL PLACE SERVICES M8N o
cn . .' AT LOCATIONS STAKED BY THE OWNERIV
zo '• ; '. .'.' IN THE FIELD. N
RISER UNIT 6' can
w INITIAL
in BACKFILL
W o ; ; ; . ; PLAN VIEW . . . . . . . . . (LENGTH AS REQUIRED)
4" SCH. 40 PVC PIPE iv
I ca 45 WYE . . . . . c
SPRING LINE
0= Cr W OF PIPE HAUNCHING 4" 45' BEND 4" 45' STREET ELL
z Q 4' DIA. . . . . . . . . . . .
Q 45' BEND 4" BEDDING MIN. SLOPE 2%
c~n NOTES: PIPE SIZE FOR DROP TO EQUAL INFLOW SEWER
BASE UNIT
4" PVC PLUG ``aua�ananrurm
C-3 PIPE TO BE CONNECTED TO ; : • ' PIPE SIZE. + 2 a.•� P N��'''%,,,�
W MECH. JOINT ALL BELL FITTINGS TO BE USED. COMPACTED SOIL 4" 45' WYE '�S
• ANHOLE WITH FLEXIBLE SLEEVE ,
a • • WITH STAINLESS STEEL STRAP. " � 0. 1. PIPE SAW -CUT OR DRILL ALL HOLES FOR PIPE AND
CONCRETE INVERT INVERT SHALL BE 1/2 BOLTS. 8" X 4" PVC 45' WYE ' Q P�' 61
THE O.D. OIA. OF DROP -MANHOLE MANDATORY AT LOCATIONS - W u�
• . • • • • • EFFLUENT PIPE. • • • • • • SHOWN ON PROFILES. 8 GRAVITY SEWER _ _
• , " 90' BEND TRENCH CROSS SECTION DETAIL FOR GRAVITY SEWER PIPE _ W °° 2 _
. ........ 6 ... rn �?
. ' . ' ' . • ... . • ...... .... • : — -- — — .. ' . • .. CONCRETE NTS TYPICAL SANITARY S
.. EWER SERVICE DETAIL
8" BEDDING MIN. . ' ' ; • ; . ; . ; . ; . ; . ; . . ; ENCASEMENT ,,����� Q�`.��`•
. . • . (3000 P. S. I .) NTS
rruaunn►nn
SECTION VIEW
TYPICAL PRECAST CONCRETE MANHOLE DETAIL TYPICAL OUTSIDE DROP MANHOLE DETAIL
NTS NTS
4" PVC PLUG �2' 'SCH. 40 PVC
4" WYE LOCATION MARKER
4" SCH 40 PVC PIPE J H
H _i
0
cc
6" X 4" DOUBLE WYE PM
—� ---MANHOLE COVER STORM CULVERT 45' STREET ELL 0 _
o ' o >z
0 0 ...•.....'.. '
(2) 1' VENT HOLES • • 6' a
WCl =
• • ' • ; • • . ; • • ; ; ; GASKET RIN d "SCH 40 PVC PIPE Q Wm
;•;•;•;•,•;•;•;•;•;•;•;•;• . . . . . . . . . . . . . d/2 W w
' . ' . GAS RELIEF VALVE ' • ' • ' • S• t—
A
. X 6" 45' WYE / Cn z
. ''s:;J------- ��,o Q Vi can
® •.•'•'• ; MIN. 3,000 PSI " a 2" SCH. 40 PVC
S Q • • • • • GRAVITY SEWER 8 GRAVITY SEWER
• CONCRETE OCATION MARKER
• CO �L
F W E . . VACUUM RELIEF .VALVE• • ; — — — — — — — — — — — PLAN VIEW
.•. 6„ 6"
• ' • ' • • ' • ' HDPE MANHOLE INSERT PROPERTY LINE"
" , • • • • , . • 4" THREADED CLEANOUT PLUG
USE 3/8 ANCHOR BOLTS . . . . ' .. ....' . ., .,
• 4" FEMALE ADAPTER 12■
FINISHED GRADE oC
TO BOLT FRAME TO SPACER. 6" W
E PE MASTICS USE ROPE AL O O Y
M4
. , .., c.�
TREK �f.1„1,1„1,1�. /. 1/ 1/1r:f1.1/ •f
W & SPACER G CH BOTTOM
O O BETWEEN FRAME ACER ANHOLE RING r rt r 11.tf: �ft.:*of,+.f,tif,'1.f,i.1,'tift lt'r� tiLly4l.� rtSftiti: ft , > �
r•. rt
SECTION VIEW CONCRETE PROTECTOR RING • �� o �
SECTION VIEW
NOTE: cn
_':0 ►-'
WATERTIGHT MANHOLE INSERTS (OR APPROVED EQUAL) SHALL BE CONCRETE S T" ORT, SADDLE -DETAIL 24• u a
USED IN ALL MANHOLES LOWER THAN THE i00-YEAR FLOOD ELEVATION
MIN. SLOPE = 2% �' � .�
PLAN VIEW PLAN VIEW NTS � �
a4
G AND CO TYPICAL WATERTIGHT MANHOLE INSERT DETAIL COMPACTED SOIL
TYPICAL 24 MANHOLE COVER DETAIL NTS SECTION VIEW
NTS
SANITARY SENVER DOUBLE SERVICE DETAIL
NTS
FOR USE IN PAVED AREAS FOR USE IN UNPAVED AREAS
CV
. • . . • . PAVEMENT i2N CASTING 12
•'• • • .' •�• " m
• f rr
• 1 ' 1 1/2 �f.�ff ; LO
• • • •� • UNDISTURBED ''`• /
• • ----�► r fr �,' ' . i6 TORM CULVERT N��` , ,,
' . ' . ' . t::.•:: ' EARTH �i��� • tf/ . _ ; •�ff�.rtlf.f 1 1 OT
/
f+.fil.\
• • , jaz
914
~ff,; ~ ti ��! • • • !% 1. BACKFILL TO BE FREE OF ROCKS, FOREIGN MATERIAL OR FROZEN 1 �:fl;�f r,�f``' `-'
. fS .......... r �I+►/�141�/wl�f •I�I�I •Itft +r1t111�1R�O/�'
�/ /i• ' t POURED IN PLACE NEW UTILITY LINE EARTH. �
ff ;.:',:.: 't; .•ti POURED IN PLACE ENCASEMENT UNLESS
CONCRETE COLLAR PEA GRAVEL 2. BACKFILL COMPACTED TO: '
CONCRETE COLLAR (3000 PSI MIX) CONCRETE CALLED OUT ON PLANS. A. 95% MAXIMUM DRY DENSITY UNDER ROADS DRIVEWAYS OR
. O O (3000 PSI MIX )
./� OR APPROVED SEE "CONCRETE SUPPORT SADDLE SIDEWALKS. CM
Cn
, PRECAST COLLAR DETAIL" WHERE CONCRETE REQ'D. B. DENSITY BEFORE DISTURBANCE OR 90% MAXIMUM DRY DENSITY,
• ft WHICHEVER IS LESS, IN LOCATIONS NOT COVERED ABOVE. CD
/R '' s s• s a s a••• a•• s• a s=
ti r AREA 1
VALVE BOX .. .. .. • _
O O . '° • '� • • _ • • • • '� • Z 3. BACKFILL COMPACTED IN MAXIMUM W co
t r. • _ • ` • ' ' `r=rsr`r`rar• MAXIMUM OF 61 LIFTS IN AREA 2.
Z •• r r_ r• t• r� t,��;r�s 4• s f°f �r �� � OF 8 LIFTS IN AREA 1 AND W c
� r s s • • • s : • . . • s
.:. •:. •:.::. r . Z O
♦/.+.11. --: 1�ftitif��fkft :•; cu EW UTILITY LINE 4. AREA 3 CONSIST OF SAND, GRAVEL, OR NATIVE SOIL WHICH IS L.
1ltoJt s f'�irtilfi�1S.11'vrr. •.. •:. •.. •.
_ _ _ FREE OF ROCKS, FOREIGN MATERIALS, FROZEN EARTH OR F--i ro
•`mot ............. ----------
C.�
ORGANICS. WHERE NATIVE SOIL IS DETERMINED ADEQUATE BY Ur .c
• /S �,1 ftif,k ��• • ti ENGINEER, NO EXCAVATION BELOW BOTTOM OF PIPE IS REQUIRED,
j'< •-• i e AREA 2 WOULD EXTEND TO TRENCH BOTTOM). _ z L
' •. VALVE BOX SHOULD NOT `�:� -� • _ (' . ra•. rr'rr• .
0
GATE VALVE''•''•''_''•''•''_''_''_''_''�'�' -.............._
CONTACT VALVE OR MAIN..'•.'=.••a••tar•r•�•r==`=�=t•.••r•r•r-. AREA 2
GENERAL BLOCKING NOTES: THRUST BLOCKING SCHEDULE PLACE PEA GRAVEL UNDER
•'••' •' •' •° •'••' •' •`' •' • •' •' • STORM CULVERT REFERENCE TO DENSITY BASED ON STANDARD PROCTOR AS _ _ _ _ _ _
BLOCKING AREA IN SQUARE_ SET BOX FOR SUPPORT. DETERMINED BY AASHTO T - 99 (ASTM D - 698) . , . . . . . : .
L ALL BENDS SHALL BE BLOCKED FOR THRUST RESTRAINT. -- :?;:?::,�::?;.;
2. CONCRETE SHALL BE 3, 000 PSI MIN. LINE SIZE- TEES 90' BENDS 45*B BENDS
LENGTH OF ENCASEMENT TO BE , • , • • • , • , • , • . • , • - • . • , • • • • • . • .
,� • 4" . AREA 3 0
3. CONCRETE FOR THRUST BLOCKING SHALL BE KEPT FAIRLY DRY, THUS EQUAL TO CULVERT O.D. PLUS 2 '
MAKING THE CONCRETE WEDGE SHAPE MORE EASILY FORMED WITH THE 2' 1/4 1/4 V4 ro
WIDEST PART (BLOCKING AREA) AGAINST UNDISTURBED SOIL.
+ 2 � tin
4. BENDS FOR PIPE 3 AND SMALLER SHALL BE SCH. 40 PVC (SOLVENT WELD). ;
5. BENDS FOR PIPE LARGER THAN 3" SHALL BE CLASS 50 DUCTILE IRON. 3 i/2 i/2 1/2 UTILITY UNDER CULVERT UTILITY OVER CULVERT
6. WHERE DUCTILE IRON FITTINGS ARE USED, NO CONCRETE SHALL COVER •• '
ANY BOLTS OR GLANDS, OR IN ANY WAY OBSTRUCT THE PROPER 4' ! 3/4 1/2 f--I
SHALL BE WRAPPED
OPERATION OF SAME, AND FITTINGS AND ACCESSORIES
WITH 10 MIL POLYETHYLENE PRIOR TO PLACING CONCRETE. 6' 2 11/2 i -
7. AREA OF THRUST BLOCKING AGAINST UNDISTURBED SOIL SHALL BE AS TYPICAL CULVERT CROSSING DETAILS
N
BLOCKING MIN. � �
SHOWN ON THE THRUST BLOCKING SCHEDULE. 8" 4 3 2 BEARING AREA = 1 FT SO. —'' • ; • ; • ; • ; • ; • , NO CONCRETE SHALL TOUCH BOLTS TRENCH CROSS SECTION DETAIL FOR FORCE MAIN PIPE
• • • • • OR GLANDS. WRAP BOLTS & N T S
x
0
• GLANDS W/ PLASTIC NTS °°
Z
0
FORCE MAIN THRUST BLOCKING VALVE AND VALVE BOX C� U
U
NTS NTS IM4 4-1
rA cu
CU
6' 6' STEEL ENCASEMENT PIPE .�
cn
STEEL STRAPPIN ENCLOSE ENDS WITH
BRICK MASONRY
c
�. t ti ttikt t�% ,1
Q
OAK TIMBER SKIDS TEEL STRAPPING
CARRIER PIPE
XISTING MANHOLE
3'-0' GRAVEL STEEL ENCASEMENT
- •rs ♦s iS.:tf.�r• �i:1.f.�1.•tif.'i1.11tiftf,\1131,'�f• ..
OAIt TIMBER SKIDS 3 UNITS 7SLOPE TO DRAIN 2" WEEP HOLE SECTION
PER JOINT OF CARRIER PIPE—/
ESTRAINED JOINT ELEVATION
PAVING ONE OR TWO LANES
3' 45' BEND
CASING PIPE SHALL EXTEND FROM DITCH LINE TO DITCH LINE IN CUT SECTIONS
AND 5' BEYOND TOE OF SLOPE IN FILL SECTIONS. WHERE BORE G JACK IS
•7
ASSOCIATED WITH TAPPING ACTIVITIES THE CASING SHALL BE INSTALED AS
3 SDR 21 PVC CLOSE TO THE TAPPING VALVE AS PRACTICAL. in
z
�., RANSITION COUPLING AS REQ'D
BORE HOLE, INSERT PIPE, AND SEAL ,, y�+'1,,+:/ti�lr/,,+.ffy�fit,+./lfi,,S•1ti11,,1',, ,•�r,,,��'111`r�
AROUND PIPE WITH NON SHRINK GROUT 00
4— 3
, �,, ,,,tip$/ •, Z
BRICK CLOSURE DUCTILE IRON 3
STEEL ENCASEMENT PIPE �ARRIER PIPE (�
FORCE MAIN TO MANHOLE CONNECTION DETAIL P R O F I L E HNAL" D� A � ��Cn
M cc
NTS -►-�
This drawing is the property of HOUSTON and ASSOCIATES, P.A.and
is not be reproduced in whole or in part without written permission from BORE AND JACKING RETAIL NOT RELEASED FOR CONSTRUCTION 0) � � : Y
HOUSTON and ASSOCIATES, P.A. QCopyright 1998 NTS to CU
�
ALL RIGHTS RESERVED M en CM ca
..-
x
V

DETECTABLE TERRA TAPE D IS TO BE
INSTALLED APPROX'"""T=t v rXe/r� r�%
FOOT DIRECTLY OVF
i40TES:*
1. BACKFILL TO BE FREE OF ROCKS, FOREIGN MATERIAL OR FROZEN
EARTH.
2. BACKFILL COMPACTED TO:
A. 95% MAXIMUM DRY DENSITY UNDER ROADS, DRIVEWAYS, OR
SIDEWALKS.
B. DENSITY BEFORE DISTURBANCE OR 90 % MAXIMUM DRY DENSITY,
WHICHEVER IS LESS, IN LOCATIONS NOT COVERED ABOVE.
3. BACKFILL COMPACTED IN MAXIMUM OF 8" LIFTS IN AREA 1 AND
MAXIMUM OF 6" LIFTS IN AREA 2.
4. AREA 3 CONSIST OF SAND, GRAVEL, OR NATIVE SOIL WHICH IS
FREE OF ROCKS, FOREIGN MATERIALS, FROZEN EARTH OR
ORGANICS. WHERE NATIVE SOIL IS DETERMINED ADEQUATE BY
ENGINEER, NO EXCAVATION BELOW BOTTOM OF PIPE IS REQUIRED,
(i.e., AREA 2 WOULD EXTEND TO TRENCH BOTTOM). -
RR EFEREN E TO DE
NSITY BA
SED E D ON STANDAR
D PROCTO
R AS
DETERMINED
ER MINED BY AASHTO - 698.
( T - 99 ASTM D )
TRENCH BACKFILL
NTS
EIRM"llerm "Jill
I AS NOTED ON PLANS
/-EXISTING ROAD
IM
I
»fir u :R JJ{ ::•:: •. :•:r •.:,:..
�;;\\r\\ r,� •r.\•r.�.: •.�. r..l.:..•r.\•r:.: \•r:. �;.•r: •. r....•. it•! • \.\'♦. . �. \``\. ', I r •., f_": J.\ J.\'!.\'J.t J.'.'l.•.♦/.t 1'.'..•l.`.\J.� J: � r,\'r.\ J �" ` j � '•
ROAD SHOULDER
g � \'' SEE TRENCH
co % ` % BACKFILL DETAIL
r
r
r
NEW WATER
LINE
N :
I
:.ti" •. fit �.♦:'�.'•.':.\ :.♦:':.\.i \!
a
PIPE WIDTH PLUS 24'
TYPICAL. TRENCH SECTIOT ON ROAD SHOULDER
NTS
EXISTING GRAVEL ROAD
:7-';f 'T �• ,�.-'ITT*T�T �S'�� t. �T�-Y_..: .-.Y._.? �I �7 �T �Z+elf._? �., �T• ':: r .
6" MIN. .•, • ;' • . ,. • . .,".,,., ,,. �, • . •.••, :'.
UNDISTURBED SOIL �- < :
♦
, �i
\ r •,
I
COMPACTED
PA CTED BACK
FILL
LL
M
(SEE SPECS) `\� .,�\V\•,\'• \
NEW WATERLINE - �,''N%
IMMEDIATELY UPON COMPLETION OF WATERLINE .,;,••,,•.:,.;�;•,•�;;,;.::•:;;
INSTALLATION, GRAVEL OR MARL ROADS ARE
ARE TO BE LEFT IN A CONDITION AS GOOD OR
BENCH WIDTH
BETTER THAN THE PRIOR CONDITION. (SEE SPECS)
TYPICAL TRENCH SECTION ON GRAVEL, ROADWAY
NTS
1 1/2" 1- 2 ASPHALT OR EXISTING THICKNESS
CUT IN ASPHALT
TO BE SAWED �12'_
�12"
�EXISTING ASPHALT
\•rv�,<•!,� ra,� ;.� /,tiv,� r,jrJ: • r • r • r� r • r • r • r • r r . r. r..•. , � \
J� ti,.ti, ^••. "R••,•L.ti,■5,,'ti,•".•'1•+S•". . fir;
� , : /,�•/,� r,� r,� y�'.:� J1.
c\I
ti+ti••■r"'••r'`'"�,�• . ••
STONE
AGGREGATE BASE COURSE #7 S T /\\;ti;�';�
•' "�`•'r'r•'•`\'���••\
r .J,
Z_
COMPACTED TO 100% DENSITY
.;
COMPACTED BACKFILL
(SEE SPECS)
NEW WATERLINE
I TRENCH WIDTH I
(SEE SPECS)
OPEN CUT & PATCH ]F'OR. BITUMINOUS SURFACE AREAS
NTS
REPLACE CONCRETE 3" THICKER
THAN CUT PAVEMENT XISTING CONCRETE DRIVEWAY
1211 12"
_ _ -•4- THICKNESS OF CONCRETE
' ,:' .• :.i',; :; „',:.: ♦: , '� �•'�' :.• ,:• :• ::•'•••r',r,,r,.,, ;;,';,r,♦r,,y,r,w'' TO BE DETERMINED IN FIELD
r � r / ! ! ! r ! / / ' ' • •' •'•' • �' •' . •': ' : '•':'• : '• ,'r�\r, r. r. r, \ r. r, !. r. r, r.
8" STONE MEETING NCDOT SPECIFICATIONS FOR ABC Z_
STONE, TYPE B OR C, TO BE COMPACTED TO 100% DRY
DENSITY OR AS DIRECTED BY ENGINEER %4 ;�•
COMPACTED BACKFILL
(SEE SPECS)
NEW WATERLINE
TRENCH WIDTH
(SEE SPECS)
OPEN CUT PATCH FOR CONC TE SU•R.FFACE . =ASto
�;i"'rt.;�?! 4� u;3.r • "� 7eysY�� .�S a,;k. r r•2 ,..;'-.��K3�J�*. .. �.77,77
EXISTING CULVEnT----
r•{•r•r••"*r'�' .r"r•� .r•.r•�' f NEW WATERLINE
,�•ti•ti•�+�•�+�R�RtiR�R1RtiR• i""
•r•r•r•r.,*.r•r•r•r•r•r•r�
12" MIN. 'L• ti•ti"ti• L•'1''i'•"s•i'i•i+i••
,•r•r•r•r.r•r•r•.r•r•r•r•r•
�.�. r•r•r•,,,• .;.;•;,;sr.,�
NOTE:
PEAGRAVEL ENCASEMENT VARIES - SEE NOTE LENGTH OF ENCASEMENT TO BE
EQUAL TO CULVERT O.D. PLUS 2'.
WATERLINE UNDER CULVERT
3' MIN. I�:.�'i�i,'i'i.�'..�f..�'l.�i; :',\'r, r.� r♦J,.Jr.\'!, \\\\\\\v!�
1'-MIN.
G CU VERT EXIST]N L
•---r-c7-Cy<';cl.•..;/.:•��•/•� ��.t.• r r�:%..•a .•ai••a .•a ..f..%. -
NOTE:
PIPE SHOULD BE A MIN. OF 2' FROM DITCH LINE
USE RIPRAP FOR EROSION CONTROL AS NEEDED
WATERLINE OVER. CULVERT
TYPICAL CULVERT CROSSINGS
NTS
I
AS SHOWN.
PROVIDE BARREL EXTENSION SECTION AS ;:c "'•
i�' •>• '' i
ON PLANS'REQUIRED FOR PROPER VERTICAL ALIGNMENT {...�
BURY LINE
♦ J !\!\r of / y� \
t
r \r.'' r•.r
•r r _ � a !
\ r !
r
f r
,• \r• :ram
%\
LU
6" GATE VALVE & VALUE BOX BACK. !LL
r U
n.
(SEE VALVE & VALVE BOX DETAIL) `` \ n.
STONEcc
(7 C.F. MIN.)y-
CONC. ti•� •ti r.;
WEEP HOLE TO
BLOCKING ,` r; ; r r•r r \
' I I 18" MIN.- :::.:. REMAIN OPEN \ r '' .�•ti•'� f•
R R
• 5,
i••yam:. 4 • r .. +Y.h ■ •i' +'S' ry Y ]T
I
h •♦
\ ' v r•.
r
• w .D 1F': .
r. \
r �:6•� m' Y t17
- .y.J Y • i•' c
r\ r`
r :Y '•r � CV
wK
;�„• t
f`
t
:.�y;r •: fir•. ..
i 3/4" THREADED GALVANIZED �` •r.-CC?NC.t^
STEEL TIE RODS WITH ti :"r; t3LC?CKtNG.h
0 o EYE BOLTS (4 TOTAL)
I NOTE: THE TEE IS NOT A PART OF THE FIRE HYDRANT
ASSEMBLY FOR BIDDING PURPOSES
FIRE HYDRANT ASSEMBI-wY
KITS
FOR USE IN PAVED AREA OR USE IN UNPAVED AREAS
PAVEMENT 12 CASTING 12"
6" OR THICKNESS
OF BASE MATERA %
/: •:r \��'�:� `•'i: ,J\''�/: •.`.%,`:/J �'� �'� �
CONCRETE COLLAR CONCRETE COLLAR
(3000 PSI MIX )
(3000 PSI MIX) OR APPROVED
PRECAST COLLAR
I-L-VALVE BOX
VALVE BOX SHOULD NOT
GATE VALVE -Jw CONTACT VALVE OR MAIN.
PLACE PEA GRAVEL UNDER
BOX FOR SUPPORT.
aia,:
BLOCKING MIN. k`' `�
BEARING AREA = 1 FT SQ. -� NO CONCRETE SHALL TOUCH BOLTS
OR GLANDS. WRAP BOLTS &
GLANDS W/ PLASTIC
VALVE AND VALVE BOX
NTS
l . ! !�•.'��' •:
/ \!/\\ fit . �\
'%
----
VALVE BOX
(SEE VALVE & VALVE 3'
BOX DETAIL)
GATE VALV
W/ FIPT
♦ . k rr♦ti•� 1!� r!
�\•r: . \!f
�-- 2" BRASS CAP
'---2" BRASS NIPPLE
�--2" SCH. 40 FIPT X
SLIP PVC ADAPTER
2" SCH. 40 PVC PIPE
{y: 2" SCH. 40 PVC PIPE r\ 2" SCH. 40 PVC
900 BEND
;r{t ,r
WATER METER AND BOX (TYP.) TO RESIDE14TIAL UNIT
-�" (TYP.)
2" SCHEDULE 80 PVC 1'
1 " CTS ADAPTER
(TYP.) V-6"
2" X 2" TEE TAPPED 1"
(TYP.)
T
6" WATERLINE- 1" CTS TUBING
(TYP.)
WERE WATERLINE IS
2" USE 2" X 2" TEE _ 2" BRASS
NIPPLES -
6" X 6" TEE TAPPED 2" z .W
1,_6"
UJ
2" GATE VALVE w
& Box -�
2 FIPT X SLIP 04
PVC ADAPTER X V-6"
N
w
2" SCHEDULE 80 PVC
1 " CTS TUBING V-6"
(TYP.)
,• 2"900 BEND TAPPED V_'
TYP.
1" CTS ADAPTER
NOTES: (TYP')
1. NUMBER OF METERS REPRESENTATIVE ONLY. SEE PLAN VIEW FOR ACTUAL NUMBER
AND LOCATIONS.
2. MAKE AND MODELS OF WATER METERS AND BOX SIIALL BE AS REQUIRED 13Y TILE
UTILITY PROVIDING WATER SERVICE.
3. NO MORE THAN SIX RESIDENCES SHALL BE SERVED BY THIS TYPE INSTALLATION
4. THE TOWN OF SUNSET BEACH HAS THE AUTHORITY TO USE ALTERNATIVE MATERIALS
AND METHODS IN PROVIDING WATER SERVICE 1`011 PrOJECTS WITHIN THEIR AREA OF
JURISDICTION. LOCATIONS OF METERS, HOWEVER, SHALL BE AS SHOWN DUE TO
WASTEWATER DESIGN CONCERNS.
GAIT G WATER SERVICE
NTS
3000 PSI CONCRETE 1/2 W
(�} �4 RE[iAR TI{RUST COLLAR --�"�
4 EACH WAY
GALVANIZED V/}.PdIZED STEEL
THREADED AL
- RODS WITH 4" X 90" HOOK, SEE
"TIE ROD SCHEDULE" FOR
QUANTITY AND SIZE OF TIE ROD
}
.r
M.J. CAP
"�� :,� ;:�l.• --OR OTHER
r
r
M.J. FITING
- - - - - -
D -
> r.
` `
*4 REBAR
2" DIA. THREADED TAP
D __�_._.� .� AND BRASS NIPPLE
FOR 2" LINE EXTENSIONS
END VIEW `aL`OP VIEW
FORMED 1 HRUS'C COLLAR SHALL BE F COLLAR DI SI A i
��N�wS
US
ING 1J2 EXTERIOR PLYWOOD
AS PER COLLAR DIMENSIONS SHOWN.
1 r
I LINE�IIN •
SIZE E[
MIN. D
4"
6" 9"' 24"
8" 1 ,. 36"
12" 1 all 48"
161, 18" 66"
THRUST OLLAR
NTS
SEE THRUST
COLLAR DETAIL
TIE ROD
(SEE TIE ROD EYE BOLT
SCHEDULE) Z
�M.
3' MIN.
NOTE: WHERE SMALL WATERLINE IS 2", A TAPPED
CAP OR PLUG, AS APPLICABLE, SHALL BE
USED.
REDUCER, BLOCKING
TIE ROD SCHEDULE
Pipe
TIE ROD
Diam.
guan.
Size
4„
2
5/8"
6"
2
3/4"
8"
2
3/4"
12"
4
3/4"
16"
4
7/8"
20"
4
ill
24"
4
1 1 /4"
30"
4
1 1/2"
NOTE: All tie rods shall be galvanized steel,
Ill
REDUCER
` ~;\ TIER M.J.BRACKI~:T
2" SCH. 40 FIPT X SLIP THRUST BLOCKING �
2 BRASS NIPPLE PVC ADAPTER NTS
(EACH SIDE)
3' Pipe MECILAMICAL JOINT TIE ROD BRACKET DIMENSIONS
piam. A B C D E P' R Angle
NOTE: SEE SPECIFICATIONS FOR DISCUSSION
OF VALVE &VALVE BOX SUPPORT IN
16" 8 7/8" 5 1 /8" 5 1 /4" 10 1/2" 1" 21' 10.5" 150
SOILS OTHER THAN LOOSE DRY SAND 20" 10 15/16" 5 318" 5 5/16" 10 5/8" 1 1/8" 2" 12.75" 12.850
24" 13 1/16" 5 1 116" 5 7/16" 10 7/8" 1 3/8" 2" 15.0" 11.250
30" 161/8" 61/2" 511/16" 113/8" 15/8" 2" 18.44" 100
BLOWOFF ASSEMBLE
NTS NOTE: Tie bolts may be used for pipe sizes Less than 16".
777.7
77
s._ ..:....;::........:. .. 7.7
77 7-
.. ._. _.
FINISHED GRA
CAST IRON READING LID
(HINGED CAST IRON FLAP)
STAMPED "WATER METER"
LOCKLESS CAST IRON FORD
YOKEBOX WITH DUAL CHECK 3/4" X 5/8" KINT C700 WATER METER
READING IN U.S. GALLONS
VALVE AND INLET KEY VALVE
(YLHC141-243-RL)
OR APPROVED EQUAL
SERVICE LINE FROM TAP (SEE SPECS.
FOR SADDLE & OTHER REQUIRED
COMPONENTS.)
SERVICE LINE
--•.•T TO HOUSE
. I
1" 200 PSI CTS ` ~ ` 3" NO. 57 STONE
•--------------------------------------------- -
NOTES:
1. INSTA
LLATION REPRESENTED IS BASED ON BRUN5 WICK COUNTY
REQUIREMENTS.
EMEN S. REQUIREMENTS WILL VARY FOR INSTALLATIONS
IN OTHER PUB
LIC LIC UTILITY SYSTEMS. (SEE SPECIFICATIONS.)
NS
)
2. WATER METER NOT INCLUDED IN PROJECT UNLESS OTHERWISE
STATED IN THE CONTRACT DOCUMENTS.
3. ON BRUNSWICK COUNTY JOBS, METER TO BE FURNISHED AND
INSTALLED BY COUNTY.
4. 1" WATER SERVICE REQUIRES CAST IRON FORD YOKEBOX NO.
YL1 1 1-444-YBL AND FORD DUAL CHECK VALVE NO. HHC81-444.
TYPICAL 3/4" WA.'T'ER. SERVICE ASSEMBLY
NTS
r\\ \� .fir fir•
,, 1. \ r i ,. 't !•
..•r\�4 .I\\ Jit ' r \'i\\� Sri r
"_ •,/! ,,\1 '� J� fir
.! : ='•:': •'::'�.•: •' : �' � \ r\\Jr, !r. �• r '=.: �:: � s••'\ --
,r '• .• .• .• v'�` , {, f` r\•;.'•;.'••.:•' !\fir\�,r/af
y = 3" FOR PIPE LESS THAN 12" AND 6" FOR PIPE 12" AND LARGER.
TYPICAL BEND BLOCKING TYPICAL TEE BLOCKING
NTS NTS
THRUST BLOCKING TABLE
Blocking
Dimensions
(ft.)
Min. Blocking Vol.
e Fitting Pipe Size
b
h
X
(CF)
�CXL
221/2 4"
1.0
0.6
0.5
1
6"
1.5
1.0
0.8
1
8"
2.0
1.1
1.0
1
12"
3.0
1.7
1.5
4
16'°
4.0
2.2
2.0
8
1/3
45 4"
1.5
0.8
0.3
1
6"
2.0
1.3
1.0
2
8"
3.0
1.5
1.5
3
1211
4.0
2.5
2.0
9
1/3
16"
5.0
3.5
2.5
20
3/4
90 & Tee 4"
2.0
1.0
1.0
1
6"
3.0
1.5
1.5
3
8"
4.0
2.0
2.0
7
1/4
12"
5.0
3.6
2.5
20
3/4
16"
6.0
5.4
3.0
43
12/3
GENERAL BLOCKING NOTES:
1.
Concrete shall have a minimum 28-day strength of 3,000 psi.
2.
Blocking dimensions and volumes presented in the "THRUST BLOCKING TABLE" are based
on a soil bearing capacity of 2,000 psf. Where the actual soil bearing capacity differs from
this value, the Engineer shall determine revised dimensions and volumes for the
Contractor's used in constructing the blocking.
3.
Concrete testing shall be subject to Paragraph 5.6 of the Specifications, with the exception
that the number of cylinder tests shall be based on an average of approximately 1 per 4
blocks poured. Should any test fail, additional tests may be required by the'Engineer at the
sole expense of the Contractor.
4
Concrete shall be from an approved ready -mix plant unless job -mixed concrete is
(00
specifically approved by the Engineer on -site.
S
The back of the block (thrust bearing area) shall be against undisturbed soil.
C
.All fittings and accessories shall be wrapped with 10 mil polyethylene prior to pouring
blocking. no concrete shall be placed which will prevent the disassembling of adjacent
()0
joints. Should concrete come into contact with any nuts or bolts, the pouring operation
shall be immediately stopped, and the affected area be thoroughly cleaned to insure
proper bolt and nut operation.
,-
This drawing is the property of Iiouston and Associates, P.A. and
is not to be reproduced in whole or in part without written permission
from 1.Touston and Associates, P.A. tD Copyright 1997
ALL RIGHTS RESERVED
,:.;.:... .n ,.;.. .. :: ...::."..,,.
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