WQ0041256_Application (Plan Sheets)_20191022

DEVELOPMENT DATA
OWNER/DEVELOPER:
CONTACT:
CIVIL ENGINEER
CONTACT:
ZP NO. 342, LLC.
111 PRINCESS STREET
WILMINGTON, NC 28401
ROBERT JONES
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
GREG HOFFMAN, P.E.
[phone]
ARCHITECT: JOE DELANEY ARCHITECT
1819 N. MAIN ST.
GREENVILLE, SC, 29609
CONTACT: LAWRENCE J. DELANEY III
[phone]
THE L
ANDINGS
PH
ASE II
JACKSON COUNTY, NORTH CAROLINA
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WILMINGTON, NC 28401 �q-�
ROBERT JONES
[phone]
INDEX OF SHEETS
Sheet No.
Title
C000
COVER
---
SURVEY
C101
EXISTING CONDITIONS & DEMOLITION PLAN
C201
SITE PLAN
C202
ROAD PROFILE
C301
ROUGH GRADING & EROSION CONTROL PHASE I PLAN
C302
ROUGH GRADING & EROSION CONTROL PHASE II PLAN
C401
FINE GRADING PLAN
C501
STORM DRAINAGE PLAN
C601
WATER EXTENSION PLAN
C701
SEWER EXTENSION PLAN
C702
SEWER EXTENSION PLAN
C921
SITE DETAILS
C922
SITE DETAILS
C931
EROSION CONTROL DETAILS
C932
EROSION CONTROL DETAILS
C933
EROSION CONTROL DETAILS
C951
STORM DRAINAGE DETAILS
C952
STORM DRAINAGE DETAILS
C953
STREAM CULVERT DETAILS
C961
WATER DETAILS
C962
WATER DETAILS
C971
SEWER DETAILS
VICINITY MAP
(NOT TO SCALE)
Know what's below.
Call before you dig.
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CDC PROJECT NO.: 21930
SHEET
C000

A T!1 TT' 0
1. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL, STATE,
AND NATIONAL REGULATORY STANDARDS AND ALL REQUIREMENTS
IN THE PROJECT TECHNICAL SPECIFICATIONS.
2. CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED
GRADING/LAND DISTURBANCE AND DRIVEWAY PERMITS HAVE BEEN
OBTAINED PRIOR TO BEGINNING CONSTRUCTION.
3. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED
CONTRACTOR.
4. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE
EXACT LOCATION AND ELEVATION FOR ALL UTILITIES PRIOR TO
CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY CONFLICTS OR
DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE
PLANS HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE NOT
BEEN SHOWN ON THE PLANS AND IT IS THE CONTRACTOR'S
RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO
CONSTRUCTION.
5. CONTRACTOR SHALL PROTECT EXISTING SITE FEATURES CALLED OUT
TO REMAIN DURING CONSTRUCTION. ANY DAMAGE INCURRED DURING
OR RESULTING FROM CONSTRUCTION ACTIVITY IS THE
RESPONSIBILITY OF THE CONTRACTOR AND IS TO BE REPAIRED IN
ACCORDANCE WITH APPLICABLE STANDARDS OF APPROPRIATE
AGENCIES AT THE CONTRACTOR'S EXPENSE.
EXISTING SIDEWALK
TO BE REMOVED
EXISTING CONCRETE APRON
TO BE REMOVED
V)
PROPOSED SAWCUT LINE (TYP)
EXISTING RESIDENTIAL DRIVE
TO REMAIN
EXISTING PROPERTY LINE (TYP)
6. THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT LEAST
72 HOURS BEFORE CONSTRUCTION ACTIVITY IS TO BEGIN. THE
CONTRACTOR SHALL NOTIFY ULOCO AT 1-800-632-4949 OR 811,
72 HOURS BEFORE CONSTRUCTION BEGINS.
7. EROSION CONTROL IS FIELD PERFORMANCE BASED AND
CONTRACTOR SHALL INSTALL AND MAINTAIN ANY EROSION CONTROL
MEASURES NECESSARY TO ASSURE MAXIMUM PROTECTION OF THE
SITE DURING DEMOLITION AND CLEARING.
8. CONTRACTOR TO COORDINATE TIMING OF DEMOLITION AND
CONSTRUCTION WITH OWNER TO ENSURE EXISTING FACILITIES
REMAIN ACCESSIBLE.
9. ALL DEBRIS, STRUCTURES AND UTILITIES TO BE DEMOLISHED AND
REMOVED FROM THE PROJECT SITE ARE NOT SHOWN ON THIS PLAN.
ANY ADDITIONAL DEBRIS, STRUCTURES AND UTILITIES ENCOUNTERED
DURING CONSTRUCTION, WHICH IN THE OPINION OF THE ENGINEER
SHOULD BE DEMOLISHED AND REMOVED, SHALL BE DISPOSED OF
OFF -SITE AT THE CONTRACTORS EXPENSE IN ACCORDANCE WITH
APPLICABLE LOCAL, STATE AND FEDERAL REGULATIONS.
CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY REQUIRED
PERMITS.
Li Li
1 1 EXISTING RIGHT-OF-WAY (TYP) �I
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EXISTING SIDEWALK
0 TO REMAIN (TYP)
EXISTING CONCRETE APRON
// TO BE REMOVED
EXISTING DRIVEWAY TO ADJACENT
PROPERTY TO BE REMOVED AS NEEDED
I \ (CONTRACTOR TO MAINTAIN ACCESS)
EXISTING BUILDING AND STRUCTURES '
TO BE DEMOLISHED (TYP) ......
HOUSE /
FFa2150.13' \x��
SHED
V / /
ED SHED
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2 EXISTING OVERHEAD UTILITY TO BE REMOVED /
O OR RELOCATED (TYP) (CONTRACTOR SHALL
COORDINATE WITH APPROPRIATE UTILITY
COMPANY PRIOR TO REMOVAL)
/ EXISTING STREAM
= EXISTING UTILITY POLE TO BE RELOCATED / // TO BE REMOVED
0 (CONTRACTOR TO COORDINATE WITH
APPROPRIATE UTILITY COMPANY) /
/
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EXISTING STREAM
CD
/
'.' EXISTING WETLANDS (TYP)
f
EXISTING PROPERTY LINE
TO BE REMOVED
EXISTING GRAVEL DRIVE
TO BE REMOVED
EXISTING WALL
TO BE REMOVED
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VICINITY MAP
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DEVELOPMENT DATA
9�
1� g� OWNER/DEVELOPER: ZP NO. 342, LLC. It
Ail 111 PRINCESS STREET r
A� 1� WILMINGTON, NC 28401 N
3�i V
\ EXISTING EDGE OF PAVEMEN(TYP) CONTACT: ROBERT JONES
T j9 1�rr�i�' S� , 1O' [phone] w
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CIVIL ENGINEER: CIVIL DESIGN CONCEPTS, P.A. LU
168 PATTON AVENUE U
ASHEVILLE, NC 28801
W WV
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W CONTACT: GREG HOFFMAN, P.E. �
-
[phone] m
a Z
SURVEYOR: DAVENPORT, IVEY & ASSOCIATES, INC.
\ i P.O. BOX 234
CULLOWHEE, NC 28723
�* - DAVID IVEY Y Y Y Y
CONTACT. z z z z m
[phone]an
p p p p
_ -
-- _
ARCHITECT: JOE DELANEY ARCHITECT
o I 1819 N. MAIN ST.
GREENVILLE, SC, 29609
LAWRCE
EXISTING OVERHEAD UTILITY TO BE REMOVED I CONTACT: (864) 10 J. DELANEY III
i
C �, � � � � � (864) 7-0300
OR RELOCATED (TYP) (CONTRACTOR SHALL \ _j c�
COORDINATE WITH APPROPRIATE UTILITY �� �� ��� < z
COMPANY PRIOR TO REMOVAL) ���� I �\ -�I (� PROJECT DATA _j z
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PIN: 7549-92-5129 & 7549-92-9237 = w O
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EXISTING UTILITY POLE TO BE RELOCATED �� ADDRESS: 4616/4552 LITTLE SAVANNAH RD, CULLOWHEE m o' � o' E
(CONTRACTOR TO COORDINATE WITH _ C — — �� �� DEED BOOK/PAGE: 2241/168 � Q oW �
APPROPRIATE UTILITY COMPANY PRIOR — — _ �� �' SITE ACREAGE: 21.1 ACRES
- �� MULTI FAMILY RESIDENTIAL MEDIUM DENSITY U M O p
TO REMOVAL) Z y �� �' C ZONING: - - w � Q W
O CO
_ SETBACK
FRONT: 15'
SIDES: 10'
— REAR: 10'
—
� DISTURBED AREA. 6.68 AC
PARKING CALCULATIONS: O W
O O N Q
_ VEHICULAR: p
\ -- O O O O
CULAR• � '� � �
� � � REQUIRED SPACES. UNIT)
224 TOTAL SPACES REQUIRED
(1 PER BEDROOM + 0 25 PER T
O_
/ - --- _
\ -- --- -- _ \ HANDICAPPED SPACES: N M
SPACES REQUIRED: 11 SPACES PROVIDED: 13
EXISTING DUKE ENERGY EASEMENT
50.0' 50.0' .
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 0.23 ACRES (1.1 %) 20.87 ACRES (98.9%)
POST -DEVELOPMENT: 2.46 ACRES (11.6%) 18.64 ACRES (88.4%)
SOIL GROUP: B
Know what's below.
Call before you dig.
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DRAWN BY: DNK
EXISTING CONDITIONS & CDC PROJECT NO.: 21930
DEMOLITION PLAN
GRAPHIC SCALE SHEET
40 0 20 40 80 160
( IN FEET )
C 10 1
1 inch = 40 ft.

NOTES
1.
ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL, STATE, AND
NATIONAL REGULATORY STANDARDS AND ALL REQUIREMENTS IN THE PROJECT
7.
SIDEWALKS SHALL BE CONSTRUCTED IN ORDER TO PROVIDE POSITIVE DRAINAGE
TECHNICAL SPECIFICATIONS.
AWAY FROM ALL STRUCTURES. A MAXIMUM OF 5% SIDEWALK/CROSSWALK
LONGITUDINAL SLOPE IS PERMITTED. A MAXIMUM OF 1 /4" PER FOOT
2.
SINGLE-PHASE CONSTRUCTION.
SIDEWALK/CROSSWALK CROSS SLOPE IS PERMITTED. ANY SIDEWALK/CROSSWALK
INSTALLED WITH A STEEPER SLOPES SHALL BE REMOVED AND REPLACED AT
3.
ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED CONTRACTOR.
CONTRACTORS EXPENSE.
4.
CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE EXACT
8.
ALL RADII LISTED ARE FROM FACE OF CURB UNLESS OTHERWISE NOTED. ALL
LOCATION AND ELEVATION FOR ALL UTILITIES PRIOR TO CONSTRUCTION; AND TO
PARKING LOT RADII ARE 3' UNLESS OTHERWISE NOTED.
NOTIFY ENGINEER OF ANY CONFLICTS OR DISCREPANCIES. THE LOCATION OF
SOME UTILITIES SHOWN ON THE PLANS HAVE BEEN APPROXIMATED. ALL BURIED
9.
ALL ROAD/PARKING LOT IMPROVEMENTS, STRIPING AND SIGNAGE SHALL BE IN
UTILITIES HAVE NOT BEEN SHOWN ON THE PLANS AND IT IS THE CONTRACTOR'S
ACCORDANCE WITH THE LATEST MANUAL ON UNIFORM TRAFFIC CONTROL DEVICE
RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO CONSTRUCTION.
(MUTCD). CONTRACTOR MAY USE A PAINT SUITABLE FOR ASPHALT APPLICATION
5.
CONTRACTOR SHALL PROTECT EXISTING SITE FEATURES (SHOWN TO REMAIN) AND
IN LIEU OF THERMOPLASTIC WITH PRIOR APPROVAL FROM THE ENGINEER.
NEWLY COMPLETED WORK DURING CONSTRUCTION. ANY DAMAGE INCURRED DURING
10.
CURB END TREATMENT TO BE APPLIED TO ALL CURB ENDS. REFER TO CURB END
OR RESULTING FROM CONSTRUCTION ACTIVITY IS THE RESPONSIBILITY OF THE
TREATMENT DETAIL.
CONTRACTOR AND IS TO BE REPAIRED IN ACCORDANCE WITH APPLICABLE
STANDARDS OF APPROPRIATE AGENCIES AT THE CONTRACTOR'S EXPENSE.
11.
PROPOSED ROADS TO BE PRIVATE. JACKSON COUNTY IS NOT RESPONSIBLE FOR
ANY ROAD MAINTENANCE.
6.
THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT LEAST 72 HOURS
BEFORE CONSTRUCTION ACTIVITY IS TO BEGIN. THE CONTRACTOR SHALL NOTIFY
ULOCO AT 1-800-632-4949 OR 811, 72 HOURS BEFORE CONSTRUCTION BEGINS.
PROPOSED CONNECTION TO EXISTING ROAD
II (CONTRACTOR TO PROVIDE SMOOTH TRANSITION)
\ EXISTING RIGHT-OF-WAY (TYP) r I /
_ __ _____ PROPOSED STEPS WITH
V) W,R WV W W —� RAILING (TYP) (SEE DETAIL)
W
-- W
W
C_
R20' 0 R20'
Q�p
UE. a
U= UE
PROPOSED STANDARD 30" CURB ]`_ —
AND GUTTER WITHIN NCDOT ROW / 4' 32.3'
(TYP) (SEE DETAIL) I 26.0' 46.43' —
I s13
5BR BR
SeR
I s PROPOSED 00-, <�< eR
2 - 8'x18' ADA PARKING SPACES (TYP) I �e/� 50 BEDROOM
1 - WIDE LOADING AISLE
2 - PROPOSED HANDICAP PARKING SIGNS R1'0' SPLIT LEVEL
2 - WHEEL STOPS _ Se APARTMENT
1- STANDARD WHEELCHAIR RAMPS (TYP) I o o R
(SEE DETAILS)
NOTES: HC SYMBOLS TO NOT BE STRIPED
o +
- I Rg3.
10' o
PROPOSED I \ �� \
2 - 8'x18' ADA PARKING SPACES (TYP) I 8.0 9.0
1 - 8' WIDE LOADING AISLE
0
PROPOSED
1 - 8'x18' ADA PARKING SPACES (TYP)
1 - 8' WIDE VAN -ACCESSIBLE LOADING AISLE
1 - PROPOSED HANDICAP PARKING SIGNS
1 - WHEEL STOPS
1 - STANDARD WHEELCHAIR RAMPS (TYP)
(SEE DETAILS)
NOTES:
-HC SYMBOLS TO NOT BE STRIPED
\ EXISTING EDGE OF PAVEMENT (TYP)
\ H�
W WV W PROPOSED RETAINING WALL
- - - - - - - - - - - (DESIGN BY OTHERS)
O a
°
35*6
2 - PROPOSED HANDICAP PARKING SIGNS + -�
2- WHEEL STOPS I ti w 24.0' i o -
1 - STANDARD WHEELCHAIR RAMPS (TYP)
(SEE DETAILS) loo+z R251'
NOTES:
-HC SYMBOLS TO NOT BE STRIPED O�� �\ 18 9.0'
I G�'
14.0' � 5BR 5BR 5BR
5BR 5BR 5BR 5BR
PROPOSED CONNECTION TO
EXISTING ACCESS ROAD
(CONTRACTOR TO PROVIDE
SMOOTH TRANSITION)
I EXISTING RESIDENTIAL DRIVE
EXISTING PROPERTY LINE (TYP)
R
PROPOSED HANDRAIL
ME
50 BEDROOM
SPLIT LEVEL
APARTMENT
L-I
4BR
4BR
0
SITE LEGEND
PROPERTY LINE
RIGHT OF WAY LINE
PROPOSED SIGHT TRIANGLE
PROPOSED LIGHT DUTY PAVEMENT
PROPOSED CONCRETE SIDEWALK
PROPOSED LANDSCAPE AREA
PROPOSED SETBACK (TYP)I
PROPOSED 5' CONCRETE
SIDEWALK (TYP)
o � I
0
R2'
R620'
.a
QD
a
°
\a. 0✓�,,
PROPOSED RETAINING WALL
(DESIGN BY OTHERS)
PROPOSED
3 - 8'x18' ADA PARKING SPACES (TYP)
1 - 8' WIDE VAN -ACCESSIBLE LOADING AISLE
1 - 5' WIDE LOADING AISLE
3 - PROPOSED HANDICAP PARKING SIGNS
3 - WHEEL STOPS
1 - STANDARD WHEELCHAIR RAMPS (TYP)
(SEE DETAILS)
NOTES:
-HC SYMBOLS TO NOT BE STRIPED
STANDARD PARKING
SPACE 9'X18' (TYP)
PROPOSED 18" CURB &
GUTTER (TYP) (SEE DETAIL)
2�
\ PROPOSED HANDRAIL
61.30' \
R2'
PROPOSED
4 - 8'x18' ADA PARKING SPACES (TYP)
1 - 8' WIDE VAN -ACCESSIBLE LOADING AISLE
1 - 5' WIDE LOADING AISLE
4 - PROPOSED HANDICAP PARKING SIGNS
4 - WHEEL STOPS
1 - STANDARD WHEELCHAIR RAMPS (TYP)
(SEE DETAILS)
NOTES:
-HC SYMBOLS TO NOT BE STRIPED
PROPOSED DUMPSTER ENCLOSURE
(SEE DETAIL)
PROPOSED
2 - 8'x18' ADA PARKING SPACES (TYP)
1 - 5' WIDE LOADING AISLE
2 - PROPOSED HANDICAP PARKING SIGNS
2 - WHEEL STOPS
1 - STANDARD WHEELCHAIR RAMPS (TYP)
(SEE DETAILS)
NOTES:
-HC SYMBOLS TO NOT BE STRIPED
N
VICINITY MAP
(NOT TO SCALE)
DEVELOPMENT DATA
OWNER/DEVELOPER:
ZP NO. 342, LLC.
111 PRINCESS STREET
WILMINGTON, NC 28401
CONTACT:
ROBERT JONES
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
DAVENPORT, IVEY & ASSOCIATES, INC.
P.O. BOX 234
CULLOWHEE, NC 28723
CONTACT:
DAVID IVEY
[phone]
ARCHITECT:
JOE DELANEY ARCHITECT
1819 N. MAIN ST.
GREENVILLE, SC, 29609
CONTACT:
LAWRENCE J. DELANEY III
[phone]
PROJECT DATA
PIN:
7549-92-5129 & 7549-92-9237
ADDRESS:
4616/4552 LITTLE SAVANNAH
RD, CULLOWHEE
DEED BOOK/PAGE:
2241/168
SITE ACREAGE:
21.1 ACRES
ZONING:
MULTI -FAMILY RESIDENTIAL
-MEDIUM DENSITY
SETBACKS:
FRONT:
15'
SIDES:
10'
REAR:
10'
DISTURBED AREA:
6.68 AC
PARKING CALCULATIONS:
VEHICULAR:
REQUIRED SPACES:
(1 PER BEDROOM +
0.25 PER UNIT)
224 TOTAL SPACES
REQUIRED
HANDICAPPED SPACES:
SPACES REQUIRED:
11 SPACES PROVIDED:
13
IMPERVIOUS CALCULATIONS:
IMPERVIOUS
PERVIOUS
PRE -DEVELOPMENT:
0.23 ACRES (1.1 %)
20.87 ACRES (98.9%)
POST -DEVELOPMENT:
2.46 ACRES (11.6%)
18.64 ACRES (88.4%)
SOIL GROUP:
B
Know what's below.
Call before you dig.
NORTH
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CDC PROJECT NO.:
DNK
21930
SHEET
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ELEV: 2172.9
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HP
ELEV: 2158.E
2170
2180
HP
ELEV: 2152.7
LP ELEV: 2167.4
-
2180
m
LVC:
61.85'
m
w
K: 5.00
r-
K: 5.00
K: 10.00
LVC:
43.79'
o Lq
VC: 24.0
LVC: 40.00'
ao
0)00
O)
00
(00 00
0
rn
rn
cD
/
-
N
+
N
-
-
o
+
N
+
N O
N
+
N +
N
+
N +
N
0
m
0
w
>
w o 6j
> z >
L:j
>
o
w o
w
U
PROPOSED GRADE (TYP)
w
>
w
>
1.0%
>
PVI STA: 10+50
>
U'
N
U
m
N
U
W W O_
0_
U
m (N
W
�ii
U
>
�ii
m U
>
W
m
>
>
>
w
m
w
°
5.0%
2160
PVI
ELEV: 2142.0
0°
�`'
1 2%
2160
2170
m
/
-
2170
z
LP
STA: 10+26.6
- ---
o
PVI
STA: 10+53
0
LP
ELEV: 2140.9
0
rn
PVI
LEV: 2152.8
1.0
a_
K: 5.00
0
0
LP
TA: 10+43.1
-
LVC: 46.85'
,gyp � °
�
/
o+
Ln
LPELEV:
2152.7
�
U
W
N
K: 5.00
0
00
rn
N
-
6i
Lei
L
C: 20.00'
-�
N
2.
%
�
a_
a_
O
n O
M
2150
O+
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/
/
2150
2160-
+
N +
N
0
5• %
2160
00
U
m
V
O
O
In
>
>
/
LJ
LJ
00
m
W
/
m
w
EXISTING GRADE (TYP)
+
o
/
/
0
w
+I
r-
1.
�
�
+U
5$%
/
Li
5• Q°/o
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Q
2140
Z
2140
2150
2150
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-- ---
-
/
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2130-
2130
2140-
-2140
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2120-
2120
2130-
2130
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2110
2110
2120
2120
0
a,
0
0
0
0
co
coa
0 0
0
0
0
0
0
0 0
0 0
0
O
0 0
O 0
0
0
+
+
+
+
+ +
+
+
+ +
+
+ +
+
+
00
DRIVEWAY
PARKING LOT
NOTE:
THE PIPE LENGTHS, SLOPES, AND INVERTS SHOWN
IN THE ABOVE PROFILES ARE BASED ON A 2D
LENGTH AND MEASURED FROM INSIDE WALL TO
INSIDE WALL OF STRUCTURES. CONTRACTOR
SHALL VERIFY ALL INVERTS AND LINE LENGTHS
PRIOR TO CONSTRUCTION.
Know what's below.
Call before you dig.
ROAD PROFILE
0 20 40 80
1 inch = 40 ft. (H)
0 4 8 16
"O!!!�
1 inch = 8 ft. (V)
C/
a
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0
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DRAWN BY: DNK
CDC PROJECT NO.: 21930
SHEET
C202

NOTES
1. SEE GRADING, EROSION CONTROL, AND STORM DRAINAGE DETAIL
SHEETS FOR ALL GENERAL NOTES. CONTRACTOR RESPONSIBLE FOR
INCLUSION OF DETAILS SHEETS WITH ALL PLANS.
2. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
FLOODPLAIN.
3. SOIL GROUP B.
4. RETAINING WALLS:
ALL RETAINING WALL ELEVATIONS SHOWN ARE FROM TOP OF WALL
TO FINISH GRADE ELEVATION. CONTRACTOR TO ACCOUNT FOR
FOOTER/COVER OVER FOOTER. REFER TO WALL DESIGN FOR FOOTER
DESIGN. WALL DESIGN TO ALSO ACCOMMODATE STORM PIPE
PENETRATIONS PER PLANS.
WALL DESIGN TO INCLUDE FOOTING DRAIN WITH #57 WASHED STONE
BEHIND WALL IN THE ENTIRE GEOGRID ZONE, OR 12" WIDTH IF NO
GEOGRID, FROM BOTTOM TO TOP OF WALL.
ALL RETAINING WALLS PROVIDING A CHANGE OF GRADE OF 30" OR
MORE SHALL BE PROTECTED WITH A GUARDRAIL. THE GUARDRAIL
SHALL BE 42" MINIMUM IN HEIGHT, AND PREVENT THE PASSAGE OF
A 21" SPHERE UNLESS ADJACENT TO A WALKING SURFACE.
COORDINATE BARRIER STYLE AND COLOR WITH ARCHITECT AND
ENGINEER. SEE SITE PLAN FOR APPROXIMATE LOCATION OF
FENCING/BARRIERS.
CONTRACTOR TO SUBMIT TO OWNER AND ENGINEER FOR REVIEW
PRIOR TO ORDERING MATERIALS. CONTRACTOR TO COORDINATE WALL
STYLE AND COLOR WITH ARCHITECT AND ENGINEER.
RETAINING WALL DESIGN IS CONSIDERED DELEGATED DESIGN.
CONTRACTOR RESPONSIBLE FOR OBTAINING APPROVAL FOR ALL
RETAINING WALLS FROM STATE CONSTRUCTION OFFICE PRIOR TO
ORDERING MATERIALS OR CONSTRUCTION. CONTRACTOR RESPONSIBLE
FOR CONSTRUCTING RETAINING WALLS IN ACCORDANCE WITH ALL
WALL MANUFACTURERS STANDARDS AND SPECIFICATIONS.
ALL RETAINING WALLS 4' OR GREATER TO BE SUBMITTED TO
JACKSON COUNTY BUILDING SAFETY DIVISION FOR REVIEW AND
APPROVAL AND CERTIFIED BY THE WALL ENGINEER UPON
COMPLETION. RETAINING WALLS SUBJECT TO ADDITIONAL
LANDSCAPING DEPENDING ON HEIGHT AND MATERIAL.
Lj Li L-1
PROPOSED TEMPORARY SEDIMENT BASIN 'A' \
(SEE DETAILS) \
Ll Ll
TEMPORARY DIVERSION DITCH "4" W'" Wv
BOTTOM WIDTH: 0' I W ------ - "-------- N
SIDE SLOPE: 2:1
DEPTH: 1' — —
SLOPE: 1 % —
CHANNEL LINER: DS75
(SEE DETAIL) - - — - - -
PERMANENT DIVERSION DITCH "E"
BOTTOM WIDTH:
0'
SIDE SLOPE:
2:1
DEPTH:
1'
SLOPE:
2% MIN
CHANNEL LINER:
C125
(SEE DETAIL)
PROPOSED TEMPORARY RIP RAP APRON 'A'
LENGTH: 10'
WIDTH AT FES: 30
WIDTH AT END: 12'
THICKNESS: 18"
STONE CLASS: B
—�
(SEE DETAIL)
PROPOSED CONSTRUCTION ENTRANCE. (TYP)
MUD MAT TO BE 50'x25'x12" RAILROAD i
u BALLAST WITH SYNTHETIC LINER BETWEEN
STONE AND NATURAL GROUND (SEE DETAIL).
CONSTRUCTION ENTRANCE TO BE MAINTAINED
AND ADDITIONAL STONE ADDED ON REGULAR
BASIS AS NEEDED.
- - - � - SF _ - SF SF SF
F
PROPOSED TRUCK WASH STATION NEAR 41 —4mm- al�
LOCATION OF EXISTING WATER METER AND
CONSTRUCTION ENTRANCE. LOCATION SO
WASH WATER DRAINS TO BASIN. I
PROPOSED CONSTRUCTION ENTRANCE. (TYP) I
MUD MAT TO BE 50'x25'x12" RAILROAD
BALLAST WITH SYNTHETIC LINER BETWEEN I
STONE AND NATURAL GROUND (SEE DETAIL).
CONSTRUCTION ENTRANCE TO BE MAINTAINED I
AND ADDITIONAL STONE ADDED ON REGULAR
BASIS AS NEEDED.
I
'I EXISTING DRIVEWAY TO ADJACENT
I PROPERTY TO BE REMOVED AS NEEDED
(CONTRACTOR TO MAINTAIN ACCESS)
I
I TEMPORARY DIVERSION DITCH "1"
BOTTOM WIDTH: 0'
ISIDE SLOPE: 2:1
DEPTH: 1'
SLOPE: 9%
I ICHANNEL LINER: C125BN
(SEE DETAIL)
I
I� y
PROPOSED RIP RAP APRON A
LENGTH: 10'
WIDTH AT DITCH: 1.5'
WIDTH AT END: 10.5'
THICKNESS: 18"
STONE CLASS: B I o
(SEE DETAIL) '
Iv
O�
� f
PERMANENT DIVERSION DITCH "B"
BOTTOM WIDTH: 0' I
SIDE SLOPE: 2:1
DEPTH: 1'
SLOPE: 2% MIN
CHANNEL LINER: C125BN
(SEE DETAIL) J
I
I
I
1
W WV
SF - -
_SF SF SF
PROPOSED TEMPORARY RIP RAP APRON 'B'
LENGTH: 10'
WIDTH AT FES: 30
WIDTH AT END: 12' SF _
THICKNESS: 18"
STONE CLASS: B SF
(SEE DETAIL) SF
\
ROUGH GRADING & EROSION CONTROL LEGEND
LIMITS OF DISTURBANCE
SILT FENCE
SF
CONSTRUCTION FENCE
CF
SKIMMER & CONTROL STRUCTURE
TEMPORARY PIPE
— —
EXISTING CONTOURS
PROPOSED CONTOURS
00
TEMPORARY DIVERSION DITCH
TD TD
PERMANENT DIVERSION DITCH
PD PD
CHECK DAM
STORM DRAINAGE PIPE
STONE INLET PROTECTION
TEMPORARY DIVERSION DITCH "2"
BOTTOM WIDTH:
0'
SIDE SLOPE:
2:1
DEPTH:
1'
SLOPE:
5%
CHANNEL LINER:
C125BN
(SEE DETAIL)
PROPOSED CHECK DAM (TYP) (SEE DETAIL)
PROPOSED SILT FENCE
- (TYP) (SEE DETAIL) 4
Tp \
TD SF \\ \\\
Tp SF �\ \
SF
TD \ \ \ \
TD!
S \
T F
D \
N
Tn Em SIDE SLOPE: 2:1
DEPTH: 1'
I I SLOPE: 2%
CHANNEL LINER: C125BN
TO BE REMOVED AFTER STREAM IS PIPED _ -
-- --
(SEE DETAIL)
— — — —
At—
/ / ---
Jj
j
JJ
- --
/
jJJ PROPOSED LIMITS OF DISTURBANCE (TYP)
EXISTING STREAM
N ,
PROPOSED DOUBLE ROW SILT FENCE
ADJACENT TO STREAM (TYP)
EXI 2 CONTOURS (TYP EXISTING N) C,7
z �
EXISTING WETLANDS (TYP)
--
PERMANENT DIVERSION DITCH A" I '
BOTTOM WIDTH: 0' '
SIDE SLOPE: 2:1
... DEPTH: 1' /
SLOPE: 2% MIN
CHANNEL LINER: SC250
D50: 15"
(SEE DETAIL)
TEMPORARY DIVERSION DITCH "3"
BOTTOM WIDTH: 0'
VICINITY MAP
(NOT TO SCALE)
DEVELOPMENT DATA
OWNER/DEVELOPER:
ZP NO. 342, LLC.
111 PRINCESS STREET
WILMINGTON, NC 28401
CONTACT:
ROBERT JONES
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
DAVENPORT, IVEY & ASSOCIATES, INC.
P.O. BOX 234
CULLOWHEE, NC 28723
CONTACT:
DAVID IVEY
[phone]
ARCHITECT:
JOE DELANEY ARCHITECT
1819 N. MAIN ST.
GREENVILLE, SC, 29609
CONTACT:
LAWRENCE J. DELANEY III
[phone]
PROJECT DATA
PIN:
7549-92-5129 & 7549-92-9237
ADDRESS:
4616/4552 LITTLE SAVANNAH RD, CULLOWHEE
DEED BOOK/PAGE:
2241/168
SITE ACREAGE:
21.1 ACRES
ZONING:
MULTI -FAMILY RESIDENTIAL -MEDIUM DENSITY
SETBACKS:
FRONT:
15'
SIDES:
10'
REAR:
10'
DISTURBED AREA:
6.68 AC
PARKING CALCULATIONS:
VEHICULAR:
REQUIRED SPACES: (1 PER BEDROOM + 0.25 PER UNIT)
224 TOTAL SPACES REQUIRED
HANDICAPPED SPACES:
SPACES REQUIRED: 11 SPACES PROVIDED: 13
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 0.23 ACRES (1.1 %) 20.87 ACRES (98.9%)
POST -DEVELOPMENT: 2.46 ACRES (11.6%) 18.64 ACRES (88.4%)
SOIL GROUP: B
Know what's below.
Call before you dig.
NORTH
W O W W
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DRAWN BY: DNK
ROUGH GRADING & EROSION CDC PROJECT NO.: 21930
CONTROL PHASE I PLAN
GRAPHIC SCALE SHEET
40 0 20 40 80 160
( IN FEET )
C301
1 inch = 40 ft.

NOTES
1. SEE GRADING, EROSION CONTROL, AND STORM DRAINAGE DETAIL
CONTRACTOR TO SUBMIT TO OWNER AND ENGINEER FOR REVIEW
SHEETS FOR ALL GENERAL NOTES. CONTRACTOR RESPONSIBLE FOR
PRIOR TO ORDERING MATERIALS. CONTRACTOR TO COORDINATE WALL
INCLUSION OF DETAILS SHEETS WITH ALL PLANS.
STYLE AND COLOR WITH ARCHITECT AND ENGINEER.
2. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
RETAINING WALL DESIGN IS CONSIDERED DELEGATED DESIGN.
FLOODPLAIN.
CONTRACTOR RESPONSIBLE FOR OBTAINING APPROVAL FOR ALL
RETAINING WALLS FROM STATE CONSTRUCTION OFFICE PRIOR TO
3. SOIL GROUP B.
ORDERING MATERIALS OR CONSTRUCTION. CONTRACTOR RESPONSIBLE
FOR CONSTRUCTING RETAINING WALLS IN ACCORDANCE WITH ALL
4. RETAINING WALLS:
WALL MANUFACTURERS STANDARDS AND SPECIFICATIONS.
ALL RETAINING WALL ELEVATIONS SHOWN ARE FROM TOP OF WALL
ALL RETAINING WALLS 4' OR GREATER TO BE SUBMITTED TO
TO FINISH GRADE ELEVATION. CONTRACTOR TO ACCOUNT FOR
JACKSON COUNTY BUILDING SAFETY DIVISION FOR REVIEW AND
FOOTER/COVER OVER FOOTER. REFER TO WALL DESIGN FOR FOOTER
APPROVAL AND CERTIFIED BY THE WALL ENGINEER UPON
DESIGN. WALL DESIGN TO ALSO ACCOMMODATE STORM PIPE
COMPLETION. RETAINING WALLS SUBJECT TO ADDITIONAL
PENETRATIONS PER PLANS.
LANDSCAPING DEPENDING ON HEIGHT AND MATERIAL.
WALL DESIGN TO INCLUDE FOOTING DRAIN WITH #57 WASHED STONE
BEHIND WALL IN THE ENTIRE GEOGRID ZONE, OR 12" WIDTH IF NO
GEOGRID, FROM BOTTOM TO TOP OF WALL.
ALL RETAINING WALLS PROVIDING A CHANGE OF GRADE OF 30" OR
MORE SHALL BE PROTECTED WITH A GUARDRAIL. THE GUARDRAIL
SHALL BE 42" MINIMUM IN HEIGHT, AND PREVENT THE PASSAGE OF
A 21" SPHERE UNLESS ADJACENT TO A WALKING SURFACE.
COORDINATE BARRIER STYLE AND COLOR WITH ARCHITECT AND
ENGINEER. SEE SITE PLAN FOR APPROXIMATE LOCATION OF
FENCING/BARRIERS.
PERMANENT DIVERSION DITCH "E"
BOTTOM WIDTH:
0'
SIDE SLOPE:
2:1
DEPTH:
1'
SLOPE:
2% MIN
CHANNEL LINER:
C125
(SEE DETAIL)
ROUGH GRADING & EROSION CONTROL LEGEND
LIMITS OF DISTURBANCE
SILT FENCE
$F
CONSTRUCTION FENCE
CF
SKIMMER & CONTROL STRUCTURE
TEMPORARY PIPE
- -
EXISTING CONTOURS
PROPOSED CONTOURS
00
TEMPORARY DIVERSION DITCH
TD TD
PERMANENT DIVERSION DITCH
PD PD
CHECK DAM
STORM DRAINAGE PIPE
STONE INLET PROTECTION
PERMANENT DIVERSION DITCH "G"
BOTTOM WIDTH: 0'
SIDE SLOPE: 2:1
DEPTH: 1'
SLOPE: 2% MIN
(SEE DETAILS) CHANNEL LINER: DS75EE �Z�
1 (SDETAIL)
1�
� PERMANENT DIVERSION DITCH "F"
TEMPORARY DIVERSION DITCH '4' W� WV W � �/�/ W --- I \ 1r BOTTOM WIDTH: 0'
BOTTOM WIDTH: 0: I W VV _ _ - - SIDE SLOPE: 2:1
SIDE SLOPE. 2.1 W
11
DEPTH: 1' - 2 DEPTH:
_ ,�''✓-------------- W\ WV SLOPE: 2% MIN
SLOPE: 1 % - \
� I CHANNEL LINER: DS75
CHANNEL LINER: DS75
(SEE DETAIL)
EXISTING DRAINAGE DITCH (SEE DETAIL)
- -- �•—
• ►---------
�9 �F _ SF _ - SF y� S - --- I� _ - - _ -- PROPOSED STORM
♦ - -
'- F _ _ $FF DRAINAGE PIPE (TYP)
G1 41 \ -
_ —
I
PROPOSED TRUCK WASH STATION NEAR � 2� ° 'r --- SF F__WW SF�
LOCATION OF EXISTING WATER METER AND--
....\
CONSTRUCTION ENTRANCE. LOCATION SO
WASH WATER DRAINS TO BASIN. /I X �1 '
' O
FFE 57.0 / ' FFE Q.0
SP
PROPOSED CONSTRUCTION I I �« 50 BEDROOM SP EDROOM SF
SPLIT LEVEL AP T LEVEL
ENTRANCE. (TYP) I2750 - -
PROPOSED TEMPORARY RIP RAP APRON 'A'
LENGTH: 10'
WIDTH AT FES: 30
WIDTH AT END: 12'
THICKNESS: 18"
STONE CLASS: B
(SEE DETAIL)
\\L-1 EXISTING STORM PIPE!
PROPOSED TEMPORARY SEDIMENT BASIN 'A' \ (TYP)
TEMPORARY DIVERSION DITCH "2"
BOTTOM WIDTH: 0'
SIDE SLOPE: 2:1
DEPTH: 1'
SLOPE: 5%
CHANNEL LINER: C125BN
(SEE DETAIL)
PROPOSED TEMPORARY INLET
PROTECTION (TYP) (SEE DETAIL)
PROPOSED CHECK DAM (TYP) (SEE DETAIL)
PERMANENT DIVERSION DITCH "H"
BOTTOM WIDTH: 0'
SIDE SLOPE: 2:1
\ DEPTH: 1'
SLOPE: 2% MIN
CHANNEL LINER: DS75
(SEE DETAIL)
\
APARTMEN RTMENT _ PROPOSED SILT FENCE
MUD MAT TO BE 50'x25'x12" \/� \ ...•:] (TYP) (SEE DETAIL)
RAILROAD BALLAST WITH SYNTHETIC ♦ \ - - Tp `� ��j
LINER BETWEEN STONE AND 9/� \ � FFE 68.0 TD _ •oTD
.• ,•. F4BR
NATURAL GROUND (SEE DETAIL). ` .••••. - - - J, T
CONSTRUCTION ENTRANCE TO BE
MAINTAINED AND ADDITIONAL STONE / - -
I
ADDED ON REGULAR BASIS AS 4) \ \ / ° � _ � � � � � � � � �� � ,� � d s. I �\
°
/ L— � _— SF
a °
NEEDED. ��� 15� �� // I _�- Vu� �'- _ y _ �% °' ° ,-- - 1D SF PROPOSED STORM DRAINAGE
=i
° `' — SpSTRUCTURE (TYP) (SEE DETAIL)
/ /1�
TEMPORARY DIVERSION DITCH "1" \\ ,/
BOTTOM WIDTH: 0' / PROPOSED 150 LF 30" RCP \ I I I
SIDE SLOPE: 2:1 STREAM CULVERT (SEE DETAIL) I / \ ` _ = \
DEPTH: 1' �I i .,o Oy �� _ _ ---- -- dx
- -- CV % ..
SLOPE: 9%
CHANNEL LINER: C125BN / ��F 7''-��__�
(SEE DETAIL)
215
81 5BR 5BR 5BR
•• — 4BR
°•....:
„ „ 5BR 5BR � / ���
PERMANENT DIVERSION DITCH D ` I 4BR 5BR FFE 68.0 FFE 69.0 FFE 70.5 FFE 72.0 I FFE 73.5 I FFE ��
BOTTOM WIDTH: 0' FFE 61.g 5BR 5BR FFE 66.0 I
�....
SIDE SLOPE: 2:1 � � FFE 63.0 FFE 64.5 i �
DEPTH: 1' �) /
Y
SLOPE: 2% MIN ��o �
CHANNEL LINER: DS75 '• 2190
I
VICINITY MAP
(NOT TO SCALE)
DEVELOPMENT DATA
OWNER/DEVELOPER:
ZP NO. 342, LLC.
111 PRINCESS STREET
WILMINGTON, NC 28401
CONTACT:
ROBERT JONES
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
DAVENPORT, IVEY & ASSOCIATES, INC.
P.O. BOX 234
CULLOWHEE, NC 28723
CONTACT:
DAVID IVEY
[phone]
ARCHITECT:
JOE DELANEY ARCHITECT
1819 N. MAIN ST.
GREENVILLE, SC, 29609
CONTACT:
LAWRENCE J. DELANEY III
[phone]
PROJECT DATA
PIN:
7549-92-5129 & 7549-92-9237
ADDRESS:
4616/4552 LITTLE SAVANNAH
RD, CULLOWHEE
DEED BOOK/PAGE:
2241/168
SITE ACREAGE:
21.1 ACRES
ZONING:
MULTI -FAMILY RESIDENTIAL
-MEDIUM DENSITY
SETBACKS:
FRONT:
15'
SIDES:
10'
REAR:
10'
DISTURBED AREA:
6.68 AC
PARKING CALCULATIONS:
VEHICULAR:
REQUIRED SPACES:
(1 PER BEDROOM +
0.25 PER UNIT)
224 TOTAL SPACES
REQUIRED
HANDICAPPED SPACES:
SPACES REQUIRED:
11 SPACES PROVIDED:
13
IMPERVIOUS CALCULATIONS:
IMPERVIOUS
PERVIOUS
PRE -DEVELOPMENT:
0.23 ACRES (1.1 %)
20.87 ACRES (98.9%)
POST -DEVELOPMENT:
2.46 ACRES (11.6%)
18.64 ACRES (88.4%)
SOIL GROUP:
B
(SEE DETAIL)
216
PROPOSED RIP RAP APRON 'A' I' / P7 h
LENGTH: 10' / '• ` _ \ �o n
2170 f -� D���, PERMANENT DIVERSION DITCH "I"
WIDTH AT DITCH: 1.5' / - BOTTOM WIDTH: 0'
WIDTH AT END: 10.5' —� 2 \
/ / 270 \ SIDE SLOPE: 2:1
THICKNESS: 18" I I I I �� Z�gO \, DEPTH: 1'
STONE CLASS: B 56 \ \�
R OJ � � SLOPE: 16%
(SEE DETAIL) ' FFE 60.5 I I I I J' / 90 PROPOSED LIMITS OF DISTURBANCE (TYP) 2220 \ N CHANNEL LINER: C125
(SEE DETAIL)
IF 221 � PROPOSED 2' CONTOURS (TYP)
n
fPERMANENT DIVERSION DITCH "J"
BOTTOM WIDTH: 0'
EXISTING STREAM _ \
SIDE ALL 2:1 SLOPES AND GREATER TO BE _ 2250 LOPE. 21
DEPTH
STABILIZED WITH NORTH AMERICAN ��
�- � GREEN S150 (OR APPROVED EQUIVALENT) SLOPE: 5% MIN
N CHANNEL LINER: C125
(TYP) - 2260 (SEE DETAIL)
PROPOSED DOUBLE ROW SILT FENCE
'� :.•'\ \ \\ ADJACENT TO STREAM (TYP)
PERMANENT DIVERSION DITCH "B" I 'I PERMANENT DIVERSION DITCH "C"
BOTTOM WIDTH: 0' I BOTTOM WIDTH: 0'
SIDE SLOPE: 2:1 .... EXISTING 2' CONTOURS (TYP) SIDE SLOPE: 2:1
DEPTH: 1' I DEPTH: 1' / �/ / 229�/
SLOPE: 2% MIN / / / /
SLOPE: 2% MIN � ' ' CHANNEL LINER: CONCRETE i / � / / / / / / / / / 2280
CHANNEL LINER: C125BN I / / / / / / / ,
(SEE DETAIL) I (SEE DETAIL)
4EXISTING WETLANDS (TYP)
0 y o
ALL SLOPES GREATER THAN 3:1 BE HYDROSEEDED /
f' WITHIN 7 DAYS OF ESTABLISHED FINISH GRADE FOR
I .� .•.. STABILIZATION. PERMANENT VEGETATION SEED TO �'- i r 2200 / Know what's below. _gWL__LtUv_
CONFORM WITH SEEDING REQUIREMENTS SHOWN ON
I •• DETAIL SHEET (TYP) PERMANENT DIVERSION DITCH "A" Gj ' I Cal I before you dig. \ �.. BOTTOM WIDTH: 0' ' Y g NORTH
\ •�•• SIDE SLOPE: 2:1
DEPTH: 11
I SLOPE: 2% MIN
CHANNEL LINER: SC250 ' ROUGH GRADING & EROSION
D50: 15"
(SEE DETAIL) CONTROL PHASE II PLAN
GRAPHIC SCALE
40 0 20 40 80
WCD N co N
H co 7 LO
N N
N
N
V'T
z z
Z W ao a
�z
z
H co aO
J W ONVO
LU
W J V W
a w Z Q
Cn> W X
CO 2 Q LL
m
N W Q LL
Q a
Z Q a
a�
3
LO
J
CD
Q
Z
~
~
cn
F-
J
z
O
�
Q
m
N
w
m
m
m
Of
z
Ld
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C/
Q
D
L,
0
w
0
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J
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Cn
E
0
q
a y
a
a 0
.. o
V� 0
L
Q
H
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It
00
T
N
U
W
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z
W
U
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m
U
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0
0
67
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67
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0)
0
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Cc
0
w
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o
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N
r7
L
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dos
CF)�
��
U
Ld
ood
0 G%j
aoGR
O Q
Z J
Q o
J Elf
Q
0
w
U
Q
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0 C
o
r
~
m /
z V
o �
U
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Z
Z
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O
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U
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w
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0
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v,
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N
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O
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m
N
DRAWN BY: DNK
CDC PROJECT NO.: 21930
SHEET
160
C302
( IN FEET )
1 inch = 40 ft.

NOTES
SEE GRADING, EROSION CONTROL, AND STORM DRAINAGE DETAIL SHEETS FOR
ALL GENERAL NOTES. CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS
SHEETS WITH ALL PLANS.
2. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA FLOODPLAIN.
3. SOIL GROUP B.
4. RETAINING WALLS:
ALL RETAINING WALL ELEVATIONS SHOWN ARE FROM TOP OF WALL TO FINISH
GRADE ELEVATION. CONTRACTOR TO ACCOUNT FOR FOOTER/COVER OVER
FOOTER. REFER TO WALL DESIGN FOR FOOTER DESIGN. WALL DESIGN TO ALSO
ACCOMMODATE STORM PIPE PENETRATIONS PER PLANS.
WALL DESIGN TO INCLUDE FOOTING DRAIN WITH #57 WASHED STONE BEHIND
WALL IN THE ENTIRE GEOGRID ZONE, OR 12" WIDTH IF NO GEOGRID, FROM
BOTTOM TO TOP OF WALL.
ALL RETAINING WALLS PROVIDING A CHANGE OF GRADE OF 30" OR MORE
SHALL BE PROTECTED WITH A GUARDRAIL. THE GUARDRAIL SHALL BE 42"
MINIMUM IN HEIGHT, AND PREVENT THE PASSAGE OF A 21" SPHERE UNLESS
ADJACENT TO A WALKING SURFACE. COORDINATE BARRIER STYLE AND COLOR
WITH ARCHITECT AND ENGINEER. SEE SITE PLAN FOR APPROXIMATE LOCATION
OF FENCING/BARRIERS.
CONTRACTOR TO SUBMIT TO OWNER AND ENGINEER FOR REVIEW PRIOR TO
ORDERING MATERIALS. CONTRACTOR TO COORDINATE WALL STYLE AND COLOR
WITH ARCHITECT AND ENGINEER.
RETAINING WALL DESIGN IS CONSIDERED DELEGATED DESIGN. CONTRACTOR
RESPONSIBLE FOR OBTAINING APPROVAL FOR ALL RETAINING WALLS FROM
STATE CONSTRUCTION OFFICE PRIOR TO ORDERING MATERIALS OR
CONSTRUCTION. CONTRACTOR RESPONSIBLE FOR CONSTRUCTING RETAINING
WALLS IN ACCORDANCE WITH ALL WALL MANUFACTURERS STANDARDS AND
SPECIFICATIONS.
ALL RETAINING WALLS 4' OR GREATER TO BE SUBMITTED TO JACKSON
COUNTY BUILDING SAFETY DIVISION FOR REVIEW AND APPROVAL AND
CERTIFIED BY THE WALL ENGINEER UPON COMPLETION. RETAINING WALLS
SUBJECT TO ADDITIONAL LANDSCAPING DEPENDING ON HEIGHT AND MATERIAL.
STRUCTURE TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2141.2
Cl
INV.
OUT 2136.6 (A2-Cl)
4.6't
CURB
INLET
RIM 2154.3
INV.
IN 2150.5 (D2-D3)
D2
INV.
IN 2150.5 (D2-11)
20.2't
YARD
INLET
INV.
OUT 2134.1 (D1-D2)
RIM 2155.5
INV.
IN 2151.6 (D3-H1)
D3
INV.
IN 2151.6 (D3-D4)
4.0't
YARD
INLET
INV.
OUT 2151.5 (D2-D3)
RIM 2159.5
D4
INV.
IN 2154.8 (D4-D5)
4,7'f
YARD
INLET
INV.
OUT 2154.7 (D3-D4)
RIM 2161.1
D5
INV.
IN 2156.2 (D5-D6)
5.0't
YARD
INLET
INV.
OUT 2156.1 (D4-D5)
RIM 2160.5
D6
INV.
OUT 2156.5 (D5-D6)
4.0't
YARD
INLET
RIM 2173.0
E1
INV.
IN 2169.0 (El-E2)
4.1't
YARD
INLET
INV.
OUT 2168.9 (A7-El)
RIM 2176.8
E2
INV.
IN 2169.8 (E2-E3)
7,1'f
JUNCTION BOX
INV.
OUT 2169.6 (El-E2)
RIM 2175.5
E3
INV.
IN 2171.7 (E3-E4)
3,9'f
YARD
INLET
INV.
OUT 2171.6 (E2-E3)
RIM 2176.0
E4
INV.
OUT 2172.4 (E3-E4)
3.6't
YARD
INLET
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
Al-A2
18"
11'
4.9%
HDPE
A2-A3
18"
81'
6.1 %
HDPE
A2-Cl
15"
31
1.0%
HDPE
A3-A4
15"
125'
7.0%
HDPE
A3-131
15"
128'
6.2%
HDPE
A4-A5
15"
114'
5.0%
HDPE
A5-A6
15"
142'
5.0%
HDPE
A6-A7
15"
143'
3.8%
HDPE
A6-G1
12"
17'
1.0%
HDPE
A7-A8
15"
225'
4.2%
HDPE
A7-El
15"
16'
1.6%
HDPE
A7-J1
12"
79'
5.0%
HDPE
B1-B2
12"
85'
1.0%
HDPE
B1-K1
12"
19'
10.6%
HDPE
D1-D2
12"
7'
0.5%
HDPE
D2-D3
12"
109'
0.9%
HDPE
D2-11
12"
33'
1.0%
HDPE
D3-D4
12"
55'
5.6%
HDPE
D3-H1
12"
37'
1.0%
HDPE
D4-D5
12"
96'
1.3%
HDPE
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
D5-D6
12"
38'
0.8%
HDPE
El -E2
12"
24'
2.7%
HDPE
E2-E3
15"
21'
8.7%
HDPE
E3-E4
12"
104'
0.6%
HDPE
EX1-Al
18"
66'
1.0%
HDPE
F1-Al
15"
177'
1.0%
HDPE
S1-S2
30"
143'
6.3%
RCP
INLET/OUTLET TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STRUCTURE DETAILS
DESCRIPTION
D1
INV. IN 2134.1 (D1-D2)
FES
F1
INV. IN 2135.3 (F1-Al)
FES
S1
INV. IN 2138.8 (S1-S2)
HEADWALL
S2
INV. OUT 2147.8 (S1-S2)
HEADWALL
51
VV
CONNECT TO EXISTING STRUCTURE AT UEf) PERMANENT DIVERSION DITCH "E"LANDINGS PHASE 1 _ __
BOTTOM WIDTH: 0'
NOTE: WATER QUALITY VOLUME SIDE
TH LOPE: 2:1
DIRECTED TO EXISTING UNDERGROUND IR W ( - qq _ i PERMANENT DIVERSION DITCH "F'
TREATMENT THAT HAS BEEN DESIGNED W - - W W _- - - - - - - - - SLOPE: 2% MIN BOTTOM WIDTH: 0' O
TO ACCOMMODATE PHASE 2 --- - - W -- - - - - CHANNEL LINER: C125
_ _ _ SIDE SLOPE: 2:1
EXISTING STORM PIPE (SEE DETAIL) DEPTH: 1' -
-- ���� W' W� - - SLOPE: 2% MIN PERMANENT DIVERSION DITCH "G"
BORE - (TYP)
CHANNEL LINER: DS75 / BOTTOM WIDTH: 0'
PROPOSED JACK AND I \ (SEE DETAIL) SIDE SLOPE: 2:1
EXISTING DRAINAGE DITCH / DEPTH: 2
„ - - ,
SLOPE: 2%
- - A2 _ _ - _ - -- PROPOSED YARD IN ET / CHANNEL LINER: DS75
1N
- Cl ♦ Al ,� - - - (TYP) (SEE DETAIL) - ------ _ \� (SEE DETAIL)
-_ / 00
- _
��_ �� ��
_ ffi
s _ , , , - _ ` PROPOSED JUNCTION BOX
P POS ON
► a ®_ (TYP) (SEE DETAIL)
� D3 D4
SEE DETAIL SHEET FOR 2740 ` ` D1
OUTLET STRUCTURE DETAIL / `FAQ ``-� F1 �D5
1--
\
F ... ---------------
-----------
(18"' I -�---
PROPOSED SEWER CROSSING FFE93.0 ' i 'o A
VERTICAL SEPARATION MIN.) / 1 j FFE
� % FF FFE 57.0 FFE 62.0 �� E3
�i 1 1 `�C S7. Hl I
PROPOSED SEWER CROSSING A3 , ` o ' 9 _
-__
(18" VERTICAL SEPARATION MIN.) I ♦♦ -�, F�S6 D6
S1 ____
> o �� ---- --- ----
----
Iy I ! � E4
��� � �♦ j`.� 56.0 �� FFE 68.0 G1� j FFE 73.0 El 1 E2 ! 1 I I
PROPOSED SEWER CROSSING _ �� �. Ag -- - - r 1 FFE 77.0 f e !
1 ♦ 1
(18" VERTICAL SEPARATION MIN.) �^ S� �► r / �,� _-- -- A7 790 li
i 1/
2154 �� ► co ��S-
_ ► o L ► CV
CV
PROPOSED WATER CROSSING a v �,_ ► PROPOSED 150 LF 30" RCP I' - I ► ;sift
----- o
(12" VERTICAL SEPARATION MIN.) ' \\,\ i STREAM CULVERT (SEE DETAIL) ; ---- qb
2156 ` -� - --- 0
I h
► - ►
°
aT
°
STRUCTURE TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2140.2
INV. IN 2135.7 (Al-A2)
Al
INV. OUT 2135.6 (EX1-Al)
4.6'f
OUTLET CONTROL STRUCTURE
INV. OUT 2137.1 (F1-Al)
RIM 2140.0
INV. IN 2136.3 (A2-Cl)
A2
INV. IN 2136.3 (A2-A3)
3.8't
CURB INLET
INV. OUT 2136.2 (Al-A2)
RIM 2152.4
INV. IN 2141.3 (A3-B1)
A3
INV. IN 2141.3 (A3-A4)
11.2't
CURB INLET
INV. OUT 2141.2 (A2-A3)
RIM 2157.0
A4
INV. IN 2150.1 (A4-A5)
7.0't
CURB INLET
INV. OUT 2150.0 (A3-A4)
RIM 2163.7
A5
INV. IN 2155.9 (A5-A6)
7.9't
CURB INLET
INV. OUT 2155.8 (A4-A5)
RIM 2169.6
INV. IN 2163.1 (A6-A7)
A6
INV. IN 2163.1 (A6-G1)
6.6't
CURB INLET
INV. OUT 2163.0 (A5-A6)
RIM 2173.9
INV. IN 2168.6 (A7-A8)
A7
INV. IN 2168.6 (A7-El)
5.4't
CURB INLET
INV. IN 2168.6 (A7-J1)
INV. OUT 2168.5 (A6-A7)
RIM 2184.9
A8
INV. OUT 2178.1 (A7-A8)
6.8't
CURB INLET
RIM 2158.1
INV. IN 2149.4 (B1-K1)
B1
INV. IN 2149.4 (61-62)
8.9't
CURB INLET
INV. OUT 2149.2 (A3-B1)
B2
RIM 2159.0
INV. OUT 2150.2 (B1-B2)
8 8't
YARD INLET
EXISTING CULVERT
PERMANENT DIVERSION DITCH "H"
BOTTOM WIDTH: 0'
SIDE SLOPE: 2:1
DEPTH: 1'
SLOPE: 2% MIN
CHANNEL LINER: DS75
(SEE DETAIL)
rx
PROPOSED STORM DRAINAGE
STRUCTURE (TYP) (SEE DETAIL)
A8 \\ \ \
® - - ----- - - -_-
► _
215 t ► 1 1 i i I
1 � I 1 FFE 73.5 I � I I 1 1 II I I - - -- - -- C�
FFE 69.0 1 FFE 70.5 1 FFE 72.0 I ��- - - - -- ��
- 1 1 FFE 68.0 1 FE 5.0 - - - -
1 I ► 1 I I F 7 1Ilk
B1 ♦ Kl I FFE 61. 1 FFE 66.0 1
i
FFE 6 0 I FFE 64.5 1 I I I1 �� I I - - - - -- -- -- -- ���
I 1 �J 1 \ I 1 - -- - -- - -- -- -- --
1 -- 1-- /
J - z
1 1--
1 1
' 1 I I
- / -
IE S9S -2160 ? j
;
I
ALL DOWNSPOUT COLLECTOR PIPES SHALL BE 8" HDPE MIN. WITH
/ - o
PUSH -ON WATERTIGHT JOINTS, WYES, FITTINGS AND COUPLINGS
2 70- PERMANENT DIVERSION DITCH "C" AS REQUIRED TO TIE-IN ALL DOWNSPOUT LEADERS AND ROOF
� ; ,/ BOTTOM WIDTH. 01 DRAINS FROM THE BUILDINGS. COLLECTOR PIPES SHALL HAVE 18
I / PROPOSED SEWER CROSSING SIDE SLOPE: 2:1
B2 ' (18" VERTICAL SEPARATION MIN.) _
i COVER MINIMUM AND BE AT 1.0% MIN. SLOPE (TYP).
- DEPTH: 1' j CONTRACTOR TO COORDINATE CONNECTION LOCATION WITH
I I FFE 60.g i / ,�` SLOPE: 2% MIN ARCHITECTURAL PLANS. (SEE DETAIL)
i
1
PERMANENT DIVERSION DITCH "B"
BOTTOM WIDTH:
0'
SIDE SLOPE:
2:1
DEPTH:
1'
SLOPE:
2% MIN
CHANNEL LINER:
C125BN
(SEE DETAIL)
2170 -_
i
1
I
I
1
I
1
1
I
PROPOSED WATER CROSSING
(12" VERTICAL SEPARATION MIN.)
CHANNEL LINER: CONCRETE
(SEE DETAIL)
� -LZ1'0 � PROPOSED 2' CONTOURS (TYP)
� ;7Z20
PERMANENT DIVERSION DITCH "D"
BOTTOM WIDTH: 0'
SIDE SLOPE: 2:1
j DEPTH: 1'
_----------- SLOPE: 2% MIN
CHANNEL LINER: DS75
(SEE DETAIL)
EXISTING 2' CONTOURS (TYP)
VICINITY MAP
(NOT TO SCALE)
DEVELOPMENT DATA
OWNER/DEVELOPER:
ZP NO. 342, LLC.
111 PRINCESS STREET
WILMINGTON, NC 28401
CONTACT:
ROBERT JONES
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
DAVENPORT, IVEY & ASSOCIATES, INC.
P.O. BOX 234
CULLOWHEE, NC 28723
CONTACT:
DAVID IVEY
[phone]
ARCHITECT:
JOE DELANEY ARCHITECT
1819 N. MAIN ST.
GREENVILLE, SC, 29609
CONTACT:
LAWRENCE J. DELANEY III
[phone]
PROJECT DATA
PIN:
7549-92-5129 & 7549-92-9237
ADDRESS:
4616/4552 LITTLE SAVANNAH RD, CULLOWHEE
DEED BOOK/PAGE:
2241/168
SITE ACREAGE:
21.1 ACRES
ZONING:
MULTI -FAMILY RESIDENTIAL -MEDIUM DENSITY
SETBACKS:
FRONT:
15'
SIDES:
10'
REAR:
10'
PARKING CALCULATIONS:
VEHICULAR:
REQUIRED SPACES:
(1 PER
BEDROOM +
0.25 PER UNIT)
224 TOTAL
SPACES
REQUIRED
HANDICAPPED SPACES:
SPACES REQUIRED:
11 SPACES
PROVIDED:
13
IMPERVIOUS CALCULATIONS:
IMPERVIOUS
PERVIOUS
PRE -DEVELOPMENT:
0.23 ACRES
(1.1 %)
20.87 ACRES (98.9%)
POST -DEVELOPMENT:
2.46 ACRES
(11.6%)
18.64 ACRES (88.4%)
SOIL GROUP:
B
STORM LEGEND
EXISTING STORM PIPE
PROPOSED STORM PIPE
PROPOSED HEADWALL
PROPOSED INLET STRUCTURE
PROPOSED JUNCTION BOX
PROPOSED DETENTION STRUCTURE
PROPOSED FLARED END SECTION
PROPOSED RIP -RAP APRON
-2230__------- \ PERMANENT DIVERSION DITCH "I"
BOTTOM WIDTH: 0'
- -------- /° SIDE SLOPE: 2:1
_ DEPTH: 1'
2240� �
SLOPE: 16%
CHANNEL LINER: C125
\__ (SEE DETAIL)
-2250- � ��-- i--' '
PERMANENT DIVERSION DITCH "A"
BOTTOM WIDTH:
0'
SIDE SLOPE:
2:1
DEPTH:
1'
SLOPE:
2% MIN
CHANNEL LINER:
SC250
D50:
15"
(SEE DETAIL)
2280 -----
-�-2290�
PERMANENT DIVERSION DITCH "J"
BOTTOM WIDTH: 0'
SIDE SLOPE: 2:1
DEPTH: 1'
SLOPE: 5% MIN
CHANNEL LINER: C125
(SEE DETAIL)
�r
l 40
Know what's below.
Call before you dig.
NORTH
STORM DRAINAGE PLAN
GRAPHIC SCALE
0 20 40 80
WCD N co N
H co 7 LO
N N
N
Ln
V'T
z z
Z W ao ao
�z
z
H ao ao
O_1 W aNVO
W LU J V W
a w Z Q
Cn> W X
W 2 0 LL
coQa
N W 0 LL
ZQa
a�
3
LO
v
co
N
U
W
0
z
W
U
J
J
W
m
U
z
Y Y Y Y
0 0 0 0
J CD
Q Z
~ z
J O
Q m
57
N w m
m m m
z � O
C/ Q D W
O
w w
J co
Cn Cn
ARM
�
�
W
N
67
0)
C0
0
0
0
0
-
N
r7
L
O
z
Q
z
J
O
o-
Q
U
m
0
z
♦♦^^
Wr
.�
V
Z
�
0
Zz
0 Q
W
O
`n
Y
U
Z
Q
J
Q
W
W
O
J
Q
z
/^
_ /
J
Q W
m
o
N
�
o
o
In
a_
N
DRAWN BY:
DNK
CDC PROJECT NO.:
21930
SHEET
160
C501
( IN FEET )
1 inch = 40 ft.

NOTES
1. ALL PUBLIC SANITARY SEWER WORK ASSOCIATED WITH THIS
PROJECT TO BE PERFORMED BY A NC LICENSED UTILITY
CONTRACTOR.
2. SEE SEWER DETAIL SHEETS FOR ALL GENERAL SEWER NOTES.
CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS SHEETS
WITH ALL SEWER PLANS.
3. CROSSINGS TO MAINTAIN MSD REQUIRED VERTICAL SEPARATION.
CONTRACTOR TO CONTACT ENGINEER ON ANY CROSSING THAT
DOES NOT MEET THIS SEPARATION, OR SEPARATION IS CLOSER
THAN 1'. REFER TO GENERAL NOTES ON SEWER DETAIL SHEET
FOR SEPARATION REQUIREMENTS BETWEEN UTILITIES.
4. TYPICAL EASEMENTS FOR SEWER LINES LOCATED OUTSIDE
ESTABLISHED UTILITY EASEMENTS OR ROAD RIGHT-OF-WAYS
SHALL BE AS SHOWN. THE ENTIRE SEWER EASEMENT MUST BE
CLEAR AND REMAINED CLEARED OF TREE PLANTINGS, EXISTING
TREES, AND ANY PERMANENT STRUCTURES.
5. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
FLOODPLAIN.
6. MANHOLES AO-EMHO WILL BE PUBLIC EXTENSIONS OWNED BY
TWSA. REMAINDER OF SEWER WILL BE PRIVATELY OWNED.
o Wa W
PROPOSED STORM CROSSING
24" VERTICAL SEPARATION MIN.)
PROPOSED STORM CROSSING -
24" VERTICAL SEPARATION MIN.)
A4
O
n �
PROPOSED STORM CROSSING
24" VERTICAL SEPARATION MIN.)
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
AO -Al
8"
5'
7.0%
DIP
A1-A2
8"
45'
5.6%
CLASS 350 DIP
A2-A3
8"
127'
3.5%
SCH-40 PVC
A3-A4
8"
96'
2.3%
SCH-40 PVC
A4-A5
8"
59'
5.6%
SCH-40 PVC
A5-A6
8"
180'
2.3%
SCH-40 PVC
A6-A7
8"
195'
5.0%
SCH-40 PVC
A7-A8
8"
134'
5.0%
SCH-40 PVC
A8-A9
8"
116'
5.0%
SCH-40 PVC
EMHO-AO
8"
93'
5.1%
DIP
PROPOSED BORE PIT PROPOSED TIE-IN TO \
EXISTING MANHOLE
PROPOSED SEWER TO BE _ EMHO R'0
INSTALLED BY JACK AND BORE \ 1\jNAx
sXV
- PROPOSED RECEIVING PIT N /' ,,LITTLE SR,
Y 1�7
W W
- - VV
' W - - --
II I W _
T- - - PROPOSED 16" STEEL ENCASEMENT Wv W W \\
PROPOSED 16" ENCASEMENT
_
PIPE 0
Fi
--_
EWER �
_ I
SS E
ss AO
SS Pi
A2 Al
O
9 \
STRUCTURE TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2130.4
AO
0+97
INV. IN 2124.8 (AO -Al)
5.6't
MANHOLE
INV. OUT 2124.8 (EMHO-AO)
RIM 2130.8
INV. IN 2125.3 (Al-A2)
Al
1+06
INV. IN 2125.3 (Al-B1)
5.7'f
MANHOLE
INV. OUT 2125.1 (AO -Al)
RIM 2133.7
A2
1+55
INV. IN 2128.0 (A2-A3)
5.9't
MANHOLE
INV. OUT 2127.8 (Al-A2)
RIM 2138.9
A3
2+86
INV. IN 2132.6 (A3-A4)
6.5't
MANHOLE
INV. OUT 2132.4 (A2-A3)
RIM 2142.0
A4
3+86
INV. IN 2135.0 (A4-A5)
7.2't
MANHOLE
INV. OUT 2134.8 (A3-A4)
RIM 2149.2
INV. IN 2138.5 (A5-A6)
A5
4+49
INV. IN 2138.5 (A5-Cl)
10.9't
MANHOLE
INV. OUT 2138.3 (A4-A5)
RIM 2159.3
INV. IN 2149.7 (A6-A7)
A6
6+32
INV. IN 2149.7 (A6-BLD7)
16.8'f
DROP MANHOLE
INV. OUT 2142.6 (A5-A6)
RIM 2168.5
A7
8+31
INV. IN 2159.6 (A7-A8)
9.1't
MANHOLE
INV. OUT 2159.4 (A6-A7)
RIM 2172.5
INV. IN 2166.5 (A8-A9)
A8
9+69
INV. IN 2166.5 (A8-BLD6)
6.2 f
MANHOLE
INV. OUT 2166.3 (A7-A8)
RIM 2178.3
INV. IN 2172.5 (A9-CO1)
A9
10+89
INV. IN 2172.5 (A9-BLD5)
6.0't
MANHOLE
INV. OUT 2172.3 (A8-A9)
,� \ •••�� SS
FFE 53. F / / - - -
54' FFE 57.0 ' FFE 62.0 \
-
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6g FE 69. FFE 70. FFE 72. FFE 73.
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74" 66.,
- 161. FFE -- --- -
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PROPOSED STORM CROSSING - _ _ �! - - - _- - _ _ 7 v v v
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44.E--
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21
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2180
21
216
2150
PROPOSED 16" STEEL ENCASEMENT
2140
45LF-8" CLASS 350 DIP ® 5.6%
EXISTING STREAM
5LF-8" DIP ®7.0%
IPROPOSED STORM CROSSING
59LF-8" SCH-40 PVC ® 5.6%
PROPOSED STORM CROSSING
96LF-8" SCH-40 PVC @ 2.3%
PROPOSED STORM CROSSING
3.0,
2130
_
----- ------
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VICINITY MAP
(NOT TO SCALE)
DEVELOPMENT DATA
OWNER/DEVELOPER:
ZIP NO. 342, LLC.
111 PRINCESS STREET
WILMINGTON, NC 28401
CONTACT:
ROBERT JONES
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
DAVENPORT, IVEY & ASSOCIATES, INC.
P.O. BOX 234
CULLOWHEE, NC 28723
CONTACT:
DAVID IVEY
[phone]
ARCHITECT:
JOE DELANEY ARCHITECT
1819 N. MAIN ST.
GREENVILLE, SC, 29609
CONTACT:
LAWRENCE J. DELANEY III
[phone]
PROJECT DATA
PIN:
7549-92-5129 & 7549-92-9237
ADDRESS:
4616/4552 LITTLE SAVANNAH
RD, CULLOWHEE
DEED BOOK/PAGE:
2241/168
SITE ACREAGE:
21.1 ACRES
ZONING:
MULTI -FAMILY RESIDENTIAL
-MEDIUM DENSITY
SETBACKS:
FRONT:
15'
SIDES:
10'
REAR:
10'
DISTURBED AREA:
6.68 AC
PARKING CALCULATIONS:
VEHICULAR:
REQUIRED SPACES:
(1 PER BEDROOM +
0.25 PER UNIT)
224 TOTAL SPACES
REQUIRED
HANDICAPPED SPACES:
SPACES REQUIRED:
11 SPACES PROVIDED:
13
IMPERVIOUS CALCULATIONS:
IMPERVIOUS
PERVIOUS
PRE -DEVELOPMENT:
0.23 ACRES (1.1 %)
20.87 ACRES (98.9%)
POST -DEVELOPMENT:
2.46 ACRES (11.6%)
18.64 ACRES (88.4%)
SOIL GROUP:
B
SEWER LEGEND
EXISTING SEWER LINE
PROPOSED SEWER LINE
PROPOSED SEWER SERVICE
PROPOSED FLOW ARROW
PROPOSED SEWER MANHOLE
PROPOSED SEWER CLEANOUT
STEEL PIPE ENCASEMENT
NOTE:
THE PIPE LENGTHS, SLOPES, AND INVERTS SHOWN
IN THE ABOVE PROFILES ARE BASED ON A 2D
LENGTH AND MEASURED FROM INSIDE WALL TO
INSIDE WALL OF STRUCTURES. CONTRACTOR
SHALL VERIFY ALL INVERTS AND LINE LENGTHS
PRIOR TO CONSTRUCTION.
Know what's below.
Call before you dig.
NORTH
SEWER EXTENSION PLAN
0 25 50 100
1 inch = 50 ft. (H)
0 5 10 20
1 inch = 10 ft. (V)
W 0 W W
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DRAWN BY:
DNK
CDC PROJECT NO.:
21930
SHEET
C 7 0 1

NOTES
1. ALL PUBLIC SANITARY SEWER WORK ASSOCIATED WITH THIS
PROJECT TO BE PERFORMED BY A NC LICENSED UTILITY
CONTRACTOR.
2. SEE SEWER DETAIL SHEETS FOR ALL GENERAL SEWER NOTES.
CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS SHEETS
WITH ALL SEWER PLANS.
3. CROSSINGS TO MAINTAIN MSD REQUIRED VERTICAL SEPARATION.
CONTRACTOR TO CONTACT ENGINEER ON ANY CROSSING THAT
DOES NOT MEET THIS SEPARATION, OR SEPARATION IS CLOSER
THAN 1'. REFER TO GENERAL NOTES ON SEWER DETAIL SHEET
FOR SEPARATION REQUIREMENTS BETWEEN UTILITIES.
4. TYPICAL EASEMENTS FOR SEWER LINES LOCATED OUTSIDE
ESTABLISHED UTILITY EASEMENTS OR ROAD RIGHT-OF-WAYS
SHALL BE AS SHOWN. THE ENTIRE SEWER EASEMENT MUST BE
CLEAR AND REMAINED CLEARED OF TREE PLANTINGS, EXISTING
TREES, AND ANY PERMANENT STRUCTURES.
5. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
FLOODPLAIN.
6. MANHOLES AO-EMHO WILL BE PUBLIC EXTENSIONS OWNED BY
TWSA. REMAINDER OF SEWER WILL BE PRIVATELY OWNED.
PROPOSED BORE PIT
PROPOSED SEWER TO BE
INSTALLED BY JACK AND BORE
PROPOSED RECEIVING PIT
2170
2160
PROPOSED TIE-IN TO
EXISTING MANHOLE
EMHO
«•
E""
SS -.- SS
A2 Al
D1
ss - ss ss - s
B2
D2 � L
II
51 LF-6" SCH-40 PVC @ 1.0%
38LF-6" SCH-40 PVC ® 17.1 %
PROPOSED RETAINING WALL �\II
2150- �1 I
119LF-8" DIP @ 0.6%
2140
PROPOSED 16" STEEL ENCASEMENT
21
132LF-8" SCH-40 PVC ® 1.0%
2120- N ^ Q ^
a 0 ^m
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Q Q I Q N
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LINE B
PROPOSED 16" STEEL ENCASEMENT
---
W
vv
LITTLE SAVANNAH RD
B1
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2170
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2130
2120
-- 2110
2170- 2170
51 LF-6" SCH-40 PVC ® 1.0%
64LF-6" SCH-40 PVC ® 0.7%
216 0 216 0
2170 2170
215
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-
2150
2160
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2160
2150
-- 2120
STRUCTURE TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2129.8
B1
1+36
INV. IN 2126.8 (131-132)
3.2'f
MANHOLE
INV. OUT 2126.6 (A1-131)
RIM 2158.1
INV. IN 2150.5 (B2-D1)
B2
1+59
INV. IN 2150.5 (B2-B3)
31.2't
DROP MANHOLE
INV. OUT 2126.9 (131-132)
RIM 2160.4
INV. IN 2157.2 (B3-BLD3)
B3
1+99
INV. IN 2157.2 (B3-B4)
3.4'f
CLEANOUT
INV. OUT 2157.0 (132-133)
RIM 2161.4
B4
2+52
INV. IN 2157.9 (B4-BLD4)
3.7't
CLEANOUT
INV. OUT 2157.7 (B3-B4)
RIM 2156.5
BLD1
1+24
INV. OUT 2152.0 (D2-BLD1)
4.5't
BLDG INVERT
RIM 2156.5
BLD2
0+66
INV. OUT 2151.3 (D1-BLD2)
5 2'f
BLDG INVERT
RIM 2161.5
BLD3
1+99
INV. OUT 2157.3 (B3-BLD3)
4.2't
BLDG INVERT
RIM 2161.5
BLD4
2+51
INV. OUT 2158.0 (B4-BLD4)
3.5't
BLDG INVERT
RIM 2152.7
C1
0+69
INV. IN 2142.4 (Cl-C2)
10.5'f
CLEANOUT
INV. OUT 2142.2 (A5-Cl)
RIM 2159.1
C2
1+80
INV. OUT 2152.5 (Cl-C2)
6.6'f
CLEANOUT
RIM 2156.1
INV. IN 2151.1 (D1-D2)
D1
0+66
INV. IN 2151.1 (D1-BLD2)
5.2 f
CLEANOUT
INV. OUT 2150.9 (B2-D1)
RIM 2155.4
D2
1+19
INV. IN 2151.9 (D2-BLD1)
3.7't
CLEANOUT
INV. OUT 2151.7 (D1-D2)
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
A1-131
8"
132'
1.0%
SCH-40 PVC
A5-C1
6"
65'
5.8%
SCH-40 PVC
B1-B2
8"
19'
0.6%
DIP
132-133
6"
38'
17.1 %
SCH-40 PVC
B2-D1
6"
64'
0.7%
SCH-40 PVC
63-134
6"
51'
1.0%
SCH-40 PVC
B3-BLD3
8"
4'
2.7%
SCH-40 PVC
B4-BLD4
8"
4'
2.1%
SCH-40 PVC
Cl-C2
6"
110'
9.2%
SCH-40 PVC
D1-BLD2
6"
3'
3.9%
SCH-40 PVC
D1-D2
6"
51'
1.0%
SCH-40 PVC
D2-BLD1
6"
4'
3.1%
SCH-40 PVC
DEVELOPMENT DATA
OWNER/DEVELOPER:
CONTACT:
CIVIL ENGINEER:
CONTACT:
SURVEYOR:
CONTACT:
ARCHITECT:
CONTACT:
PROJECT DATA
VICINITY MAP
(NOT TO SCALE)
ZIP NO. 342, LLC.
111 PRINCESS STREET
WILMINGTON, NC 28401
ROBERT JONES
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
GREG HOFFMAN, P.E.
[phone]
DAVENPORT, IVEY & ASSOCIATES, INC.
P.O. BOX 234
CULLOWHEE, NC 28723
DAVID IVEY
[phone]
JOE DELANEY ARCHITECT
1819 N. MAIN ST.
GREENVILLE, SC, 29609
LAWRENCE J. DELANEY III
[phone]
PIN:
7549-92-5129 & 7549-92-9237
ADDRESS:
4616/4552 LITTLE SAVANNAH
RD, CULLOWHEE
DEED BOOK/PAGE:
2241/168
SITE ACREAGE:
21.1 ACRES
ZONING:
MULTI -FAMILY RESIDENTIAL
-MEDIUM DENSITY
SETBACKS:
FRONT:
15'
SIDES:
10'
REAR:
10'
DISTURBED AREA:
6.68 AC
PARKING CALCULATIONS:
VEHICULAR:
REQUIRED SPACES:
(1 PER BEDROOM +
0.25 PER UNIT)
224 TOTAL SPACES
REQUIRED
HANDICAPPED SPACES:
SPACES REQUIRED:
11 SPACES PROVIDED:
13
IMPERVIOUS CALCULATIONS:
IMPERVIOUS
PERVIOUS
PRE -DEVELOPMENT:
0.23 ACRES (1.1 %)
20.87 ACRES (98.9%)
POST -DEVELOPMENT:
2.46 ACRES (11.6%)
18.64 ACRES (88.4%)
SOIL GROUP:
B
SEWER LEGEND
EXISTING SEWER LINE
PROPOSED SEWER LINE
SS
PROPOSED SEWER SERVICE
- ss - ss - ss -
PROPOSED FLOW ARROW
PROPOSED SEWER MANHOLE
PROPOSED SEWER CLEANOUT
O
STEEL PIPE ENCASEMENT
NOTE:
THE PIPE LENGTHS, SLOPES, AND INVERTS SHOWN
IN THE ABOVE PROFILES ARE BASED ON A 2D
LENGTH AND MEASURED FROM INSIDE WALL TO
INSIDE WALL OF STRUCTURES. CONTRACTOR
SHALL VERIFY ALL INVERTS AND LINE LENGTHS
PRIOR TO CONSTRUCTION.
Know what's below.
Call before you dig.
NORTH
SEWER EXTENSION PLAN
0 25 50 100
1 inch = 50 ft. (H)
0 5 10 20
1 inch = 10 ft. (V)
CD
N N N
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DRAWN BY:
DNK
CDC PROJECT NO.:
21930
SHEET
C702

r—► A
6" 1 /2" RAID.
SEE PAVING DETAIL 2" RAID.
ASPHALT FG
0
I
6" MIN. COMPACTED ABC
COMPACTED SUBGRADE
COMPACTED CABC UNDER
PAVING
A
\ 1 /8" RAID. (TYP) ao
I
N 3/8" JOINT SEALER
\
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JOINT FILLER 1/2
TOOLED CONTRACTION
JOINTS @ 10' O.C.
SECTION A —A EXPANSION JOINTS @ 30' O.C.
AND ADJACENT TO ALL RIGID
OBJECTS
CONSTRUCTION NOTES:
1. CURB SHALL BE CONSTRUCTED WITH CLASS B 4000 PSI CONCRETE
2. SURFACE SHALL BE GIVEN A LIGHT BROOM FINISH WITH THE BRUSH MARKS PARALLEL
TO THE CURB.
3. SUB -GRADE SHALL BE COMPACTED TO 98% OF MODIFIED PROCTOR TEST
4. CABC SHALL BE COMPACTED TO 100% OF MODIFIED PROCTOR TEST
CONCRETE CURB & GUTTER 0 8 "1 DETAIL
r—► A
2'-6"
6" 1/2" RAID.
SEE PAVING DETAIL 2" RAD.
ASPHALT FG
//
0 0 0 0 0 0 o s
,�
��� j�� � 6" MIN. COMPACTED ABC
COMPACTED SUBGRADE
COMPACTED CABC UNDER
PAVING
A
\_ 1 /8" RAID. (TYP) 00
I
N 3/8" JOINT SEALER
I I
TOOLED CONTRACTION
JOINTS @ 10' O.C.
SECTION A —A
JOINT FILLER 1 /2
EXPANSION JOINTS @ 30' O.C.
AND ADJACENT TO ALL RIGID
OBJECTS
CONSTRUCTION NOTES:
1. CURB SHALL BE CONSTRUCTED WITH 4000 PSI CONCRETE
2. SURFACE SHALL BE GIVEN A LIGHT BROOM FINISH WITH THE BRUSH MARKS PARALLEL
TO THE CURB.
3. SUB -GRADE SHALL BE COMPACTED TO 98% OF MODIFIED PROCTOR TEST
4. CABC SHALL BE COMPACTED TO 100% OF MODIFIED PROCTOR TEST
CONCRETE CURB & GUTTER (30") DETAIL
NOT TO SCALE
\ SIDEWALK SURFACE
X _X X
Y t
J 1 2
w 1/8" RAD / JOINT
N FILLER
TRANSVERSE EXPANSION JOINT
TRANSVERSE
EXPANSION JOINT
PROPOSED SIDEWALK
(CONC. 4000 P.S.I. MIN.)
CARIES
SEE PLAN GROOVE SURFACE VARIES �—
JOINT (SEE PLAN) 1/2"/FT.
1 /4"/FT. all,
Ld
o ° STONE BASE
In
n .:.
TYPICAL SECTION
PLAN VIEW N.T.S.
NOTES:
1. TRANSVERSE EXPANSION JOINTS TO BE A MAXIMUM OF 40 FEET.
2. ALL CONCRETE TO BE FINISHED WITH CURING COMPOUND.
3. A GROOVE JOINT 1" DEEP WITH 1/3" RADII SHALL BE REQUIRED IN THE CONCRETE SIDEWALK
AT 5' INTERVALS. ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 40' INTERVALS. A 1/2"
EXPANSION JOINT WILL BE REQUIRED WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
4. 6%6"/ 1.4x1.4 W.W.F. REQUIRED IN ALL SIDEWALKS.
SIDEWALK DETAIL
C
u
12"
A
ELEVATION
PRESSURE
TREATED 2 X 4
SIMPSON GALVANIZED
FRAMING ANCHOR A34
ON UNDERSIDE OF 2x4's
NOT TO SCALE
TREATED 2 X 8 WOOD CAP
w/ GALVANIZED WOOD SCREWS
AT 12" OC STAGGER
COUNTERSINK HE
SIMPSON GALVANI-2
FRAMING ANCI-
A34 (T'
TREATED 2 X 4,
ATTACH w/ GALV.
FRAMING ANCHOR
TO POST
OPEN SPACE
GALVANIZED
WOOD SCREWS,
COUNTERSINK
HEAD
4000 PSI CONCRETE
4" CRUSHED STONE
12"
SECTION A —A
PRESSURE
TREATED 2 X 4
PRESSURE TREATED (5)
1 X 6 VERTICAL BOARDS
45 MITER CORNERS OF
2 X 8 TOP CAP
PRESSURE TREATED
4 X 4 POST
GENERAL NOTES:
1. PRESERVATIVE PRESSURE TREAT LUMBER WITH WATER -BORNE PRESERVATIVES TO COMPLY WITH AWPA C2 AND C9,
RESPECTIVELY, AND WITH REQUIREMENTS INDICATED BELOW.
A. PRESSURE -TREAT ABOVE -GROUND ITEMS WITH WATER -BORNE PRESERVATIVES TO A MINIMUM RETENTION OF 0.25
PCF.
B. PRESSURE -TREAT WOOD MEMBERS IN CONTACT WITH THE GROUND WITH WATER -BORNE PRESERVATIVES TO A
MINIMUM RETENTION OF 0.40 PCF.
2. FASTENERS: OF SIZE AND TYPE INDICATED THAT COMPLY WITH THE FOLLOWING REQUIREMENTS. PROVIDE HOT -DIP
ZINC -COATED FASTENERS PER ASTM A 153 OR AISI TYPE 304 STAINLESS STEEL FASTENERS.
DUMPSTER FENCE DETAIL
NOT TO SCALE
4"
A
6'
WOODEN f
E
RAMP AREA (SEE
DETAIL)
HANDICAP SIGN
(SEE DETAIL)
PROPOSED STRIPING
FOR PARKING TO BE
4" WIDE
PROPOSED STRIPING
FOR ACCESS ISLE TO
BE 6" WIDE
8' 5' OR 8' 8'
21' or 24'
NOTES:
1. ACCESS AISLE FOR CARS SHALL BE 5' AND FOR VANS 8'
2. ALL PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH THE LATEST
EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD)
PUBLISHED BY THE FEDERAL HIGHWAY ADMINISTRATION AND THE NORTH
CAROLINA SUPPLEMENT TO THE MUTCD.
STRIPING AND HANDICAP PARKING DETAIL
�3
NOT TO SCALE
5'-10"
—I I— A
-EL STOP 3»
4" 4"
° Qa
Ivu. 4 REBAR „
EMBED IN PAVEMENT 6" MIN
ELEV: AA
WHEEL STOP DETAIL
NOT TO SCALE
DUMPSTER PAD DETAIL
NOT TO SCALE
ELEV: BB
DIA. STEEL BOLLARD
TYPICAL)(SEE DETAIL)
8" 4000 PSI CONCRETE
SLAB WITH #4 REBAR @
12" O.C. EACH WAY
12%6"
12"x18"
12%9"
VAN
ACCESSIBLE
RESERVED
PARKING
MAX PENALTY
$250
VAN
ACCESSIBLE
RESERVED
PARKING
MAX PENALTY rn
$250
\-- 0.080" ALUMINUM HANDICAP
PARKING SIGN. BOLT WITH 5/16"
CADMIUM PLATED BOLT, NUTS
m AND WASHERS.
GALVANIZED STEEL "U" POST WITH
WEIGHT OF 2 LBS/FT, EXTEND
INTO GROUND
GROUND LINE
N
NOTES:
1. SIGN SHALL HAVE WHITE LETTERS ON A BLUE REFLECTIVE BACKGROUND.
2. ALL SIGNS AND STRIPING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE
MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) PUBLISHED BY THE FEDERAL
HIGHWAY ADMINISTRATION AND THE NORTH CAROLINA SUPPLEMENT TO THE MUTCD.
SIGN DETAIL
NOT TO SCALE
NOTES:
1. SIGN SHALL HAVE WHITE LETTERS ON A RED REFLECTIVE BACKGROUND.
2. ALL SIGNS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF
UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) PUBLISHED BY THE FEDERAL HIGHWAY
ADMINISTRATION AND THE NORTH CAROLINA SUPPLEMENT TO THE MUTCD.
STOP SIGN DETAIL
NOT TO SCALE
N I SF 4.5C ASPHALT
-00
CABC STONE COMPACTED
TO 100% OF MAXIMUM
LABORATORY DRY DENSITY
(ASTM D 1557 OR AASHTO
T 180)
COMPACTED
SUBGRADE TO MINIMUM 98%
OF THE MAXIMUM DRY
DENSITY USING THE
STANDARD PROCTOR TEST
TYPICAL LIGHT DUTY PAVEMENT CROSS SECTION
NOT TO SCALE
SITE DETAILS
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ISOMETRIC VIEW
NOTE:
USE NEENAH FOUNDRY COMPANY R-4984 DETECTABLE WARNING
PLATE OR EQUAL. MUST COMPLY WITH ADAAG (AMERICANS WITH
DISABILITIES ACT ACCESSIBILITY GUIDELINES) AND
ARCHITECTURAL BARRIER ACT 1968 GUIDELINES.
1'-15/16"
82
0000.OQ000
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O O O O O O O O O O-
CAST IRON DETECTABLE
WARNING PATE
RETAINING W
MOUNTING DETAIL
A
W+A+9"
X
B
0.0'
5.8'
5.8'
5.0'*
0.0'
6.8'
6.8'
6.0'**
0.0'
7.8'
7.3'
6.5'**
0.0'
8.8'
7.3'
6.5'**
2. 0'
7.8'
7.8'
5.0'
2.5'
8.3'
8.1'
4.8'
3.0'
8.8'
8.3'
4.4'
3.5'
9.3'
8.4'
4.1'
4.0'
9.8,
8.6'
3.8'
4.5'
1 0.3'
8.7'
3.4'
5.0'
1 0.8'
8.9'
3.1'
MAX
B = X-(A+9")
B = DISTANCE FROM FRONT EDGE OF SIDEWALK
TO BACK POINT OF 12:1 (8.33%) SLOPE.
* BACK OF SIDEWALK DROP REQUIRED FOR ALL
SIDEWALK SLOPES.
NOTE:
1.SINGLE RAMPS MAY ONLY BE USED WHERE
SIDEWALK WILL NOT BE INSTALLED ALONG
THE SIDE STREET OR DRIVEWAY.
2. RAMPS INSTALLED ALONG N.C.D.O.T.
ROADWAYS MUST MEET N.C.D.O.T.
STANDARD 848.05.
HANDRAIL EXPANSION JOINTS
SHALL BE LOCATED IN PANEL
DROP CURB
(STD. 2'6" CURB
& GUTTER SHOWN)
R=3"-
SIDEWALK
ELEVATION
SIDEWALK W5' STD)
5"
A B
UTILITY STRIP 0.01 (MIN.)
0.02 (MIN.) 0.04 (MAX)
0.08 (MAX)IIi0.04 (NORM) 0.02 (NORM) F
'--12:1 MAX RAMP
9" I _ DETECTABLE WARNING
XPLATE (SEE DETAIL)
SECTION B-B.
4'-0"
6'-0" MIN 6'-0'
CURB DROP CURB
TRANSITION CURB I TRANSITION
VARIABLE SLOPE NOT TO
EXCEED 12:1 (8.33%) SECTION A -A.
STANDARD WHEELCHAIR RAMP
NOT TO SCALE
ALUMINUM PROPERTY LINE
HANDRAIL-----..(_O
I (LOCATION VARIES)
SEE MOUNTING HANDRAIL OR SAFTY BARRIER
L ANCHORS DETAIL REQUIRED IF GREATER THEN
EL BOLTS) - 29" FROM GRADE
LV. HEX NUT AND 0.145"
LV. WASHER EXIST. WALL
BASE PLATE SEE CURB DETA
I I
I I
PROPOSED RETAINING WALL,
THICH RESILIENT PAD DESIGN BY OTHER
I I
L-
SECTION EXIST. GRADE
ALUMINUM PIPE HANDRAIL
NOT TO SCALE
CTABLE WARNING
TO BE INSTALLEI
;IDEWALK INTERSE
_0 (SEE DETAIL)
STREET
PLAN VIEW
GUTTER
TOP OF
CURB
12"
6" 6"
3/16"
3/16"�
ALUMINUM SLEEVE 1/4"x3/4" ALUMINUM
SETSCREW
HANDRAIL
EXPANSION JOINT
8"
L 5 1 2"
ION JOINT
1 Y2" TUBULAR STEEL
POSTS.
CORE DRILL & FILL
WITH NON -SHRINK
EPDXY GROUT.
1 Y2" TUBULAR STEEL HAND-
RAILS WELDED TO 1-1/2"
POSTS. PAINT COLOR TO
MATCH RAILING Q BLDG. AS APPROVED BY OWNER.
12" MIN.
`'`' R 1 `2" MAX. 1.0 L a
1.5" MAX.
CONCRETE SIDEWALKS e
oe. roC„ aCY'a -
1 /2" EX. JOINT (TYP.) ii L; �r =i Sri ii
HANDRAI
POST
7/8" DIA. HOLE
C/L HANDRAIL?
HANDRAIL NOTES
I
ALUMINUM 8"x6"x1/2"
ALLOY 6061-T6
BASE PLATE
1. ALL FIXED JOINTS TO BE EITHER WELDED ALL AROUND AND GROUND SMOOTH;
OR, COMMERCIALLY DESIGNED FIXED JOINT SYSTEMS (SOLDIERED, BRAZED,
FUSED, BONDED OR SHRINK FITTED) SPECIFIED ON THE PLANS OR APPROVED
BY THE ENGINEER. MECHANICAL JOINTS OTHER THAN EXPANSION JOINTS ARE
NOT PERMITTED UNLESS SPECIFIED ON THE PLANS OR APPROVED IN WRITING
BY THE ENGINEER. POSTS SHALL BE CONNECTED TO BASE BY WELD ONLY. WELD
FILLER TO BE ALLOY ER5356, ER5556 OR ER5183.
2. ANCHOR BOLTS SHALL BE IN ACCORDANCE WITH ASTM A36 OR A307. NUTS,
WASHERS, AND BOLTS TO BE HOT DIP GALVANIZED IN CONFORMANCE WITH
ASTM A153. AFTER THE NUTS HAVE BEEN TIGHTENED, THE ANCHOR BOLT
THREADS SHALL BE DISTORTED OR THE NUTS AND BOLTS SPOT WELDED
AND COATED WITH ZINC COMPOUND.
XPANSION JOINT
CONCRETE SIDEWALK
(SEE DETAIL)
CONCRETE
STEPS
12" •
1 /8" WASH U
o �a
a� IIIIIIIIIII II IIIIIT44
IIIIIIIIIII-i
12"=-
# 14 REBAR AT NOSE
#4 REBAR 12" MAX.
AGGREGATE BASE COURSE BOTH WAYS
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SUBGRADE
CONCRETE FOOTING
CONCRETE STEP NOTES:
PIPE HANDRAIL NOTES:
00
1. 12 RISERS MAXIMUM BETWEEN LANDINGS.
1. ALL FIXED JOINTS TO BE EITHER WELDED ALL AROUND
N
2. RATIO OF RISER HEIGHT TO TREAD DEPTH= 2R" +
T" AND GROUND SMOOTH; OR, COMMERCIALLY DESIGNED
V
= 26" (6" RISER AND 14" TREAD SHOWN).
FIXED JOINT SYSTEMS (SOLDIERED, BRAZED, FUSED,
3. FOR STEPS PARALLEL TO AND ADJOINING WALLS,
BONDED OR SHRINK FITTED) SPECIFIED ON THE PLANS
Lu
DELETE ADJOINING CHEEK WALL AND MOUNT
OR APPROVED BY THE ENGINEER. MECHANICAL JOINTS
�
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z
4. THE QUANTITY OF TREADS AND RISERS MAY VARY
UNLESS SPECIFIED ON THE PLANS OR APPROVED IN
U
DUE TO FINAL GRADING.
WRITING BY THE ENGINEER. POSTS SHALL BE
CONNECTED TO BASE BY WELD ONLY. WELD FILLER TO
co
BE ALLOY ER5356, ER5556 OR ER5183.
J
W
m
2. ANCHOR BOLTS SHALL BE IN ACCORDANCE WITH ASTM
U
A36 OR A307. NUTS, WASHERS, AND BOLTS TO BE
Z
HOT DIP GALVANIZED IN CONFORMANCE WITH ASTM
A153. AFTER THE NUTS HAVE BEEN TIGHTENED, THE
ANCHOR BOLT THREADS SHALL BE DISTORTED OR THE
Y
Y
NUTS AND BOLTS SPOT WELDED AND COATED WITH
o
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ZINC COMPOUND.
CONCRETE STEPS AND
HANDRAIL DETAIL
NOT TO SCALE
ISOMETRIC VIEW
IN -LINE RAMP
TRANSITION TOP OF
CURB TO SIDEWALK
RAMP RUN MAX.
SLOPE 12:1
�a
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CURB AND GUTTER,
SEE DETAIL
IN -LINE HANDICAP RAMP
NOT TO SCALE
SITE DETAILS
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DRAWN BY:
CDC PROJECT NO.:
DNK
21930
SHEET
C922

MIN. 10 GA. LINE
WIRES (TYP)
CHANNEL INSTALLATION
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL-O-SEED DO NOT SEED PREPARED AREA. CELL-O-SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH WITH
APPROXIMATELY 12" (30cm) OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET
WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND
COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30cm) PORTION OF
BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES
SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE BLANKET.
3. ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL. BLANKETS WILL UNROLL WITH APPROPRIATE
SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING
STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM
STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE
PATTERN.
4. PLACE CONSECUTIVE BLANKETS END OVER END (SHINGLE STYLE) WITH A 4"-6" (10cm-15cm) OVERLAP. USE A DOUBLE ROW
OF STAPLES STAGGERED 4" (10cm) APART AND 4" (10cm) ON CENTER TO SECURE BLANKETS.
5. FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" (30cm) APART IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH
AFTER STAPLING.
6. ADJACENT BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2"-5" (5cm-12.5cm) (DEPENDING ON BLANKET TYPE) AND
STAPLED. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING INSTALLED
ON TOP) EVEN WITH THE COLORED SEAM STITCH ON THE BLANKET BEING OVERLAPPED
7. IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT (9m-12m) INTERVALS.
USE A DOUBLE ROW OF STAPLES STAGGERED 4" (10cm) APART AND 4" (10cm) ON CENTER OVER ENTIRE WIDTH OF THE
CHANNEL.
8. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm)
APART IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
NOTE:
CRITICAL POINTS * HORIZONTAL STAPLE SPACING SHOULD BE ALTERED IF
A. OVERLAPS AND SEAMS NECESSARY TO ALLOW STAPLES TO SECURE THE CRITICAL
B. PROJECTED WATER LINE POINTS ALONG THE CHANNEL SURFACE.
C. CHANNEL BOTTOM/SIDE
SLOPE VERTICES **IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR
A A STAKE LENGTHS GREATER THAN 6" (15 cm) MAY BE
B B NECESSARY TO PROPERLY ANCHOR THE BLANKETS.
C C
14649 HIGHWAY 41 NORTH, EVANSVILLE, INDIANA 47725
USA 1-800-772-2040
CANADA 1-800-448-2040
www.nagre n.com
CHANNEL LINER INSTALLATION
NOT TO SCALE
R' AA A Y
TM
VARIABLE AS DIRECTED BY ENGINEER
MTr
\L;\\
WOVEN WE FABRIC
SII T FFNC;F FII TFR FARRIC
FRONT VIEW
CONSTRUCTION NOTES:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD
STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER
FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES
NOT EXCEED 24" ABOVE THE GROUND SURFACE. (HIGHER
FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO
CAUSE FAILURE OF THE STRUCTURE.)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS
ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID
JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY
FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST
WITH 4' MIN. OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE
MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE
POSTS. EXTEND THE WIRE MESH SUPPORT TO THE
BOTTOM OF THE TRENCH. FASTEN THE WIRE
REINFORCEMENT, THEN THE FABRIC ON THE UPSLOPE SIDE
OF THE FENCE POST. WIRE OR PLASTIC TIES SHOULD
HAVE A MIN. 50 lb TENSILE STRENGTH.
5. EXCAVATE A TRENCH APPROXIMATELY 4" WIDE AND 8"
DEEP ALONG THE PROPOSED LINE OF POSTS AND
UPSLOPE FROM THE BARRIER.
6. PLACE 12" OF THE FABRIC ALONG THE BOTTOM AND SIDE
OF THE TRENCH.
7. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE
FILTER FABRIC AND COMPACT. THOROUGH COMPACTION
OF THE BACKFILL IS CRITICAL TO SILT FENCE
PERFORMANCE.
8. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
�- STEEL POST
PLASTIC OR
WIRE TIES (TYP)
0
I
MIN. 12-1/2 GA. 'o
INTERMEDIATE `V
WIRES (TYP)
IIIII
N IIIII
EX. GRADE �
MATERIALS NOTES:
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY
WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH IS
CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS
CONFORMING TO THE REQUIREMENTS IN ASTM D 6461,
WHICH IS SHOWN IN PART IN TABLE 6.62b OF THE
NCDENR EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL.
2.
SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET
RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM
OF 6 MONTHS OF EXPECTED UUUABLE CONSTRUCTION LIFE
AT A TEMPERATURE RANGE OF 0 TO 1207.
3. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33
LB/LINEAR FT STEEL WITH A MINIMUM LENGTH OF 5 FEET.
MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TO
FACILITATE FASTENING THE FABRIC.
4. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER
FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND
A MAXIMUM MESH SPACING OF 6 INCHES.
NOTES:
USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT
EXCEED 1/4 ACRE AND NEVER IN AREAS OF
CONCENTRATED FLOW
* FOR REPAIR OF SILT FENCE FAILURES, USE No. 57 WASHED
STONE. AS AN ANCHOR WHEN SILT FENCE IS PROTECTING
CATCH BASIN.
SILT FENCE
5-0"
z
0
N
M
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE FILTER FABRIC
FILL SLOPE
�- EX. GRADE
ANCHOR 12" LONG SKIRT IN
TRENCH 8" DEEP AND 4" WIDE*
SIDE VIEW
2"-3" COARSE
AGGREGATE (SUCH AS
RAILROAD BALLAST)
NOTES:
1) GROUND STABILIZATION
SITE AREA DESCRIPTION
STABILIZATION
STABILIZATION TIME
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES, SWALES,
7 DAYS
NONE
DITCHES, AND SLOPES
HIGH QUALITY WATER (HQW) ZONES
7 DAYS
NONE
SLOPES GREATER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR
LESS IN LENGTH AND ARE
NOT STEEPER THAN 2:1,
14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7-DAYS FOR SLOPES
GREATER THAT 50' IN LENGTH
ALL OTHER AREAS WITH
14 DAYS
NONE (EXCEPT FOR
SLOPES FLATTER THAN 4:1
PERIMETERS AND
HQW ZONES)
*EXTENSIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY BASED ON
WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE COMPLIANCE IMPRACTICABLE
(SECTION II.B(2)(B))
2) BUILDING WASTE HANDLING
• NO PAINT OR LIQUID WASTE IN STREAM OR STORM DRAINS.
• DEDICATED AREAS FOR DEMOLITION, CONSTRUCTION AND OTHER
WASTES MUST BE LOCATED 50' FROM STORM DRAINS AND
STREAMS UNLESS NO REASONABLE ALTERNATIVES AVAILABLE.
• EARTHEN -MATERIAL STOCKPILES MUST BE LOCATED 50' FROM
STORM DRAINS AND STREAMS UNLESS NO REASONABLE
ALTERNATIVES AVAILABLE.
• CONCRETE MATERIALS MUST BE CONTROLLED TO AVOID CONTACT
WITH SURFACE WATERS, WETLANDS, OR BUFFERS.
3) DISCHARGES TO FEDERALLY -LISTED WATERS
• REQUIREMENTS ARE THE SAME AS IN PREVIOUS PERMIT.
• THE PERMIT ALLOWS REDUCTION FROM THE 20 ACRE MINIMUM IF
THE DIRECTOR OF DWQ DETERMINES THAT OTHER BMPS PROVIDE
EQUIVALENT PROTECTION.
4) SELF -INSPECTION REQUIREMENTS
• SAME WEEKLY INSPECTION REQUIREMENTS.
• SAME RAIN GAUGE & INSPECTIONS AFTER 0.5" RAIN EVENT.
• INSPECTIONS ARE ONLY REQUIRED DURING "NORMAL BUSINESS
HOURS."
• RECORDS MUST BE KEPT FOR 3 YEARS AND AVAILABLE ON -SITE
DURING BUSINESS HOURS UNLESS A SITE -SPECIFIC EXEMPTION IS
APPROVED.
• RECORDS MUST BE KEPT FOR 3 YEARS AND AVAILABLE UPON
REQUEST.
• ELECTRONICALLY -AVAILABLE RECORDS MAY BE SUBSTITUTED
UNDER CERTAIN CONDITIONS.
• ALL EROSION CONTROL MEASURES SHALL BE INSPECTED AND
CONDITIONS RECORDED ON NCDEQ SELF -INSPECTION AND
SELF -MONITORING COMBINED FORM LOCATED AT
HTTPS: //DEQ.NC.GOV/ABOUT/DIVISIONS/
ENERGY-MINERAL-LAND-RESOURCES/EROSION-SEDIMENT-CONTROL/FORMS
5) IMPLEMENTATION OF NEW PERMIT CONDITIONS
• PROJECTS PERMITTED UNDER THE PREVIOUS PERMIT CAN CONTINUE
TO FOLLOW THE PREVIOUSLY -PERMITTED CONDITIONS.
• COMPLETE APPLICATIONS RECEIVED PRIOR TO AUGUST 3, 2011 CAN
FOLLOW CONDITIONS OF APPROVED APPLICATION.
• APPLICATIONS RECEIVED AFTER AUGUST 2, 2011 MUST COMPLY
WITH NEW PERMIT CONDITIONS.
6) CONDITIONS IN EROSION & SEDIMENTATION
CONTROL PLANS
• DESIGNATION ON THE PLANS WHERE 7 AND 14-DAY GROUND
STABILIZATION REQUIREMENTS ON THE NPDES PERMIT APPLY.
• DESIGNATION ON THE PLANS WHERE BASINS THAT COMPLY WITH
THE SURFACE -WITHDRAWAL REQUIREMENTS OF THE NPDES PERMIT
ARE LOCATED.
7) SEDIMENT BASINS
• OUTLET STRUCTURES MUST WITHDRAW FROM BASIN SURFACE
UNLESS DRAINAGE AREA IS LESS THAN 1 ACRE.
• USE ONLY DWQ-APPROVED FLOCCULANTS.
so.
1. A STABILIZED PAD OF CRUSHED STONE SHALL BE LOCATED WHERE
TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION SITE TO OR
FROM AN EXISTING ROAD.
2. FILTER FABRIC SHALL BE PLACED UNDER. THE ENTRANCE/EXIT AND
SHALL BE MIRAFI 500 OR EQUAL.
3. STONE TO BE 2 - 3 INCH WASHED STONE.
4. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL
PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC STREETS
OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING
WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR AND/OR
CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
5. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLIC
STREETS MUST BE REMOVED IMMEDIATELY.
6. WHEN NECESSARY WHEELS MUST BE CLEANED TO REMOVE SEDIMENT
PRIOR TO ENTERING A PUBLIC STREET, WHEN WASHING IS REQUIRED, IT
SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE WHICH
DRAINS INTO AN APPROVED SEDIMENT BASIN
STABILIZED CONSTRUCTION ENTRANCE
NOT TO SCALE
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
CONSTRUCTION SEQUENCE
GENERAL CONSTRUCTION NOTES
1. INSTALL SITE CONSTRUCTION ENTRANCE, STONE STAGING, AND MOBILIZATION AREA.
1.
ALL GRADING, STORM INSTALLATION, AND SOIL EROSION CONTROL MEASURES ON THIS SITE
MUST BE AUTHORIZED BY PERMITS ISSUED BY JACKSON COUNTY. ALL SITEWORK SHALL BE
2. INSTALL ALL EROSION CONTROL MEASURES AS REQUIRED BY THE APPROVED PLANS. INCLUDING
IN ACCORDANCE WITH ALL LOCAL, STATE, AND NATIONAL REGULATORY STANDARDS AND
SEDIMENT TRAPS, SILT FENCES, BARRIERS AND DIVERSION DITCHES AS NEEDED.
ALL REQUIREMENTS IN THE PROJECT TECHNICAL SPECIFICATIONS.
3. STABILIZE BANKS AS EARLY AS POSSIBLE.
2.
CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED GRADING, EROSION CONTROL,
STORM WATER, LAND DISTURBANCE, AND ASSOCIATED NON -GRADING PERMITS HAVE BEEN
4. PROCEED WITH GRADING, CLEARING AND GRUBBING.
OBTAINED PRIOR TO BEGINNING CONSTRUCTION.
5. REMOVE SEDIMENT BASIN "B" AFTER STREAM IS PIPED AND FLOW CAN BE DIVERTED FROM
3.
ALL CONSTRUCTION SHALL BE UNDER THE INSPECTION OF THE ENGINEER, THE OWNER, AND
SEDIMENT BASIN "B" TO SEDIMENT BASIN "A".
JACKSON COUNTY. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 72 HOURS PRIOR TO
BEGINNING WORK. ANY WORK COVERED PRIOR TO ENGINEER'S INSPECTION IS SUBJECT TO
6. APPLY TEMPORARY AND PERMANENT SEEDING, RIP RAP AND STABILIZATION MEASURES.
UNCOVERING AND BACKFILLING AT THE CONTRACTOR'S EXPENSE.
7. REMOVE SEDIMENT BASIN "A" AFTER CUT SLOPES ARE STABILIZED AND PARKING LOT IS
4.
ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED CONTRACTOR.
STABILIZED WITH AGGREGATE BASE COURSE.
5.
CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE EXACT LOCATION AND
8. PERFORM GRADING TO ABANDON SEDIMENT BASIN A BUILD PADS FOR REMAINING BUILDINGS.
ELEVATION FOR ALL UTILITIES PRIOR TO CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY
CONFLICTS OR DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE PLANS
9. CONSTRUCT BUILDINGS AND ASSOCIATED UTILITIES.
HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE NOT BEEN SHOWN ON THE PLANS
AND IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO
10. APPLY TEMPORARY AND PERMANENT SEEDING AND STABILIZATION MEASURES
CONSTRUCTION.
MAINTENANCE INSPECTIONS SHALL BE PERFORMED WEEKLY AND AFTER EACH RAINFALL. ALL REPAIRS
6.
PROTECT EXISTING SITE FEATURES (SHOWN TO REMAIN) AND NEWLY COMPLETED WORK
NECESSARY SHOULD BE MADE IMMEDIATELY AND IN STRICT ACCORDANCE WITH NCDEQ STANDARDS AND
DURING CONSTRUCTION. ANY DAMAGE INCURRED DURING OR RESULTING FROM
NPDES PERMIT.
CONSTRUCTION ACTIVITY IS THE RESPONSIBILITY OF THE CONTRACTOR AND IS TO BE
NCDEQ EROSION CONTROL NOTES
REPAIRED IN ACCORDANCE WITH APPLICABLE STANDARDS OF APPROPRIATE AGENCIES, AS
WELL AS THE PROJECT PLANS AND SPECIFICATIONS, AT THE CONTRACTOR'S EXPENSE.
GENERAL: ALL EROSION CONTROL MEASURES ARE TO BE PERFORMED IN STRICT ACCORDANCE
7.
THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT LEAST 72 HOURS BEFORE
WITH REQUIREMENTS OF NCDEQ. THE FOLLOWING CONSTRUCTION SEQUENCE SHALL BE COMPLIED
CONSTRUCTION ACTIVITY IS TO BEGIN. THE CONTRACTOR SHALL NOTIFY NC ONE CALL AT
WITH FOR ALL WORK.
811, 48 HOURS BEFORE CONSTRUCTION BEGINS. NOTIFY THE ENGINEER AT LEAST 72
HOURS BEFORE STARTING CONSTRUCTION ACTIVITIES.
1. OBTAIN PROVISIONAL PERMIT.
8.
EROSION CONTROL IS A FIELD PERFORMANCE BASED ACTIVITY; AND ADDITIONAL SILT
2. INSTALL ALL EROSION CONTROL MEASURES AS REQUIRED.
FENCES, TEMPORARY SEDIMENT BASINS, AND ALL OTHER MEASURES MAY NEED TO BE
ADDED IN ADDITION TO THE APPROVED PLAN AS NECESSARY. MEASURES SHOWN CAN AND
3. OBTAIN GRADING PERMIT THROUGH ON -SITE INSPECTION BY A REPRESENTATIVE OF NCDEQ.
SHOULD BE ADJUSTED TO ASSURE MAXIMUM PROTECTION ON SITE. CONTRACTOR SHALL
ADD ADDITIONAL MEASURES AS NEEDED IN ENVIRONMENTALLY SENSITIVE AREAS.
4. PROCEED WITH GRADING, CLEARING, AND GRUBBING.
9.
CONTRACTOR IS RESPONSIBLE FOR INSTALLING, MAINTAINING, AND REMOVING ALL
5. SEED AND MULCH DENUDED AREA WITHIN EITHER 7 CALENDAR DAYS (SLOPES GREATER THAN 3:1)
NECESSARY EROSION AND SEDIMENTATION CONTROL MEASURES.
OR 14 CALENDAR DAYS (3:1 OR FLATTER). AFTER FINISHED GRADE ARE ESTABLISHED, TEMPORARY
10.
THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ADJUSTMENT OF ALL
SEEDING AND SOIL AMENDMENTS SHALL BE PLACED ON A PREPARED SEEDBED AT THE FOLLOWING
UTILITY SURFACE ACCESSES WHETHER THE CONTRACTOR PERFORMS THE WORK OR A
RATES PER ACRE.
UTILITY COMPANY PERFORMS THE WORK.
LIME 2,000 LBS
11.
ALL AREAS WHERE THERE IS EXPOSED DIRT SHALL BE SEEDED, FERTILIZED AND MULCHED
FERTILIZER (10-10-10) 1,000 LBS
ACCORDING TO THE SPECIFICATIONS NOTES IN THE PLANS. SITE STABILIZATION IS A
STRAW MULCH 4,000 LBS
PERFORMANCE BASED REQUIREMENT, AND THE SITE WILL NOT BE ACCEPTED UNTIL
PERMANENT VEGETATION IS ESTABLISHED TO THE SATISFACTION OF THE ENGINEER.
FOR LATE WINTER/EARLY SPRING SEEDING ADD TO THE ABOVE:
RYE GRAIN 120 LBS
12.
ALL HIGH DENSITY POLYETHYLENE (HDPE) CORRUGATED STORM SEWER DETENTION PIPE
ANNUAL LESPEDEZA 50 LBS (OMIT IF COVER IS NOT TO EXTEND BEYOND JUNE)
SHALL BE TYPE "S" HANCOR SURELOK ADSN12 OR APPROVED EQUIVALENT WITH WATER
TIGHT JOINTS MEETING AASHTO M252, M294 OR MP7. ALL HDPE PIPE IS TO BE INSTALLED
FOR SUMMER SEEDING ADD:
ACCORDINGLY TO MANUFACTURERS SPECIFICATIONS AND IN ACCORDANCE WITH ASTM D2321
GERMAN MILLET 40 LBS
WITH THE EXCEPTION THAT MINIMUM COVER IN TRAFFIC LOAD AREA SHALL BE 24" FOR
FOR FALL ADD:
4"-48" AND 18" FOR 60". PIPE MATERIAL SHALL MEET THE PRODUCT SPECIFICATIONS OF
RYE GRAIN 120 LBS
ASTM F667 AND SHALL HAVE A SMOOTH WALL INTERIOR. FOR ALL STORM SYSTEMS, WORK
MUST BEGIN AT THE LOW POINT OF THE SYSTEMS. NOTIFY THE ENGINEER IMMEDIATELY OF
IF HYDROSEEDING IS USED, WOOD CELLULOSE MAY BE SUBSTITUTED FOR STRAW MULCH AT THE
ANY VARIANCES FROM EXPECTED CONDITIONS.
RATE OF 1,000 LBS PER ACRE.
13.
CURB INLET FRAME, GRATE AND HOOD SHALL CONFORM TO NCDOT 840.03E. DROP INLET
6. MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
FRAME AND GRATE SHALL CONFORM TO NCDOT 840.16. FIELD INLET COVER SHALL
CONFORM TO NCDOT STANDARD DETAIL 840.03, OPENING FACING UPSTREAM. MANHOLE
7. REMOVE SOIL EROSION CONTROL MEASURES AND STABILIZE THESE AREA.
RING AND LID TO CONFORM TO NCDOT 840.54. OPEN THROAT INLETS TO CONFORM TO
NCDOT 840.04 WITH A MANHOLE RING AND LID INSTALLED IN THE TOP FOR ACCESS TO
8. REQUEST FINAL APPROVAL BY NCDEQ.
THE STRUCTURE. SET ACCESS POINT ADJACENT TO A STRUCTURE WALL AS TO ALLOW
ACCESS TO STEPS.
PERMANENT SEEDING MEASURES
14.
CONCRETE AND MASONRY SHALL MEET THE REQUIREMENTS OF APPROPRIATE SECTION OF
NCDOT STANDARD SPECIFICATIONS FOR ROAD AND STRUCTURES (LATEST EDITION).
CONCRETE SHALL BE CLASS A OR B, 4000 PSI MINIMUM, MEETING THE REQUIREMENTS OF
ALL PERMANENT MEASURES ARE TO BE PERFORMED IN STRICT ACCORDANCE WITH REQUIREMENTS OF NCDEQ.
SECTION 900, CONSTRUCTED IN ACCORDANCE WITH SECTION 825. MASONRY SHALL MEET
THE FOLLOWING APPLY TO AREAS WITHIN NCDEQ PERMANENT SEEDING MIXTURE AREA #1M:
THE REQUIREMENTS OF SECTION 940, CONSTRUCTED IN ACCORDANCE WITH SECTION 830
AND/OR 834.
SEEDING MIXTURE:
15.
TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED SOILS
SPECIES RATE (LB/ACRE
LABORATORY UNDER ALL PAVED AREAS.
TALL FESCUE 100
16.
CONTRACTOR RESPONSIBLE FOR KEEPING ACCURATE LOG OF SITE CONDITIONS IN
PANICUM VIRGATUM 10
ACCORDANCE WITH NPDES PERMIT. MAINTENANCE INSPECTIONS SHALL BE PERFORMED
REDTOP 5
WEEKLY AND AFTER EACH RAINFALL. ALL REPAIRS NECESSARY SHOULD BE MADE
KENTUCKY BLUEGRASS 5
IMMEDIATELY AND IN STRICT ACCORDANCE WITH JACKSON COUNTY STANDARDS AND NPDES
PERMIT. CONTRACTOR SHALL SUPPLY THE ENGINEER WITH RECORD OF DEVIATIONS FROM
NURSE PLANTS:
PLANS FOR PREPARATION OF FINAL RECORD DRAWINGS.
BETWEEN MAY 1 AND AUG. 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE SUDANGRASS. PRIOR TO
MAY 1 OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). IT MAY BE BENEFICIAL TO PLANT THE GRASSES IN
17.
ALL SLOPES GREATER THAN 2:1 SLOPE AND OVER 5' IN HEIGHT SHALL BE CERTIFIED BY A
LATE SUMMER AND OVERSEED THE LESPEDEZAS IN MARCH.
LICENSED PROFESSIONAL AS REQUIRED BY JACKSON COUNTY.
SEEDING DATES:
18.
CONTRACTOR IS REQUIRED TO OBTAIN AND PROVIDE A COPY OF THE EROSION CONTROL
BEST POSSIBLE
PERMIT FOR ANY OFFSITE BORROW/ SPOIL AREA. CONTRACTOR MUST PROVIDE COPY OF
PERMIT TO JCAKSON COUNTY INSPECTOR PRIOR TO CONSTRUCTION.
BELOW 2500 FT: AUG. 15 - SEPT. 1 JULY 25 - SEPT 15
MAR. 1 - APR. 1 MAR. 1 - MAY 10
19.
IF BORROWED OR WASTE FILL MATERIAL IS GENERATED, AN APPROVED GRADING PERMIT
ABOVE 2500 FT: JULY 25 - AUG. 15 JULY 15 - AUG. 30
MUST BE SECURED FOR THE BORROW OR WASTE MATERIAL SITE PRIOR TO INITIATION OF
MAR. 20 - APR. 20 MAR. 5 - MAY 15
ANY LAND DISTURBING ACTIVITY
COMPLETE SEEDING EARLIER IN FALL, AND START LATER IN SPRING ON NORTH- AND EAST -FACING
20.
ALL FILL SLOPES SHALL BE COMPACTED FULL DEPTH TO NOT LESS THAN 95% MAXIMUM
SLOPES.
DENSITY (STANDARD PROCTOR), SHALL BE PLACED ON A SURFACE CLEARED OF GROWTH
AND DEBRIS, AND BE PROPERLY BENCHED AND DRAINED.
SOIL AMENDMENTS:
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS OR APPLY 4,000 LB/ACRE GROUND AGRICULTURAL
21.
COMPACTION REPORTS MUST BE PROVIDED TO JACKSON COUNTY STORMWATER SERVICES
LIMESTONE AND 1,000 LB/ACRE 5-10-10 FERTILIZER.
DIVISION INDICATING THAT FILL HAS BEEN COMPACTED TO NOT LESS THAN 95% MAXIMUM
DENSITY (STANDARD PROCTOR).
MULCH:
APPLY 4,000-5,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCHING
22.
ALL FILL MATERIAL, UNLESS A PERMIT FROM NCDEQ DIVISION OF WASTE MANAGEMENT TO
MATERIAL. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING, OR NETTING. NETTING IS THE PREFERRED
OPERATE A LANDFILL IS ON FILE FOR THE OFFICAL SITE, SHALL BE FREE OF ORGANIC OR
ANCHORING METHOD ON STEEP SLOPES.
OTHER DEGRADABLE MATERIALS, MASONRY, CONCRETE AND BRICK SIZES EXCEEDING 12
INCHES, AND ANY MATERIALS WHICH COULD CAUSE THE SITE TO BE REGULATED AS A
MAINTENANCE:
LANDFILL BY THE STATE OF NORTH CAROLINA.
MOW NO MORE THAN ONCE A YEAR. REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE.
RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
EROSION CONTROL MAITENANCE NOTES:
PIPE OUTLET TO
WELL-DEFINED CHANNEL
1.
INSPECT EROSION CONTROL MEASURES ONCE A WEEK AND AFTER EVERY SIGNIFICANT RAINFALL.
AAA3ddow = do +
(0.4 x La)
PLAN
PLAN
La
d �La�
FILTER BLANKET FILTER BLANKET
SECTION AA SECTION AA
NOTES:
1. La IS THE LENGTH OF THE RIP RAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6" (MINIMUM IS
24" DEEP IF STONE IS CLASS II)
3. IN A WELL-DEFINED CHANNEL, EXTEND THE APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE RIP RAP
AND SOIL FOUNDATION.
5. COMPACT ANY REQUIRED FILL TO DENSITY OF SURROUNDING UNDISTURBED MATERIAL.
6. RIP RAP MAY BE FIELDSTONE OR ROUGH QUARRY STONE AND SHALL BE HARD.
ANGULAR AND WELL -GRADED.
7. CONSTRUCT APRON AT ZERO GRADE. TOP OF RIP RAP SHALL BE LEVEL WITH THE
RECEIVING CHANNEL OR SLIGHTLY LOWER.
8. ALIGN APRON WITH RECEIVING CHANNEL OR STREAM. ASSURE APRON IS STRAIGHT
THROUGHOUT ITS LENGTH.
9. END WIDTH OF APRON TO BE EQUAL TO WIDTH OF RECEIVING CHANNEL.
RIP -RAP APRON
NOT TO SCALE
CONTRACTOR TO INSPECT MEASURES FOR COMPLIANCE WITH PLANS AND DETAILS; INCLUDING
SEDIMENT ACCUMULATION BEYOND DETAIL ALLOWANCE, AND ALSO DAMAGE OR FAILURE OF
MEASURES.
2. WHEN SEDIMENT ACCUMULATION EXCEEDS DETAIL ALLOWANCE, CONTRACTOR TO REMOVE SEDIMENT
AND/OR DEBRIS, AND RELOCATE TO ANOTHER AREA WITH SEDIMENT CONTROLS.
3. WHEN MEASURES ARE FOUND TO BE DAMAGED, CONTRACTOR TO REPAIR IMMEDIATELY TO BRING
MEASURE BACK INTO COMPLIANCE WITH PLANS AND DETAILS.
4. IF MEASURES ARE FOUND TO BE INSUFFICIENT, CONTRACTOR TO INSTALL ADDITIONAL MEASURES
AS NEEDED TO ENSURE SEDIMENT REMAINS CONTROLLED ONSITE AS REQUIRED.
5. CONTRACTOR TO REMOVE MEASURES AND BRING AREA TO GRADE ONCE CONFORMATION OF SITE
STABILIZATION HAS BEEN REQUESTED AND RECEIVED FROM PROJECT ENGINEER.
EROSION CONTROL DETAILS
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SKIMMER
(SEE DETAIL)
RISER CREST
ELEV. 2137.0'
SEDIMENT REMOVAL MARK
ELEV. 2136.0' 6'
RISER INVERT
ELEV. 2135.0'
CLASS B STONE PAD l l 11111
(4'x4'x1' MIN)
FLEXIBLE CONNECTION TO
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B
(SEE DETAIL)
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TEMPORARY DIVERSION DITCH "1" NLL
\ EXISTING WETLANDS (TYP)
TEMPORARY SKIMMER BASIN 'A'
1" - 10'
5. 0'
BERM TOP: 2138.5
1.0' MIN EMERGENCY SPILLWAY: 2137.5
SELECTED FILL
PLACED IN LAYERS
AND COMPACTED
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EMBANKMENT STABILIZED
WITH VEGETATION
2.5:1 SLOPE MAX.
RIP RAP APRON
AT OUTLET
1. LOCATE THE SEDIMENT INLETS TO THE BASIN THE GREATEST DISTANCE FROM THE PRINCIPLE SPILLWAY.
2. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
3. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH NCDEQ PRACTICE STANDARD 6.65.
4. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR DIRECTLY INTO THE EMBANKMENT 1 FT. FROM BOTTOM OF BASIN
5. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND THE COUPLING.
6. ALLOW THE MAXIMUM REASONABLE DETENTION PERIOD BEFORE THE BASIN IS COMPLETELY DE -WATERED (AT LEAST 10 HOURS).
7. REDUCE THE INFLOW VELOCITY AND DIVERT ALL SEDIMENT -FREE RUNNOFF.
TEMPORARY SKIMMER BASIN 'A'
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THE SIDES AND BASIN USING
12" LANDSCAPE STAPLES
MAINTENANCE NOTES:
INSPECT TEMPORARY SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT
AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN
IT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACE REMOVED SEDIMENT IN AN AREA WITH
SEDIMENT CONTROLS. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL
TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREA.
BAFFLE (TYP.) r
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+ + SECOND CHAMBER
25% OF SURFACE AREA
NOTES:
OUTLET ZONE
1. POROUS BAFFLE USING JUTE NET BACKED 25% OF SURFACE AREA
BY COIR EROSION BLANKET (OR EQUIVALENT).
2. SEE FIGURE 6.65B OF NCDENR MANUAL OUTLET STRUCTURE
FOR CROSS SECTION OF POROUS BATTLE. WITH RISER BARREL
(SEE DETAIL)
SEDIMENT TRAP / BASIN BAFFLE DETAIL
NOT TO SCALE
SLOPE INSTALLATION
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL-0-SEED DO NOT SEED PREPARED AREA. CELL-O-SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH
WITH APPROXIMATELY 12" (30cm) OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE
BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30cm)
PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE BLANKET.
3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES
IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM'� STAPLES/STAKES
SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2"-5" (5cm-12.5cm) OVERLAP DEPENDING
ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING
INSTALLED ON TOP) EVEN WITH THE COLORED SEAM STITCH'°ON THE PREVIOUSLY INSTALLED BLANKET.
5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE
3" (7.5cm) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30cm) APART ACROSS ENTIRE
BLANKET WIDTH.
NOTE:
*IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15cm) MAY BE NECESSARY TO
PROPERLY SECURE THE BLANKETS.
EROSION CONTROL SLOPE MATTING INSTALLATION
NOTE:
DITCH SLOPE TO BE AT A 2% MIN SLOPE
FROM INLET TO OUTLET
NOT TO SCALE
TEMPORARY DRAINAGE DITCH
NOT TO SCALE
SCH 40 COUPLING
CONNECTION (TYP)
VENT (TYP)
INLET (TYP)
PROPOSED NYLON ROPE
(ROPE TO RUN EMBANKMENT
TO PROVIDE METHOD TO PULL
SKIMMER)
INLET EXTENSION
SCH 40 SOLID PVC
BARREL OR "ARM"
SUPPLIED BY USER (TYP)
HOSE (TYP)
NOTES:
1. SKIMMER SHOWN IN FLOATING POSITION
2. FAIRCLOTH SKIMMER OR APPROVED EQUIVALENT
3. SKIMMER TO BE REMOVED UPON REMOVAL OF SEDIMENT TRAP
4. COUPLING CONNECTION INTO PROPOSED OUTLET STRUCTURES MUST BE SEALED UPON
REMOVAL OF SKIMMER
POND SKIMMER DETAIL
NOT TO SCALE
EROSION CONTROL DETAILS
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BAFFLE DETAIL
NOT TO SCALE
C932

TD
TEMPORARY DIVERSION DITCH "3"
SKIMMER
(SEE DETAIL)
RISER CREST
ELEV. 2144.0'
SEDIMENT REMOVAL MARK
ELEV. 2143.0' 6'
vimi
RISER INVERT \
ELEV. 2142.0'
I=1 I I=1 I I=1 11=
CLASS B STONE PAD '1=IIIIII=
(4'x4'x1' MIN) lI— — HI— Hl1
FLEXIBLE CONNECTION TO
SKIMMER (SEE DETAIL)
PROPOSED 4" PVC TEMPORARY PIPE
PROPOSED TEMPORARY RIP RAP APRON 'B' @ 1.0% MINIMUM SLOPE (SEE DETAIL)
LENGTH: 10' o
WIDTH AT FES: 30 _ 2142�
WIDTH AT END: 12' / / — — — — —
THICKNESS: 18"
STONE CLASS: B 2144-----
(SEE DETAIL) �a
FG: 2143.00
-- --- -- -- -- -- -- --
\ 2148— . /
TO TD
TD
X /
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-
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— 215g
X — — —
i
JPROPOSED STONE PAD (TYP)
� 2150
PROPOSED SKIMMER
2.0" WITH 1.8"0 ORIFICE (SEE DETAIL)
2160
--- - -
2170 - -`
---------------------
/
i
1.0' MIN
5.0'
SELECTED FILL
PLACED IN LAYERS
AND COMPACTED
TEMPORARY SKIMMER BASIN 'B'
1" = 10'
BERM TOP: 2145.5
EMERGENCY SPILLWAY: 2144.5
SECTION THROUGH EMBANKMENT
EMBANKMENT STABILIZED
WITH VEGETATION
2.5:1 SLOPE MAX.
RIP RAP APRON
AT OUTLET
1. LOCATE THE SEDIMENT INLETS TO THE BASIN THE GREATEST DISTANCE FROM THE PRINCIPLE SPILLWAY.
2. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
3. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH NCDEQ PRACTICE STANDARD 6.65.
4. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR DIRECTLY INTO THE EMBANKMENT 1 FT. FROM BOTTOM OF BASIN
5. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND THE COUPLING.
6. ALLOW THE MAXIMUM REASONABLE DETENTION PERIOD BEFORE THE BASIN IS COMPLETELY DE -WATERED (AT LEAST 10 HOURS).
7. REDUCE THE INFLOW VELOCITY AND DIVERT ALL SEDIMENT -FREE RUNNOFF.
TEMPORARY SKIMMER BASIN 'A'
NOT TO SCALE
PROPOSED TEMPORARY SEDIMENT BASIN 'B'
BERM ELEV: 2145.00 (126X40')
WEIR ELEV: 2144.00
BOTTOM ELEV: 2142.00
STORAGE DEPTH: 2.00'
2:1 MAX. SIDE SLOPES (SEE DETAILS)
1.5'
12" OF NCDOT #5 OR #57
WASHED STONE
CLASS B RIPRAP
FILTER FABRIC ? 7 24" MAX.
cp AT CENTER
ao
~ 4' TO 6' w.
TEMPORARY DIVERSION DITCH "2"
NOTE: MAXIMUM 100' SPACING
BETWEEN CHECK DAMS EXCEPT ON
ROADS GREATER THAN 10% GRADE IN
WHICH CASE MAXIMUM SPACING OF 50'
BETWEEN CHECK DAMS IS REQUIRED
L
B
L
4 ft _, ___ SECTION
A —A
STONE CHECK DAM:
STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TO KEEP WATER FROM CUTTING AROUND THE DAM.
L = THE DISTANCE SUCH THAT POINTS
A AND B ARE OF EQUAL ELEVATION
THE FOLLOWING CRITERIA SHOULD BE USED WHEN DESIGNING A CHECK DAM:
— ENSURE THAT THE DRAINAGE AREA ABOVE THE CHECK DAM DOES NOT
EXCEED 0.5 ACRES.
— KEEP THE MAXIMUM HEIGHT AT 2 FT AT THE CENTER OF THE DAM.
— KEEP THE CENTER OF THE CHECK DAM AT LEAST 9 INCHES LOWER THAN
THE OUTER EDGES AT NATURAL GROUND ELEVATION.
— KEEP THE SIDE SLOPES OF THE DAM AT 2:1 OR FLATTER. FILTER
— ENSURE THAT THE MAXIMUM SPACING BETWEEN DAMS PLACES THE TOE
OF THE UPSTREAM DAM AT THE SAME ELEVATION AS THE TOP OF THE
DOWNSTREAM DAM.
— STABILIZE OVERFLOW AREAS ALONG THE CHANNEL TO RESIST EROSION
CAUSED BY CHECK DAMS.
— USE NCDOT CLASS B STONE AND LINE THE UPSTREAM SIDE OF THE
DAM WITH NCDOT #5 OR #57 STONE.
— KEY THE STONE INTO THE DITCH BANKS AND EXTEND IT BEYOND THE ABUTMENTS A
MINIMUM OF 1.5 FEET TO AVOID WASHOUTS FROM OVERFLOW AROUND THE DAM.
STONE CHECK DAM
NOT TO SCALE
FACE VIEW
EROSION CONTROL DETAILS
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C933

SPRINGLINE
ALL NON-FERROUS UNDERGROUND LINES
OUTSIDE BUILDING FOOTPRINT SHALL BE
REQUIRED TO HAVE A MAGNETIC -TYPE
WARNING TAPE INSTALLED IN THE
BACKFILL AT LEAST 6" BELOW GRADE.
0=
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MIN. TRENCH WIDTH
(SEE TABLE)
FINAL BACKFILL
(SEE SPECIFICATION FOR
COMPACTION REQUIREMENT)
INITIAL BACKFILL
(COMPACTED TO 98%
OF STANDARD PROCTOR)
HAUNCH
(COMPACTED TO 98%
OF STANDARD PROCTOR)
BEDDING
(COMPACTED TO 98%
OF STANDARD PROCTOR)
SUITABLE
FOUNDATION
MINIMUM TRENCH WIDTHS
PIPE DIAMETER
MIN. TRENCH WIDTH
12"
30"
15"
34"
18"
39"
24"
48"
30"
56"
36"
64"
42"
72"
48"
80"
54"
88"
60"
96"
MAXIMUM COVER
PIPE
DIAMETER
CLASS
1
CLASS
II
CLASS
III
12"
43'
28'
20'
15"
43'
28'
20'
18"
43'
28'
20'
24"
34'
23'
17'
30"
34'
23'
17'
36"
34'
23'
16'
42"
34'
23'
16'
48"
31,
21'
15'
54"
31,
21'
15'
60"
31'
21'
15'
*ASSUMED PIPE BACKFILL IS PLACED AND
COMPACTED TO THE REQUIRED 98%
OF THE STANDARD PROCTOR
NOTES:
1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH LATEST EDITION OF ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND
INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", AND THE PROJECT SPECIFICATIONS.
2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED.
3. FOUNDATION: WHERE THE TRENCH IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH
SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM
MAY BE STABILIZED USING A GEOTEXTILE MATERIAL.
4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II, OR, III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO
ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4"(100 mm) FOR 12"-24" (100 mm - 600 mm);
6"(150 mm) FOR 30"-60" (750 mm - 900 mm).
5. HAUNCHING/INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II, OR III IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN
OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS
REQUIRED IN ASTM D2321, LATEST EDITION.
6. MINIMUM COVER: MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM THE TOP OF PIPE TO GROUND
SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48"
DIAMETER PIPE AND 24" OF COVER FOR 54"-60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP
OF RIGID PAVEMENT. HEAVY CONSTRUCTION LOADS MAY REQUIRE ADDITIONAL COVER TO PROTECT THE PIPE. CONTRACTOR TO VERIFY THAT
CONSTRUCTION LOADS WILL NOT DAMAGE INSTALLED PIPES AND PROTECT INSTALLED PIPES IF REQUIRED,
7. MAXIMUM COVER: MAXIMUM COVER SHALL BE MEASURED FROM THE FINISHED SURFACE OF THE GROUND TO THE TOP OF THE PIPE, AND SHALL BE
LESS THAN THE MAXIMUM VALUES SHOWN IN THE CHART WITHIN THIS DETAIL.
HDPE TRENCH INSTALLATION DETAIL
NOT TO SCALE
SHALLOW TYPE INTERMEDIATE TYPE (4'X4' INTERIOR)
(5 FEET OR LESS IN DEPTH) (5 FEET TO 20 FEET IN DEPTH)
STANDARD STANDARD
6" MIN.
36"
STEPS 16" STEPS 16" ON
ON CENTER CENTER O
T`\d
6" MIN.
_(0-
MIN. 6" WASHED
STONE BEDDING
SEE NOTE 'A'
in
p
w
w
6" MIN. 26" x
w
o
O0
z
MIN. 6" WASHED
STONE BEDDING MIN. 6" W
.T
36�
48"
O�
1O
REINFORCED
CONCRETE SLAB
MIN. 6" WASHED
STONE BEDDING
STONE BEDDING
NOTE 'A'
FOR CURB INLET: FRAME, GRATE & HOOD PER
D.O.T. STD. 840.03E
FOR GRATE INLET: FRAME, GRATE & HOOD PER
D.O.T. STD. 840.16
FOR JUNCTION BOX: FRAME & COVER PER D.O.T.
STD. 840.54
FOR CONVEX INLET: FRAME, GRATE & HOOD PER
NEENAH CONVEX
INLET GRATE R-2577
NOTES:
60"
1. CONCRETE SHALL BE 4000 PSI MIN. FOR ALL PRECAST
CONCRETE CATCH BASINS.
2. PRECAST CONCRETE STRUCTURES MAY ONLY BE INSTALLED
6„
SLAB THICKNESS
TO DEPTHS CERTIFIED AS ACCEPTABLE BY THE
AND REINFORCEMENT
MANUFACTURER.
co
36>>
FOR SOIL AND
if
TRAFFIC LOADING BY
3. "WAFFLE" BOXES ARE ACCEPTABLE FOR SHALLOW TYPE
AN ENGINEER
CATCH BASINS UP TO 10' DEEP PER D.O.T.
19
4. PRECAST CONCRETE CATCH BASINS SHALL CONFORM TO
`V
NCDOT STD. 840.02.
SLAB DETAIL
PRECAST CONCRETE CATCH BASIN DETAILS FOR
GRATE INLETS, CURB INLETS, AND JUNCTION BOXES
NOT TO SCALE
NOTE:
DITCH SLOPE TO BE AT A 2% MIN SLOPE
FROM INLET TO OUTLET
INCOMING
PERMANENT DRAINAGE DITCH
f^,
FLARED END
SECTION MATERIAL
TO MATCH MATERIAL
OF INCOMING PIPE
PLAN
ELEVATION
NOTES:
1. THE DIMENSION OF THE THE FLARED END
SECTION SHALL BE PER MANUFACTURER'S
SPECIFICATIONS.
2. THE SKIRT SECTION OF THE FLARED END
SECTION SHOULD BE JOINED TO THE INCOMING
PIPE PER MANUFACTURER'S SPECIFICATIONS.
NOT TO SCALE
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
PIPE OUTLET TO
WELL-DEFINED CHANNEL
PLAN
La
_0 La o
FILTER BLANKET FILTER BLANKET
SECTION AA SECTION AA
NOTES:
1. La IS THE LENGTH OF THE RIP RAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6" (MINIMUM IS
24" DEEP IF STONE IS CLASS II)
3. IN A WELL-DEFINED CHANNEL, EXTEND THE APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE RIP RAP
AND SOIL FOUNDATION.
5. COMPACT ANY REQUIRED FILL TO DENSITY OF SURROUNDING UNDISTURBED MATERIAL.
6. RIP RAP MAY BE FIELDSTONE OR ROUGH QUARRY STONE AND SHALL BE HARD.
ANGULAR AND WELL -GRADED.
7. CONSTRUCT APRON AT ZERO GRADE. TOP OF RIP RAP SHALL BE LEVEL WITH THE
RECEIVING CHANNEL OR SLIGHTLY LOWER.
8. ALIGN APRON WITH RECEIVING CHANNEL OR STREAM. ASSURE APRON IS STRAIGHT
THROUGHOUT ITS LENGTH.
9. END WIDTH OF APRON TO BE EQUAL TO WIDTH OF RECEIVING CHANNEL.
FLARED END SECTION WITH
RIP -RAP APRON
NOT TO SCALE
STANDARD
TYPE
(UP
TO 20 FEET IN DEPTH)
STANDARD MANHOLE
RING AND COVER
STANDARD STEPS
STANDAR
16" ON
STEPS 1E
CENTER
CENTER
_0TOP
DESIGNED
FOR HS-20 LOADING
O
MAY BE FLAT OR
48" I.D.
ECCENTRIC CONE
MIN.
5"
BRICK AND
MORTAR INVERT
PLASTIC CEMENT PUTTY OR
OBUTYL RUBBER JOINTS
- 6
MIN. 6" THICK WASHED
STONE BEDDING
FLAT TOP DETAIL
58" DIA.
BRICK AND
MORTAR INVERT
NOTE:
SEE TYPICAL CATCH BASIN
DETAIL FOR TYPICAL STORM
STRUCTURE NOTES
DEEP TYPE
(OVER 20 FEET IN DEPTH)
STANDARD MANHOLE
RING AND COVER
60" I.D. -
MIN.
6"
O5.. 1 MAX
PRECAST CONCRETE MANHOLE
ROUND STORM STRUCTURE
NOT TO SCALE
TOP DESIGNED
FOR HS-20 LOADING
MAY BE FLAT OR
ECCENTRIC CONE
PLASTIC CEMENT PUTTY OR
BUTYL RUBBER JOINTS
MIN. 6" THICK WASHED
STONE BEDDING
FLAT TOP DETAIL
70" DIA.
GENERAL CONSTRUCTION NOTES
1. ALL STORM INSTALLATION ON THIS SITE MUST BE AUTHORIZED BY PERMITS ISSUED BY
JACKSON COUNTY. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL, STATE, AND
NATIONAL REGULATORY STANDARDS AND ALL REQUIREMENTS IN THE PROJECT TECHNICAL
SPECIFICATIONS.
2. CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED STORMWATER, AND
ASSOCIATED NON -GRADING PERMITS HAVE BEEN OBTAINED PRIOR TO BEGINNING
CONSTRUCTION.
3. ALL CONSTRUCTION SHALL BE UNDER THE INSPECTION OF THE ENGINEER, THE OWNER, AND
JACKSON COUNTY. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 72 HOURS PRIOR TO
BEGINNING WORK. ANY WORK COVERED PRIOR TO ENGINEER'S INSPECTION IS SUBJECT TO
UNCOVERING AND BACKFILLING AT THE CONTRACTOR'S EXPENSE.
4. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED CONTRACTOR.
5. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE EXACT LOCATION AND
ELEVATION FOR ALL UTILITIES PRIOR TO CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY
CONFLICTS OR DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE PLANS
HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE NOT BEEN SHOWN ON THE PLANS
AND IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO
CONSTRUCTION.
6. PROTECT EXISTING SITE FEATURES (SHOWN TO REMAIN) AND NEWLY COMPLETED WORK
DURING CONSTRUCTION. ANY DAMAGE INCURRED DURING OR RESULTING FROM
CONSTRUCTION ACTIVITY IS THE RESPONSIBILITY OF THE CONTRACTOR AND IS TO BE
REPAIRED IN ACCORDANCE WITH APPLICABLE STANDARDS OF APPROPRIATE AGENCIES, AS
WELL AS THE PROJECT PLANS AND SPECIFICATIONS, AT THE CONTRACTOR'S EXPENSE.
7. THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT LEAST 72 HOURS BEFORE
CONSTRUCTION ACTIVITY IS TO BEGIN. THE CONTRACTOR SHALL NOTIFY NC ONE CALL AT
811, 48 HOURS BEFORE CONSTRUCTION BEGINS. NOTIFY THE ENGINEER AT LEAST 72
HOURS BEFORE STARTING CONSTRUCTION ACTIVITIES.
8. EROSION CONTROL IS FIELD PERFORMANCE BASED AND CONTRACTOR SHALL INSTALL AND
MAINTAIN ANY EROSION CONTROL MEASURES NECESSARY TO ASSURE MAXIMUM
PROTECTION OF THE SITE. CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL
MEASURES REQUIRED TO CONTROL SEDIMENT DURING INSTALLATION ALL STORM PIPES AND
APPURTENANCES..
9. CONTRACTOR IS RESPONSIBLE FOR INSTALLING, MAINTAINING, AND REMOVING ALL
NECESSARY EROSION AND SEDIMENTATION CONTROL MEASURES.
10. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ADJUSTMENT OF ALL
UTILITY SURFACE ACCESSES WHETHER THE CONTRACTOR PERFORMS THE WORK OR A
UTILITY COMPANY PERFORMS THE WORK.
11. ALL HIGH DENSITY POLYETHYLENE (HDPE) CORRUGATED STORM SEWER DETENTION PIPE
SHALL BE TYPE "S" HANCOR SURELOK ADSN12 OR APPROVED EQUIVALENT WITH WATER
TIGHT JOINTS MEETING AASHTO M252, M294 OR MP7. ALL HDPE PIPE IS TO BE INSTALLED
ACCORDINGLY TO MANUFACTURERS SPECIFICATIONS AND IN ACCORDANCE WITH ASTM D2321
WITH THE EXCEPTION THAT MINIMUM COVER IN TRAFFIC LOAD AREA SHALL BE 24" FOR
4"-48" AND 18" FOR 60". PIPE MATERIAL SHALL MEET THE PRODUCT SPECIFICATIONS OF
ASTM F667 AND SHALL HAVE A SMOOTH WALL INTERIOR. FOR ALL STORM SYSTEMS, WORK
MUST BEGIN AT THE LOW POINT OF THE SYSTEMS. NOTIFY THE ENGINEER IMMEDIATELY OF
ANY VARIANCES FROM EXPECTED CONDITIONS.
12. CURB INLET FRAME, GRATE AND HOOD SHALL CONFORM TO NCDOT 840.03E. DROP INLET
FRAME AND GRATE SHALL CONFORM TO NCDOT 840.16. FIELD INLET COVER SHALL
CONFORM TO NCDOT STANDARD DETAIL 840.03, OPENING FACING UPSTREAM. MANHOLE
RING AND LID TO CONFORM TO NCDOT 840.54. OPEN THROAT INLETS TO CONFORM TO
NCDOT 840.04 WITH A MANHOLE RING AND LID INSTALLED IN THE TOP FOR ACCESS TO
THE STRUCTURE. SET ACCESS POINT ADJACENT TO A STRUCTURE WALL AS TO ALLOW
ACCESS TO STEPS.
13. CONCRETE AND MASONRY SHALL MEET THE REQUIREMENTS OF APPROPRIATE SECTION OF
NCDOT STANDARD SPECIFICATIONS FOR ROAD AND STRUCTURES (LATEST EDITION).
CONCRETE SHALL BE CLASS A OR B, 4000 PSI MINIMUM, MEETING THE REQUIREMENTS OF
SECTION 900, CONSTRUCTED IN ACCORDANCE WITH SECTION 825. MASONRY SHALL MEET
THE REQUIREMENTS OF SECTION 940, CONSTRUCTED IN ACCORDANCE WITH SECTION 830
AND/OR 834.
14. TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED SOILS
LABORATORY UNDER ALL PAVED AREAS.
15. COMPACTION REPORTS MUST BE PROVIDED TO JACKSON COUNTY STORMWATER SERVICES
DIVISION INDICATING THAT FILL HAS BEEN COMPACTED TO NOT LESS THAN 95% MAXIMUM
DENSITY (STANDARD PROCTOR).
STORM DRAINAGE DETAILS
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DNK
CDC PROJECT NO.:
21930
SHEET
C951

NEENAH R-1975-B SCORIATED LID
HANDHOLE FRAME & LID LETTERED "STORM"
OR APPROVED EQUAL
FINISH GRADE
jAAi
4" THREADED
W
CLEAN -OUT PLUG
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45` WYE BRANCH OR
_
45` BEND AS REQUIRED
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BY SITE PLAN
Z
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1.0% MIN.
EXTERNAL DOWN SPOUT
(SEE ARCHITECTURAL
PLANS)
6" UNIVERSAL DOWN SPOUT
CONNECTION PLUG
(FERNCO USDS-6P OR
APPROVED EQUIVALENT)
6" DOWN SPOUT COLLECTION
PIPE (CONTRACTOR TO
COORDINATE WITH ARCHITECT
FOR ANY SUPERCEDING DOWN
SPOUT CONNECTION DESIGNS
AND LOCATIONS)
PROVIDE STONE BEDDING
FROM 6" BELOW PIPE TO TOP
OF PIPE FOR FULL TRENCH
WIDTH.
45° BEND (TYP)
(AS REQUIRED)
NOTES:
1. CLEAN -OUT PIPE AND FITTINGS SHALL BE SAME MATERIAL AS THE DOWNSPOUT COLLECTION PIPE. SEE
PLAN FOR PIPE SIZES. CLEAN -OUT WYE TO BE SAME DIAMETER AS LATERAL. RISER, PIPE AND
THREADED PLUG TO BE 4".
2. WHERE CLEAN -OUTS ARE LOCATED IN SIDEWALKS OR PAVEMENT, CAST HANDHOLE LID IN PLACE AND
FLUSH WITH FINISH GRADE.
3. CONTRACTOR TO COORDINATE WITH ARCHITECT FOR ANY SUPERCEDING EXTERNAL DOWN SPOUT
COLLECTION SYSTEM CONNECTION DESIGNS AND LOCATIONS
DOWN SPOUT COLLECTION PIPE AND CLEANOUT
NOT TO SCALE
GRATE TO BE PEDESTRIAN SAFE;
FLUSH WITH PROPOSED GROUND
O2 INTEGRATED DUCTILE IRON
FRAME &GRATE TO MATCH INLINE O.D. 4
MINIMUM PIPE BURIAL
DEPTH PER PIPE
MANUFACTURER
RECOMMENDATION
INVERT ACCORDING TO
PLANS/TAKE OFF
A
B
4"
10.50"
6"
11.50"
8"
11.50"
10"
11.25"
12"
6.00"
30 VARIOUS TYPES OF INLET &
OUTLET ADAPTERS
AVAILABLE: 4" - 12" FOR
CORRUGATED HDPE
(ADS N-12, ADS SINGLE WALL,
HANCOR DUAL WALL),
SDR 35, SCH 40 DWV, CORRUGATED
& RIBBED PVC
30 WATERTIGHT JOINT
(CORRUGATED HDPE SHOWN)
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THE BACKFILL MATERIAL SHALL BE CRUSHED ����\\j ����\o�
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MEETING THE REQUIREMENTS OF CLASS II
MATERIAL AS DEFINED IN ASTM D2321.
BEDDING & BACKFILL FOR SURFACE
DRAINAGE INLETS SHALL BE PLACED &
COMPACTED UNIFORMLY IN ACCORDANCE
Q
WITH ASTM D2321. 1O GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE
70-50-05 WITH THE EXCEPTION OF THE BRONZE GRATE.
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12" INLINE DRAIN YARD INLET
INSTALLATION DETAIL
NOT TO SCALE
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH JACKSON COUNTY,
NCDENR STANDARDS AND DETAILS.
2. BOX AND TOP TO BE TO ASTM STANDARDS AND APPROVED BY ENGINEER
PRIOR TO CONSTRUCTION. AND ORDERING OF MATERIALS.
3. CONTRACTOR TO VERIFY INVERT ELEVATION OF OUTFALL PIPE PRIOR TO
CONSTRUCTION OR ORDERING OF MATERIALS.
4. MANHOLE OPENINGS ARE TO BE PLACED ON EDGE OF BOX AND OVER
STAIRS TO
PROVIDE ACCESS.
4?
PRECAST FLAT TOP
SLAB
8" THICK CMU WALL OR
1/4" STEEL PLATE '� \
THIS DETAIL IS A REPRESENTATION OF THE
ACTUAL STRUCTURE. REFER TO PLAN SHEET \` / B4 FOR LOCATION OF PIPES AS THEY ENTER
THE DETENTION STRUCTURE 1'-4"
BETWEEN STEPS
18" HDPE
FLOW
I
18" HDPE \
OVERFLOW FLOW \ ��
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PRECAST 5'0 CONCRETE DETENTION
STRUCTURE
1'-4"
BETWEEN STEPS
PROVIDE STEPS FOR ACCESS
TO BOTH SIDES OF WALL
STORM WATER DETENTION OUTLET
CONTROL STRUCTURE "A1"
NOT TO SCALE
18" HDPE PIPE
TO LANDING PHASE 1
8" DIA ORIFICE IN
BOTTOM OF WALL
STORM DRAINAGE DETAILS
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DRAWN BY: DNK
CDC PROJECT NO.: 21930
SHEET
C952

H2
51
n
W1
.-W 7
TYP)
3" DIA. DRAINS
6" ABOVE FLOW LINE
W2
FRONT
ELEVATION
REBAR (TYP)
PLAN
REBAR (TYP)
RIPRAP APRON
SIDE
ELEVATION
NOTE:
HEADWALL DIMENSIONS (METAL PIPE)
USE NEXT LARGEST SIZE FOR CONCRETE PIPE.
INSIDE
DIAMETER
OF PIPE
W1
W2
H1
H2
D
E
WEIGHT
SQ. FT.
BASE
AREA
12"-15"-18"
3'-2"
4'-10"
1'-3"
3'-2"
1'-3"
V-9"
1,550
7.34
21"-24"
3'-8"
6'-1"
1'-9"
3'-8"
1'-6"
2'-3"
2,100
9.90
30"
4'-2"
7'-2"
2'-0"
4'-2"
1'-10"
2'-9"
2,850
13.50
36"
4'-8"
8'-4"
2'-4"
4'-8"
2'-2"
3'-3"
3,700
17.65
42"-48"
5-8"
10'-10"
3'-3"
5-8"
2'-11"
4'-3"
5,600
28.60
54"-60"
6'-10"
11'-9"
3'-6"
6'-8"
3'-4"
5-2"
7,500
36.27
66"-72"
8'-1"
12'-0"
3'-8"
7'-7"
3'-4"
6'-2"
8,500
40.00
84"-96"
9'-4"
12'-8"
4'-0"
9'-6"
3'-4"
7'-6"
10,000
44.00
NOTE:
NOTE: 1. 4000 PSI CONCRETE STANDARD
1. CONCRETE HEADWALL REINFORCEMENT PER N.C.D.O.T. STANDARD NO. 838.39 REVISION A.
2. WORK MUST BE ACCOMPLISHED SO THAT WET CONCRETE DOES NOT CONTACT STREAM WATER.
REINFORCED CONCRETE HEADWALL
NOT TO SCALE
12"
or
25%
OF
PIPE
DIA
BELOW
STREAM
BED
6"
OF#57
STONE
BEDDING
SUITABLE
FOUNDATION
6.7' MIN TRENCH WIDTH
TOP VIEW
= SEWN IN NECK
DIRTBAG
3
OPENING
ACCUMODATES UP
TO 4' DISCHARGE
LENGTH HOSE
NOTES:
1) DIRTBAG TO BE PLACED ON AGGREGATE OR STRAW
2) SEAMS MUST BE HIGH STRENGTH DOUBLE STITCHED 'J" SEAMS
3) SEAM MUST BE TESTED UNDER ASTM D-4884, ACF TEST RESULTS AVAILABLE UPON REQUEST
4) THIS WORK SHALL CONSIST OF FURNISHING, PLACING AND REMOVAL OF ASSOCIATED DEVICE
4) CONTRACTOR IS REQUIRED TO USE A DIRTBAG DB-55 OR APPROVED EQUIVELENT
CROSS SECTION
R T
DB55 FABRIC PROPERTIES
PROPERTY TEST METHOD MARV
TENSILE STRENGTH ASTM D-4632 205 LBS
ELONGATION ASTM D-4632 507
CBR PUNCTURE ASTM D-6241 525 LBS
UV RESISTANCE ASTM D-4355 707
AOS ASTM D-4751 80 US SIEVE
PERMITTIVITY ASTM D-4491 1.4 SEC-1
FLOW RATE ASTM D-4491 90 GPM/SF
OFFICE
2831 CARDWEEE ROAD
ACE DB55 DIRTBAG
AoffCORPORATE
RICHMOND, VA 23234
PH: 800-448-3636
FOR ADDITIONAL INFORMATION PLEASE CONTACT ACF ENVIRONMENTAL
LET'S GET IT DUNE WWWACFENVIRUNMENTALCOM
PH: 800-448-3636 / WWW.ACFENVIRONMENTAL CUM
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PIPE ID (XX-INCH)
PIPE OD (XX-INCH)
VOLUME (XX.XX CF/LF)
STORAGE (XX.XX GAL/LF)
WATER SURFACE
STREAMBED
MATERIAL
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a a a a a a
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NOTE:
1.) CULVERTS GREATER THAN 48" IN DIAMETER WILL BE BURIED
AT LEAST ONE FOOT BELOW THE BED OF THE STREAM
2.) CULVERTS LESS THAN 48" IN DIAMETER WILL BE BURIED
25% OF THE TOTAL DIAMETER BELOW THE BED OF THE STREAM
36" HDPE DETENTION PIPE CROSS SECTION
NOT TO SCALE
IF
2'
OF
COVER
(MIN)
4.5'
OF
INITIAL
BACKFILL
DEWATERING BAG
NOT TO SCALE
6"
t
SPRINGLINE
4"
FOR
12"-24"
PIPE
6"
FOR
30"-60"
PIPE
Dewatering Device
or dirt/sediment bag)
Discharge Hose
Dewatering Pump
(as needed)
A A
Flow
Work Area
Sandbag/Stone Barrier
-77
Discharge Hose
Discharge Pump
Into Velocity Work Area
Dissipater Length Not To Exceed
That Which Can Be
Completed In One Day
TRENCH WIDTH
OD +3'
Sump -hole
Or Pool
12 Min Depth
2' Min Diameter
Flow
Intake
Hose
Diversion Pump
Sheeting
Base Flow + 1 Foot
Work Area (2 Foot Minimum)
Cross Section Of Sandbag/Stone Diversion
SECTION A -A
PUMP AROUND / DEWATERING
PLAN VIEW DETAIL
NOT TO SCALE
FINAL BACKFILL
(SEE SPECIFICATION FOR
COMPACTION REQUIREMENT)
MINIMUM COVER
TO PAVEMENT
INITIAL BACKFILL
(COMPACTED TO 98%
OF STANDARD PROCTOR)
HAUNCH
(COMPACTED TO 98%
OF STANDARD PROCTOR)
BEDDING
(COMPACTED TO 98%
OF STANDARD PROCTOR)
SUITABLE
FOUNDATION
MINIMUM COVER
CLASS
II
CLASS
III
CLASS
IV
CLASS
V
2'
2'
1'
1'
MAXIMUM COVER
CLASS
II
CLASS
III
CLASS
IV
CLASS
V
10'
20'
30'
40'
*ASSUMED PIPE BACKFILL IS PLACED AND
COMPACTED TO THE REQUIRED 98%
OF THE STANDARD PROCTOR
NOTES:
1.
ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE
WITH LATEST EDITION OF ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND
INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND
OTHER GRAVITY FLOW APPLICATIONS", AND THE PROJECT SPECIFICATIONS.
2.
MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF
NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED.
3.
FOUNDATION: WHERE THE TRENCH IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE
WITH
SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS
AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM
MAY BE STABILIZED USING A GEOTEXTILE MATERIAL.
4.
BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II, OR,
III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION
TO
ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER,
MINIMUM BEDDING THICKNESS SHALL BE 4"(100 mm) FOR 12"-24" (100 mm - 600
mm);
6"(150 mm) FOR 30"-60" (750 mm - 900 mm).
5.
HAUNCHING/INITIAL BACKFILL: SUITABLE MATERIAL SHALL
BE CLASS I, OR III IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN
OF
PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION
FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED
IN ASTM D2321, LATEST EDITION.
6. MAXIMUM COVER: MAXIMUM COVER SHALL BE MEASURED FROM THE FINISHED SURFACE OF THE GROUND TO THE TOP OF THE PIPE, AND SHALL BE
LESS THAN THE MAXIMUM VALUES SHOWN IN THE CHART WITHIN THIS DETAIL.
RCP TRENCH INSTALLATION DETAIL
NOT TO SCALE
STREAM CULVERT DETAILS
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DRAWN BY: DNK
CDC PROJECT NO.: 21930
SHEET
C953

CAST IRON FRAME & COVER
12" MAX. BRICK
ADJUSTMENT
MANHOLE STEPS
6„ 4'_ 0"
MINIMUM GROUTED OR PRECAST
CONCRETE"U"SHAPED
CHANNELS -FULL DEPTH*
COMPLETELY FILL
ANNULUS WITH
PIPE SLOPE > 20% 6„ NON -SHRINK GROUT
TbP Q"
2,
MINPOURED CONC. COLLAR
.
"INVERT CHANNELS FOR MANHOLES WHERE WITH FOUR #4 HOOKED
ALIGNMENT CHANGES SHALL BE "STEPPED" DOWELS SET W1 APP'D
SUCH THAT THE BENCH HEIGHT ON THE EPDXY INTO M.H. WALL,
OUTSIDE RADIUS OF THE CHANNEL IS 1.5 x THE TYP. EACH COLLAR
DIA. OF THE PIPE
SECTION THRU HI -VELOCITY MANHOLE
N.T.S
BENCH
a
..j
1.5 X
PIPE DIA.
BENCH DETAIL -
N.T.S
6"
NOTE: COLLAR DETAIL TYP.
N.T.S
MANHOLE STEPS TO BE VERTICALLY IN LINE
WITH "INVERT OUT" FOR PIPE 18" AND LESS.
OVER 18" TO BE LOCATED IN LINE WITH BENCH.
FOR OMITTED NOTES SEE STANDARD MANHOLE
DETAIL.
HIGH VELOCITY MANHOLE
NOT TO SCALE
TE-TTl'.'
SHALL -,E . ''I': RFEr:.
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EfE ITH '. I' -.L
I:.
El. I E
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7
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::I"'E LINE
STREAM BANK PROTECTION
NOT TO SCALE
s°
TYP.
FLEXIBLE MANHOLE MANHOLE
SLEEVE OR PIPE EMBEDMENT
ENTRANCE JOINT MATERIAL
A g
PIPE EMBEDMENT
MATERIAL
c
o MANHOLE
STEPS
UNDISTURBED SECTION B-B
CAST IRON FRAME & COVER
0000
BRICK
ADJUSTMENT
0000
CENTERLINE OF
INLET PIPING IS
NOT ALLOWED
MANHOLE o
IN EITHER
STEPS ~
QUADRANT
C o` o` C
w
ADJOINING THE
o o
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MANHOLE
c)
OUTLET.
SEE
DETAIL
A B
"A" w
SECTIONAL PLAN
of z
GROUT
Q�
GROUTED OR PRECAST
INSIDE
JOINT a
4' MIN
CONCRETE "U" SHAPED ow
BUROPES
TYL
RUBBER
CHANNEL(S) :2
SEALANT
M
FLEXIBLE MANHOLE x
x
SLEEVE OR a
ENTRANCE JOINT
DETAIL "A"
w
TRENCH
2„
PIPE
WIDTH
EMBEDMENT
O
MATERIAL
6" PIPE
SECTION C-C
EMBEDMENT
PIPE EMBEDMENT `UNDISTURBED
MATERIAL
MATERIAL
SECTION A -A
NOTE:
MANHOLE STEPS TO BE VERTICALLY IN
LINE WITH
"INVERT OUT" FOR PIPE 18" AND LESS. OVER 18"
TO BE LOCATED IN LINE WITH BENCH.
STANDARD MANHOLE
NOT TO
SCALE
84" TO 8j" 1 "MIN.
COUNTERSUNK 11 �
PLUG 0
MINIMUM WEIGHT CHART
MIN. WEIGHT-LBS.
COVER
25
BASE
40
TOTAL UNIT
65
NOTE:
1. ALL SANITARY SEWER CLEAN OUT BOXES AND
COVERS SHALL BE MANUFACTURED FROM GRAY
IRON (CAST IRON) MEETING THE REQUIREMENTS
OF AWWA C110 AND ASTM A536.
2. ALL SANITARY SEWER CLEAN OUT BOXES AND
COVERS SHALL CONFORM TO PARAGRAPH 2.01(d)
OF ITEM II, SECTION VI OF MSD'S TECHNICAL
SPECIFICATIONS (MADE IN THE U.S.A).
3. SANITARY SEWER CLEAN OUT BOXES AND
COVERS MANUFACTURED BY U.S FOUNDRY
(HAND HOLE RING & FC COVER, MODEL #7610),
EAST JORDAN IRON WORKS (HEAVY DUTY
MONUMENT BOX, MODEL #1574) OR APPROVED
EQUAL. U.S FOUNDRY (HAND HOLE RING & FC
COVER, MODEL #7630) MAY BE USED WHERE
CLEAN OUT IS WITHIN AN ASPHALT OR
CONCRETE PAVED AREA.
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7j" MIN. - 9' MAX
134" MIN. - 15j" MAX
CLEANOUT BOX
NOT TO SCALE
-70. MANHOLE
4DE
3OLT
FRAME SET IN NON -ROADWAY LOCATION
MACHINED SURFACES
T
PAVEMENT
-PRECAST CONCRETE GRADE RING
2"x1 /4" BUTYL
L�PRECAST MANHOLE
FRAME SET IN ROADWAY LOCATION
NOTES:
1. ALL CASTINGS SHALL BE MANUFACTURED IN THE USA
2. WHERE MANHOLE IS IN ROAD SHOULDER AND ROAD DOES NOT
HAVE CURB AND GUTTER, DO NOT USE ANCHOR BOLTS IN FRAME
STANDARD MANHOLE FRAME
AND COVER
NOT TO SCALE
SEWER PIPE
xQ r2' MAX. UNLESS OTHERWISE INDICATED GLUED CAP
ao COUNTERSUNK PVC PLUG,
i
CLEANOUT BOX - o8�b
INSTALLED ON 8" OF
Ld
COMPACTED PIPE
w 0
EMBEDMENT MATERIALS
z 0
J ? NOTE:
CUT OFF EXTENSION
TO CONNECT HOUSE SERVICE
6"MIN. WASHED
I o (PROVIDE MINIMUM COVER OF
STONE BASE
n 30") AND INSTALL CLEAN -OUT
`-45° BEND
_CONNECT TO EXISTING SEWER SERVICE WITH APPROVED
COUPLING" OR INSTALL PVC PLUG FOR FUTURE SERVICE. WHEN
REQUIRED BACKFLOW VALVES SHALL BE INSTALLED ON PORTION
OF LATERAL TO BE MAINTAINED BY PROPERTY OWNER.
N OTES:
1. WYE CONNECTIONS ARE STANDARD FOR NEW SEWER MAIN CONSTRUCTION.
2. FOR EXISTING MAINS (12" OR SMALLER) WHERE WYES ARE NOT AVAILABLE A
SEWER TAP SHALL BE INSTALLED BY MSD PERSONNEL.
3. FORCE MAINS CARRYING DOMESTIC WASTEWATER FROM SANITARY CONVENIENCES
WITHIN A SINGLE BUILDING, MAY BE CONNECTED TO A 4" MSD GRAVITY SERVICE
LINE PROVIDED THAT GRAVITY FLOW WILL BE MAINTAINED DURING PROPOSED
MAXIMUM DISCHARGE RATE FOR THE GRINDER OR EFFLUENT PUMP(S).
4. 6" SERVICES REQUIRED FOR MULTI -UNIT BUILDINGS. 4" SERVICES ARE ALLOWED
FOR SINGLE FAMILY RESIDENCES ONLY.
5. SCHEDULE 40 REQUIRED FOR ALL 4" SERVICES.
SANITARY SEWER SERVICE
MORE THAN 5' DEEP
NOT TO SCALE
BACKFILL IN 6"-8" LIFTS & COMPACT TO
95% STANDARD PROCTOR IF NOT IN THE
ROADWAY. BACKFILL IN 6"-8" LIFTS &
COMPACT TO 98% STANDARD PROCTOR
WHEN IN PAVED AREAS.
6"
(MIN.) (MIN.)/�i IN
PIPE SPRING LINE 1111
BACKFILL
6"
PIPE OD
EMBEDMENT
MATERIAL
T_
TRENCH FOR PVC PIPE (15" DIA. AND LESS)
NOT TO SCALE
NOTES:
1. PVC PIPES REQUIRE CLASS I PIPE EMBEDMENT MATERIALS.
2. WHEN TRENCH IS SUBJECT TO INUNDATION, EMBEDMENT MATERIALS MUST EXTEND TO
TOP OF PIPE.
3. NO BOULDERS OR STONES IN EXCESS OF 4" WILL BE USED IN INITIAL BACKFILL.
4. THIS DETAIL IS VALID FOR PVC SEWER PIPE INSTALLED AT DEPTHS OF UP TO 20 FEET
5. PVC PIPE NOT ALLOWED WITH LESS THAN 3'-0" COVER.
TRENCH FOR PVC PIPE
CENTERLINE OF 0 12" MIN.
INLET PIPING IS
NOT ALLOWED IN
EITHER QUADRANT �p °O� ° . • ° 12"
ADJOINING THE MANHOLE
OUTLET.
A A
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STEPS
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DROP CONNECTIONS ON SEWERS
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DESIGN SUBMITTAL BY THE
ENGINEER
- ALL PIPING OF DROP
FEATURE SHALL BE
MECHANICAL JOINT D.I.P.
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SPRINGLINE OF PIPE
(MECHANICALLY TAMPED)
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TO SPRINGLINE OF PIPE
6" PIPE EMBEDMENT
MATERIAL (#57 or #67 STONE)
UNDISTURBED
NOTES: SECTION A -A
MANHOLE STEPS TO BE VERTICALLY IN LINE WITH
"INVERT OUT" FOR PIPE 18" AND LESS. OVER 18"
TO BE LOCATED IN LINE WITH BENCH. USE TYPE
I AND TYPE II DROPS FOR SEWER GRADES UP TO
(AND INCLUDING) 5% ONLY.
NOT TO SCALE
2' MAX. UNLESS OTHERWISE INDICATED
COUNTERSUNK PVC PLUG
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GENERAL NOTES FOR SEWER
CLEANOUT IN CLEANOUT IN
PAVED AREA GRASSED AREA 1. SEWER CONSTRUCTION ON THIS SITE MUST BE AUTHORIZED BY PERMITS ISSUED BY THE
NORTH CAROLINA DEPARTMENT OF WATER QUALITY. ALL SITEWORK SHALL BE IN
ACCORDANCE WITH ALL LOCAL, STATE, AND NATIONAL REGULATORY STANDARDS; AND
ALL REQUIREMENTS IN THE PROJECT TECHNICAL SPECIFICATIONS. REQUIREMENTS AND
PAVEMENT GROUND SPECIFICATIONS OF TWSA STANDARDS SUPERSEDE ALL OTHERS IN THE INSTALLATION OF
1111=111= THE PROPOSED SEWER EXTENSION.
III_I�1111��11
fill: 2. CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED SEWER PERMITS AND
CAST IRON WITH "SEWER" ASSOCIATED NON -SEWER PERMITS HAVE BEEN OBTAINED PRIOR TO BEGINNING
CAST IN TOP CONSTRUCTION. CONTRACTOR TO PROVIDE COPY OF STREET CUT PERMIT TO TWSA PRIOR
TO CONSTRUCTION.
CLEANOUT BOX
(SEE DETAIL) 3. ALL CONSTRUCTION SHALL BE UNDER THE INSPECTION OF THE ENGINEER, THE OWNER,
#57 WASHED STONE THE TUSKASEIGEE WATER AND SEWER AUTHORITY. THE ENGINEER SHALL PERIODICALLY
6" MIN. DEPTH INSPECT THE PROGRESS OF INSTALLATION AND SHALL COMPLETE A FINAL WATER AND
�45' BEND SEWER INSPECTION. THE CONTRACTOR SHALL FURNISH, SECURE, AND PROVIDE ALL
NECESSARY TESTING MATERIALS, EQUIPMENT, PROCEDURES, AND CERTIFIED LABORATORY
TEST RESULTS FOR USE WITH ENGINEERS FINAL CERTIFICATION OF COMPLETION. ANY
s"x s" WYE
WORK COVERED PRIOR TO ENGINEER'S INSPECTION IS SUBJECT TO UNCOVERING AND
BACKFILLING AT THE CONTRACTOR'S EXPENSE.
4. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED UTILITY CONTRACTOR.
5. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE EXACT LOCATION AND
ELEVATION FOR ALL UTILITIES PRIOR TO CONSTRUCTION; AND TO NOTIFY ENGINEER OF
ANY CONFLICTS OR DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE
NOTE: s" SERVICES REQUIRED FOR 6" SEWER LINE PLANS HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE NOT BEEN SHOWN ON
6" PLUG MULTI -UNIT BUILDINGS. 4" THE PLANS AND IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THEIR
SERVICES ARE ALLOWED FOR LOCATION PRIOR TO CONSTRUCTION.
SINGLE FAMILY RESIDENCES ONLY.
CLEANOUT DETAIL 6. CONTRACTOR SHALL PROTECT EXISTING AND NEWLY BUILT UTILITIES DURING
CONSTRUCTION. ANY DAMAGE TO UTILITIES INCURRED DURING OR RESULTING FROM
NOT TO SCALE CONSTRUCTION ACTIVITY IS THE RESPONSIBILITY OF THE CONTRACTOR AND IS TO BE
REPAIRED IN ACCORDANCE WITH APPLICABLE STANDARDS OF APPROPRIATE AGENCIES AT
THE CONTRACTOR'S EXPENSE.
7. THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT LEAST 72 HOURS BEFORE
CONSTRUCTION ACTIVITY IS TO BEGIN. THE CONTRACTOR SHALL NOTIFY ULOCO AT
1-800-632-4949 OR 811, 72 HOURS BEFORE CONSTRUCTION BEGINS. NOTIFY THE
ENGINEER AT LEAST 72 HOURS BEFORE STARTING CONSTRUCTION ACTIVITIES.
8. EROSION CONTROL IS FIELD PERFORMANCE BASED AND CONTRACTOR SHALL INSTALL
AND MAINTAIN ANY EROSION CONTROL MEASURES NECESSARY TO ASSURE MAXIMUM
NO SERVICE TO BE PROTECTION OF THE SITE. CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL
CONNECTED IN THIS MEASURES REQUIRED TO CONTROL SEDIMENT DURING INSTALLATION ALL SEWER PIPES
QUADRANT AND APPURTENANCES.
SEWER SERVICE 9. SAFETY AND TRAFFIC ROUTING TO BE COORDINATED WITH WESTERN CAROLINA
UNIVERSITY AND IN STRICT ACCORDANCE WITH NCDOT GUIDELINES FOR CONSTRUCTION,
MAINTENANCE, AND UTILITY OPERATIONS.
FLOW
PLAN 10. ALL SEWER SERVICES SHALL BE CONSTRUCTED IN ACCORDANCE WITH NC PLUMBING
CODES AND ANY REQUIREMENTS PER LOCAL AUTHORITIES. COORDINATE EXACT
CONSTRUCT SERVICE LINE AT SEWER SERVICE ® LOCATIONS OF SERVICE LINES WITH THE ARCHITECTURAL, PLUMBING, AND LANDSCAPING
3/4 DIA. OF SEWER MAIN 1.00% PLANS. SEWER CLEANOUT ASSEMBLY LOCATIONS SHOWN ARE APPROXIMATE AND ARE
OR HIGHER SUBJECT TO FINAL VERIFICATION.
11. ALL NON-FERROUS UNDERGROUND SERVICE LINES OUTSIDE BUILDING FOOTPRINT SHALL
~ BE REQUIRED TO HAVE A MAGNETIC- TYPE WARNING TAPE INSTALLED IN THE BACKFILL
AT LEAST 6" BELOW GRADE.
SECTION 12. CONTRACTOR TO INSTALL D.I.P. WHERE THE MINIMUM OF 3' COVER OR AT UTILITY
SERVICE CONNECTIONS AT MANHOLES CROSSINGS WHERE MINIMUM VERTICAL SEPARATION REQUIREMENTS CANNOT BE MET.
PIPE MATERIAL MUST TRANSITION TO D.I.P. 10' PRIOR TO CROSSING VIA A SOLID SLEEVE
NOT TO SCALE COUPLING AND EXTEND TO THE NEXT MANHOLE.
13. INSTALL FERROUS PIPING FOR BOTH WATER AND SEWER WITHIN 10' OF A CROSSING IF:
WARNING TAPE A. SEWER LINE CROSSES OVER WATER, OR
WARNING TAPE B. VERTICAL CLEARANCE BETWEEN WATER AND SEWER IS LESS THAN 18".
MAINTAIN 10' HORIZONTAL SEPARATION BETWEEN SEWER AND WATER MAINS UNLESS
LAID IN SEPARATE TRENCHES WITH THE BOTTOM OF THE WATER LINE AT LEAST 18"
INITIAL BACKFILL INITIAL BACKFILL ABOVE THE TOP OF SEWER OR USE FERROUS MATERIAL FOR BOTH WATER AND
V' COMPACTED TO (LIGHTLY SANITARY SEWER.
80% STANDARD COMPACTED)
PROCTOR
N MAINTAIN TRENCH 14. MAINTAIN 24" VERTICAL SEPARATION BETWEEN STORM DRAIN AND SANITARY SEWER, OR
MAINTAIN TRENCH �' M WIDTH To 12" INSTALL FERROUS MATERIAL ON THE SANITARY SEWER WITHIN 10' EACH SIDE OF THE
WIDTH TO 12" °� ABOVE TOP OF
ABOVE TOP OF �� PIPE CROSSING.
PIPE
12" 112
w 15. CONTRACTOR RESPONSIBLE FOR ADJUSTING EXISTING WATER APPURTENANCES AS
6" IN ROCK U a /1 6" I ROCK NECESSARY DUE TO ANY SITE CONSTRUCTION OR INSTALLATION.
�� 16. TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED
4' IN SOIL 4" IN SOIL
PIPE INV. SOILS LABORATORY UNDER ALL PAVED AREAS.
CL 1 EMBEDMENT 17. THE ENTIRE SEWER EASEMENT MUST BE CLEAR AND REMAINED CLEARED OF TREE
MATERIAL
TYPICAL SEWER TRENCH PLANTINGS, EXISTING TREES, AND ANY PERMANENT STRUCTURES.
8" D.I. PIPE TYPICAL SEWER TRENCH
CUTS 25 FT. TO 32 FT. 8" D.I. PIPE 18. CONTRACTOR SHALL SUPPLY THE ENGINEER WITH RECORD OF DEVIATIONS FROM PLANS
CUTS 25 FT. &LESS FOR PREPARATION OF FINAL RECORD DRAWINGS.
NOTE:
1) DEPTHS OF CUT OR PIPE SIZES GREATER THAN THOSE SHOWN ON THE TRENCH 19. THE PERMITS REQUIRE CERTIFICATION OF COMPLETION BY THE ENGINEER OF THE SEWER
DETAILS REQUIRE SPECIAL DESIGN AND SUBMITTAL OF DESIGN DATA BY THE SYSTEMS PRIOR TO ISSUANCE OF FINAL OPERATION APPROVAL BY THE TUSKASEIGEE
ENGINEER' WATER AND SEWER AUTHORITY. SECURE FINAL OPERATIONAL APPROVAL FROM TWSA
2) ABOVE TRENCH DETAILS ARE FOR TRENCH INSTALLATIONS ONLY. SEWERS
INSTALLED IN POSITIVE OR NEGATIVE PROJECTING LAYING CONDITIONS REQUIRE PRIOR TO ACTIVATION OF THE SYSTEM.
SPECIAL DESIGN AND SUBMITTAL OF DESIGN DATA BY THE ENGINEER.
TRENCH FOR DIP PIPE
NOT TO SCALE
MANHOLE BASE SECTION
NEOPRENE BOOT EXPANSION BAND
GROUT AROUND PIPE -TO
BE FLUSH WITH INSIDE
FACE OF BASE SECTION
GRAVITY SEWER MANH3" MAX. INVERT
kA&- CONNECT TO EXISTING SEWER
SERVICE WITH APPROVED
1" MIN. COUPLING" OR INSTALL PLUG
FOR FUTURE SERVICE. WHEN
UNDISTURBED EARTH REQUIRED BACKFLOW VALVES
SHALL BE INSTALLED ON PORTION
OF LATERAL TO BE MAINTAINED
PROVIDE STONE BEDDING UNDER PVC REQUIRES BE BY PROPERTY OWNER.
WYE (OR TAPPING SADDLE) AND FULL LENGTH OF SERVICE TRENCH
BEND SHALL BE COMPACTED IN 6" LIFTS
NOTES:
1. WYE CONNECTIONS ARE STANDARD FOR NEW SEWER MAIN CONSTRUCTION.
2. FOR EXISTING MAINS (12" OR SMALLER) WHERE WYES ARE NOT AVAILABLE A
SEWER TAP SHALL BE INSTALLED BY MSD PERSONNEL.
3. FORCE MAINS CARRYING DOMESTIC WASTEWATER FROM SANITARY CONVENIENCES
WITHIN A SINGLE BUILDING, MAY BE CONNECTED TO A 4" MSD GRAVITY SERVICE
LINE PROVIDED THAT GRAVITY FLOW WILL BE MAINTAINED DURING PROPOSED
MAXIMUM DISCHARGE RATE FOR THE GRINDER OR EFFLUENT PUMP(S).
4. 6" SERVICES REQUIRED FOR MULTI -UNIT BUILDINGS. 4" SERVICES ARE ALLOWED
FOR SINGLE FAMILY RESIDENCES ONLY.
5. SCHEDULE 40 REQUIRED FOR ALL 4" SERVICES.
SANITARY SEWER SERVICE
NOT TO SCALE
PIPE CLAMPS
CORE DRILLED HOLE--/
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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DRAWN BY:
CDC PROJECT NO.:
DNK
21930
SHEET
TYPE II DROP CONNECTION
NOT TO SCALE
C971