SW8970128_APPROVED PLANS_20181019

STORMWATER DIVISION CODING SHEET
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PERMIT NO.
SW8 110 I v&
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E7 APPROVED PLANS
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DINING
HALL
VICINITY MAP
NO SCALE
SITE DATA
BUDDING USE
ENERGY PLANT
TOTAL SITE AREA:
0.50t AC (21.570 SF)
DISTURBED AREA:
8,317.7 SF (0.19 AC)
BUILDING FINISH FLOOR ELEVATION:
37.50'
BUILDING HEIGHT:
19' EAVE
BUILDING AREA:
3.050 SF
PARKING DATA (OVERFLOW L ar):
EXISTING PARKING SPACES:
23 SPACES, 0 HC
REQUIRED PARKING SPACES:
0 SPACES
PROPOSED PARKING SPACES:
20 SPACES. INCL 1 HC
IMPERVIOUS AREA:
IMPERVIOUS TO BE REMOVED (DEMOLMON):
(-) 5,300.6 SF
IMPERVIOUS TO BE ADDED:
ENERGY PLANT:
3,049.7 SF
PERVIOUS CONCRETE (40% IMPERVIOUS):
1 103.0 SF
TOTAL (DEF1CM:
- 1,147.9 SF
THERE WILL BE NO ADDITIONAL IMPERVIOUS AREA
POTENTIAL FUTURE IMPERVIOUS AREA:
1,147.9 SF
NOTES
1. EXISTING UTILITIES AND STRUCTURES ARE DENOTED WITH
LOWERCASE LETTERS, AND/OR AN -X- BEFORE THE LABEL.
2. SURVEY BENCHMARKS ARE: 1) THE FIRE HYDRANT BESIDE THE
ROUNDABOUT ON COMMUNITY DRIVE, ELEV.=39.84 (NGVD '29); 2) THE
FIRE HYDRANT ON THE CORNER OF REYNOLDS DRIVE AND CAHILL
DRIVE, ELEV.-39.42 (NGVD '29).
3. NEW ASPHALT AND CONCRETE SHALL BE GRADED FOR POSITIVE
DRAINAGE AWAY FROM BUILDING: STORMWATER ALONG WEST SIDE OF
BUILDING SHALL FLOW NORTH, STORMWATER ALONG SOUTH SIDE OF
BUILDING SHALL FLOW EAST.
4. REFER TO THE ELECTRICAL AND MECHANICAL PLANS FOR
ADDITIONAL ELECTRICAL/MECHANICAL SITE WORK AS PART OF THIS
PROJECT.
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DATE 06/12/08
it 7 aC J �v- J� • y a
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by
3/4" REINFORCING BAR --"
IMBEDDED 18" INTO SUBGRADE.
EDGE OF PAVEMENT
OR OBSTRUCTION
TOP OF REINFORCING BAR
FLUSH WITH TOP OF CONCRETE.
CONCRETE WHEELSTOP DETAIL
NIS
16" SPACING
7/8' DIA. HOLES
EXISTING
ELECTRIC
CONDUIT
PROPOSED
WATER
CONDUIT
PROPOSED
WATER
CONDUIT
2 t4 BARS
CO ttJJTINUOUS
EXISTING
ELECTRIC
CONDUIT
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NTS
RESERVED
PARKING
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in
6" MIN.
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TEMPORARY GRAVELLED
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NTS
4 GA. 6x6 MESH
TANDARD FABRIC
NOTES:
6" PERVIOUS CONCRETE PAVEMENT
—6" WASHED STONE
COMPACTED SUBGRADE
NOTES:
1. PERVIOUS PAVEMENT SHALL BE MIXED AND INSTALLED PER
SPECIFICATIONS SET BY THE AMERICAN CONCRETE INSTITUTE (ACI
522.1-08) AND MANUFACTURER'S RECOMMENDATIONS.
2. PAVEMENT SECTION MAY VARY DEPENDING UPON FIELD
CONDITIONS. CONTRACTOR SHALL COORDINATE WITH OWNER AND
GEOTECHNICAL ENGINEER TO DETERMINE ACTUAL PAVEMENT
SECTION.
1. SYN. FENCE FABRIC SHALL BE MIN. OF 30" IN WIDTH WITH
30 LB/IN TENSILE STRENGTH FOR STANDARD FABRIC
AND 50 LB/IN FOR EXTRA STRENGTH.
2. FABRIC SHALL BE CONTINUOUS LENGTH. IF JOINTS
ARE NECESSARY, LAP FABRIC POST TO POST.
3. STEEL POST SHALL BE MIN 4' IN HEIGHT AND BE OF THE
SELF —FASTENER STEEL ANGLE TYPE.
TEMPORARY SILT FENCE
NTS
PERVIOUS PAVEMENT SECTION
N.T.S.
6" #4 WASHED STONE
r— FILTER FABRIC
UNCOMPACTED SOIL
NOTE:
THE TOP 6" OF SOIL SHALL BE TILLED BEFORE
THE PLACEMENT OF FILTER FABRIC AND WASHED
STONE
WASHED STONE SECTION
NTS
STEEL POST
WIRE MESH FOR STANDARD FABRIC
STANDARD OR EXTRA STRENGTH
FILTER FABRIC
DIRECTION OF WATER FLOW
ANCHOR FABRIC SKIRT
MIN. 8" DEEP & 4" WIDE.
EROSION CONTROL NOTES AND MAINTENANCE PLAN:
1. INSTALL EROSION CONTROL MEASURES BEFORE BEGINNING
CONSTRUCTION OR AS SOON THEREAFTER AS POSSIBLE. ALL EROSION
AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY
AND OPERATION FOLLOWING EVERY RUNOFF —PRODUCING RAINFALL BUT IN
NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS WILL BE
MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
2. MAINTAIN THE GRAVEL CONSTRUCTION ENTRANCES IN A CONDITION TO
PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THE
CONTRACTOR SHALL INSPECT THE CONSTRUCTION ENTRANCES ON A DAILY
BASIS. THIS WILL REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL NO.
4 STONE. ANY OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED
ONTO PUBLIC ROADWAYS SHALL BE REMOVED IMMEDIATELY.
3. SEDIMENT WILL BE REMOVED FROM BEHIND THE SILT FENCE WHEN IT
BECOMES 0.5 FT DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE
REPAIRED AS NECESSARY TO MAINTAIN A BARRIER. SILT FENCE STAKES
WILL BE SPACED 6 FEET APART UNLESS A WIRE BACKING IS USED WITH
8 FOOT STAKE SPACING.
4. NO CUT OR FILL SLOPES SHALL EXCEED A SIDE SLOPE OF 1 VERTICAL
TO 3 HORIZONTAL UNLESS OTHERWISE SPECIFIED ON THE PLAN. ALL SLOPES
SHALL BE SEEDED AND STABILIZED WITHIN 15 DAYS.
5. ALL DISTURBED AREAS SHALL BE SEEDED WITHIN 15 DAYS OF
DISTURBANCE, ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS
NECESSARY, AND MULCHED ACCORDING TO SPECIFICATIONS IN THE
VEGETATIVE PLAN TO MAINTAIN A VIGOROUS DENSE VEGETATIVE COVER.
6. MORE STRINGENT MEASURES SHALL BE USED TO HALT EROSION IF
THOSE SHOWN ON THIS PLAN ARE NOT EFFECTIVE.
7. ALL EROSION SHALL BE CONTROLLED INCLUDING SIDE SLOPES BEFORE
THE PROJECT IS COMPLETED.
B. REMOVE TEMPORARY MEASURES UPON COMPLETION OF PROJECT. ALL
PERMANENT MEASURES WILL BE WELL ESTABLISHED BEFORE PROJECT
CLOSE—OUT.
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DES CLP
DRAW, CLP
DATE 06/12/08
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WAGONER
DINING
HALL
FUTURE CONNECTION',
TELECOMWawa
VICINITY MAP CONDUIT. REFER TO �1 _ __��----- Ly
ELECTRICAL DRAWINGS
NO SCALE -- --v
I -- ,
WAGONER
DINING HALL
SITE DATA
BUILDING USE:
ENERGY PLANT
TOTAL SITE AREA:
0.503 AC (21,570 SF)
DISTURBED AREA;
7,196 SF (0.17 AC)
BUILDING FINISH FLOOR ELEVATION:
37.50'
BUILDING HEIGHT:
19' EAVE
BUILDING AREA:
3,050 SF
PARKING DATA (OVERFLOW LOT):
EXISTING PARKING SPACES:
25 SPACES, 0 HC
REWIRED PARKING SPACES:
0 SPACES
PROPOSED PARKING SPACES:
20 SPACES, INCL. 1 HC
THERE WILL BE NO ADDITIONAL IMPERVIOUS AREA
NEW PERVIOUS AREA:
606 SF
LAYOUT NOTES
1. EXISTING UTILITIES AND STRUCTURES ARE DENOTED WITH
LOWERCASE LETTERS, AND/OR AN 'X' BEFORE THE LABEL.
2. SURVEY BENCHMARKS ARE: 1) THE FIRE HYDRANT BESIDE THE
ROUNDABOUT ON COMMUNITY DRIVE, ELEV.=39.84 (NGVD '29); 2)
FIRE HYDRANT ON THE CORNER OF REYNOLDS DRIVE AND CAHILL
DRIVE, ELEV.=39.42 (NGVD '29).
3. NEW ASPHALT AND CONCRETE SHALL BE GRADED FOR POSITIVE
DRAINAGE AWAY FROM BUILDING: STORMWATER ALONG WEST SIDE
BUILDING SHALL FLOW NORTH, STORMWATER ALONG SOUTH SIDE 0
BUILDING SHALL FLOW EAST.
4. REFER TO THE ELECTRICAL AND MECHANICAL PLANS FOR
ADDITIONAL ELECTRICAL/MECHANICAL SITE WORK AS PART OF THI°
PROJECT.
PRIMARY ELECTRIC
CONDUIT. REFER TO
_ELECTRICAL
DRAWINGS.
POUR 12' X 5' u
— ---_ CONCRETE PAD
[0(-6
TO FFE
37.5
POUR CONCRETE PADS
FROM EDGE OF
PAVEMENT UP TO FFE
OF BUILDING
PROPOSED BUILDING
I
UNDERGROUND r y o FFE = 37.50
ELECTRIC FOR
VAN HANDICAP
LIGHTING SHALL BE
PARKING SIGN
RFf`A(1VF1) RFFFR Tl)'.
WHEELSTOP
_ 50.00
37.5
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-- - 8.00
PAVEMENT ACCORDING TO
DIMENSIONS INDICATED. 8.00'
RAMP NEW PAVEMENT UP
FROM EDGE OF EXISTING
RLMAKK fJAKKING
LOT PER PLAN
SPACES 9.0' x 18.0
TYPICAL,
H C: 8.0' x 18.0'
asphalt parking lot
U ,
27.26' -
REMOVE STORAGE SHED.
CONSULT OWNER FOR NEW
LOCATION.
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NEW TRANSFORMER
REFER TO ELECTRICAL
DRAWINGS.
WASHED STONE
(SEE DETAIL)
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EXISTING WATER
PROPOSED WATER CONDUIT
EXISTING FIRE HYDRANT
EXISTING ELECTRIC
PROPOSED ELECTRIC CONDUIT
EXISTING SANITARY SEWER
EXISTING STORM SEWER
EXISTING GAS LINE
EXISTING CONTOUR
EXISTING SPOT ELEVATION
TEMPORARY SILT FENCE
DISTURBED AREA BOUNDARY
PROPOSED CONCRETE
PROPOSED ASPHALT PAVEMENT
PROPOSED WASHED STONE
TEMPORARY CONSTRUCTION
ENTRANCE (TCE)
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DES CLP
CKD. JST
DRWN. CLP
DATE 03/20/08
C1

3/4" REINFORCING BAR —
IMBEDDED 18" INTO SUBGRADE.
EDGE OF PAVEMENT
OR OBSTRUCTION
TOP OF REINFORCING BAR
FLUSH WITH TOP OF CONCRETE.
7/8" DIA HOLES
CONCRETE WHEELSTOP DETAIL
NTS
' EXISTING
ELECTRIC
CONDUIT
1 PROPOSED
WATER
CONDUIT
1'
16" SPACING
PROPOSED
WATER
CONDUIT
2 BARS
CO4 NUOUS
EXISTING
ELECTRIC
CONDUIT
WATER - ELECTRIC CONDUIT CROSSING
NTS
2" SF 9.5 A SURFACE COURSE (NCDOT)
6" ABC STONE (NCDOT)
NOTE:. PAVEMENT SECTION MAY
VARY DEPENDING UPON FIELD
CONDITIONS. CONTRACTOR SHALL
COORDINATE w/OWNER &
GEOTECHNICAL ENGINEER TO
DETERMINE ACTUAL PAVEMENT
SECTION.
PAVEMENT SECTION INCDOTI
6"
2" — 3"
COARSE AGGR
TEMPORARY GRAVELLED
CONSTRUCTION ENTRANCE
NTS
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4 GA. 6x6 MESH o
TANDARD FABRIC 1
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NOTES:
1. SYN. FENCE FABRIC SHALL BE MIN. OF 30" IN WIDTH WITH
30 LB/IN TENSILE STRENGTH FOR STANDARD FABRIC
AND 50-LB/IN FOR EXTRA STRENGTH.
2. FABRIC SHALL BE CONTINUOUS LENGTH. IF JOINTS.
ARE NECESSARY, LAP FABRIC POST TO POST.
3. STEEL POST SHALL BE MIN 4' IN HEIGHT AND BE OF THE
SELF -FASTENER STEEL ANGLE TYPE.
TEMPORARY SILT FENCE
NTS
2.
6" CONCRETE
W-W2.9 X WU WWM GALVANIZED
—4" NCIV ABC STONE
EXPANSION JOINT-1
12"
SHALL BE EVERY 15 FT.
000N JOINTS SHALL BE
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ENGINEER TO DETERMINE ACTUAL PAVE
SECTION:
CONCRETE PAVEMENT SECTION
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6" #4 WASHED STONE
FILTER FABRIC
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NOTE:
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THE PLACEMENT OF FILTER FABRIC AND WASHED
STONE.
WASHED STONE SECTION
wTs
STEEL POST
WIRE MESH FOR STANDARD FABRIC
STANDARD OR EXTRA STRENGTH
FILTER FABRIC
DIRECTION OF WATER FLOW
ANCHOR FABRIC SKIRT
MIN. 8" DEEP & 4" WIDE.
EROSION CONTROL NOTES AND MAINTENANCE PLAN:
1. INSTALL EROSION CONTROL MEASURES BEFORE BEGINNING
CONSTRUCTION OR AS SOON THEREAFTER AS POSSIBLE. ALL EROSION
AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY
AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL BUT IN
NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS WILL BE
MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
2. MAINTAIN THE GRAVEL CONSTRUCTION ENTRANCES IN A CONDITION TO
PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THE
CONTRACTOR SHALL INSPECT THE CONSTRUCTION ENTRANCES ON A DAILY
BASIS. THIS WILL REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL NO.
4 STONE. ANY OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED
ONTO PUBLIC ROADWAYS SHALL BE REMOVED IMMEDIATELY.
3. SEDIMENT WILL BE REMOVED FROM BEHIND THE SILT FENCE WHEN IT
BECOMES 0.5 FT DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE
REPAIRED AS NECESSARY TO MAINTAIN A BARRIER. SILT FENCE STAKES
WILL BE SPACED 6 FEET APART UNLESS A WIRE BACKING IS USED WITH
8 FOOT STAKE SPACING.
4. NO CUT OR FILL SLOPES SHALL EXCEED A SIDE SLOPE OF 1 VERTICAL
TO 3 HORIZONTAL UNLESS OTHERWISE SPECIFIED ON THE PLAN. ALL SLOPES
SHALL BE SEEDED AND STABILIZED WITHIN 15 DAYS.
5. ALL DISTURBED AREAS SHALL BE SEEDED WITHIN 15 DAYS OF
DISTURBANCE. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS
NECESSARY, AND MULCHED ACCORDING TO SPECIFICATIONS IN THE
VEGETATIVE PLAN TO MAINTAIN A VIGOROUS DENSE VEGETATIVE COVER.
6. MORE STRINGENT MEASURES SHALL BE USED TO HALT EROSION IF
THOSE SHOWN ON THIS PLAN ARE NOT EFFECTIVE.
7. ALL EROSION SHALL BE CONTROLLED INCLUDING SIDE SLOPES BEFORE
THE PROJECT IS COMPLETED.
8. REMOVE TEMPORARY MEASURES UPON COMPLETION OF PROJECT. ALL
PERMANENT MEASURES WILL BE WELL ESTABLISHED BEFORE PROJECT
CLOSE-OUT.
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Des. CLP
DR. CLIP
DALE 04/21 /08
1
s4f I/-Z-5-03,

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ILL DR.
WASHED TONE % ; 7,1 �� L I A \ �
I \ \
(SEE DETAIL)
SITE ; WATER PIPING
k �, `Yt% I EXTENDS 20 FEETf`\ 0li
; I
WAGONER\ \ Ay �—% / FROM BUILDING UNDEf�
ti COA� I
DINING � _ //� y -� ELECTRICAL CONDUITS %
HALL v\ AND CAPPED FOR/ ti-
"' FUTURE CONNECTIQN l Ll! -
° TELECOM
. � , _ �y�
CONDUIT. REFER TO �1 _ �,-- y -- - L .� -�-
VICINITY MAP ELECTRICAL DRAWINGS _—LyMAW
•� •� - — �,,,, '
NO SCALE V — — —_
I
----. T t w as .rwm
����'h�J
_
! �r.
� 1I r) I 1 4 ;
1
UNDERGROUND
X ELECTRIC FOR
Q) LIGHTING SHALL BE
' { REMOVED. REFER TO � '
ELECTRICAL DRAWINGS. - �y "` _�C7,
1 , , C_,
I y C 1
C
C'L-1
LLARDS
SEE STR�CTURAL 10.00
DRAWINGS
WAGONER l REMOVE AND REPLACE
DINING HALL
-��� �� �; I, � r PAVEMENT ACCORDING TO
DIMENSIONS INDICATED.
v RAMP NEW PAVEMENT UP
- ` FROM EDGE OF EXISTING
PAVEMENT TO FFE OF
BUILDING.
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BUILDING USE:
ENERGY PLANT
TOTAL SITE AREA:
0.50t AC (21,570 SF)
DISTURBED AREA:
7.196 SF (0.17 AC)
BUILDING FINISH FLOOR ELEVATION:
37.50'
BUILDING HEIGHT:
19' EWE
BUILDING AREA
3.050 SF
PARKING DATA (OVERFLOW LOT):
EXISTING PARKING SPACES:
25 SPACES
REQUIRED PARKING SPACES:
0 SPACES
PROPOSED PARKING SPACES:
20 SPACES
THERE WILL BE NO ADDITIONAL IMPERVIOUS AREA
NEW PERVIOUS AREA
606 SF
LAYOUT NOTES
1. EXISTING UTILITIES AND STRUCTURES ARE DENOTED WITH
LOWERCASE LETTERS, AND/OR AN "X- BEFORE THE LABEL.
2. SURVEY BENCHMARKS ARE: 1) THE FIRE HYDRANT BESIDE THE
ROUNDABOUT ON COMMUNITY DRIVE, ELEV.=39.84 (NGVD '29); 2) THE
FIRE HYDRANT ON THE CORNER OF REYNOLDS DRIVE AND CAHILL
DRIVE, ELEV.=39.42 (NGVD '29).
3. NEW ASPHALT AND CONCRETE SHALL BE GRADED FOR POSITIVE
DRAINAGE AWAY FROM BUILDING: STORMWATER ALONG WEST SIDE OF
BUILDING SHALL FLOW NORTH, STORMWATER ALONG SOUTH SIDE OF
BUILDING SHALL FLOW EAST.
4. REFER TO THE ELECTRICAL AND MECHANICAL PLANS FOR
ADDITIONAL ELECTRICAL/MECHANICAL SITE WORK AS PART OF THIS
PROJECT.
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06179-1
DES. CLIP
CKD. JST
DRNN. CLIP
DALE ,....,03/14/08
oya ,fir \'yh7 ''
ci

tip.
3/4" REINFORCING BAR ---"
IMBEDDED 18"INTO SUBGRADE.
EDGE OF PAVEMENT
OR OBSTRUCTION
TOP OF REINFORCING BAR
FLUSH WITH TOP OF CONCRETE.
7/8- DIA. HOLES
CONCRETE WHEELSTOP DETAIL
NTS
5, EXISTING
ELECTRIC
CONDUIT
1
PROPOSED
WATER
CONDUIT
1
16" SPACING
PROPOSED
WATER
CONDUIT
2 4 BARS
CO NUOUS
EXISTING
ELECTRIC
CONDUIT
WATER - ELECTRIC CONDUIT CROSSING
NTS
RESERVED
PARKING
� mex a aic a�a�na"
a�amn,o - �xic
Slaw TO BE QOBO SWOM
A LIIMAL BOLT m MAtED WOOD
AL MDI POST WITH 3) CNWJM
PLATED HUTS. BOLTS k WNW.
A1LIi N OR TREATED 4 xe WOOD
VAN ' n
MAXIMUM
,r
2�`
TYPICAL HANDICAPPED SIGN DETAIL
h
2" SF 9.5 A SURFACE COURSE (NCDOT)
6" ABC STONE (NCDOT)
NOTE: PAVEMENT SECTION MAY
VARY DEPENDING UPON FIELD
CONDITIONS. CONTRACTOR SHALL
COORDINATE w/OWNER &
GEOTECHNICAL ENGINEER TO
DETERMINE ACTUAL PAVEMENT
SECTION.
PAVEMENT SECTION (NCDOT)
NTS
6" MIN.1
COARSE AGGREGATE
TEMPORARY GRAVELLED
CONSTRUCTION ENTRANCE
NTS
4 GA. 6x6 MESH o
TANDARD FABRIC CV1 w
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EROSION CONTROL NOTES AND MAINTENANCE PLAN:
6" CONCRETE
1. INSTALL EROSION CONTROL MEASURES BEFORE BEGINNING
6x6-W29 X W29 WWM GALVANIZED
CONSTRUCTION OR AS SOON THEREAFTER AS POSSIBLE. ALL EROSION
AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY
AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL BUT IN
4" NCDOT ABC STONE
NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS WILL BE
MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
2. MAINTAIN THE GRAVEL CONSTRUCTION ENTRANCES IN A CONDITION TO
PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THE
CONTRACTOR SHALL INSPECT THE CONSTRUCTION ENTRANCES ON A DAILY
BASIS. THIS WILL REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL NO.
EXP/D1510N JOINT
4 STONE. ANY OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED
ROADWAYS SHALL BE REMOVED IMMEDIATELY.
12"
ONTO PUBLIC
NOTES:
1. SYN. FENCE FABRIC SHALL BE MIN. OF 30" IN WIDTH WITH
30 LB/IN TENSILE STRENGTH FOR STANDARD FABRIC
AND 50 LB/IN FOR EXTRA STRENGTH.
2. FABRIC SHALL BE CONTINUOUS LENGTH. IF JOINTS
ARE NECESSARY, LAP FABRIC POST TO POST.
3. STEEL POST SHALL BE MIN 4' IN HEIGHT AND BE OF THE
SELF —FASTENER STEEL ANGLE TYPE.
TEMPORARY SILT FENCE
NTS
NOTES:
1. CONTROL JOINTS SHALL BE EVERY 15 FT.
5500 FT. EXPANSION
JOINTS SHALL BE
EVERY2. PAVEMENT SECTION MAY VARY DEPENDING
UPON FIELD CONDITIONS. THE PAVING
CONTRACTOR SHALL COORDINATE WITH
OWNER REPRESENTATIVE AND GEOTECHNICA.
ENGINEER TO DETERMINE ACTUAL PAVEMENT
SECTION.
CONCRETE PAVEMENT SECTION
FOR PADS AROUND BUILDING
21L•`.
6" #4 WASHED STONE
FILTER FABRIC
UNCOMPACTED SOIL
NOTE -
THE TOP 6" OF SOIL SHALT. BE TILLED BEFORE
THE PLACEMENT OF FILTER FABRIC AND WASHED
STONE.
WASHED STONE SECTION
NTS
STEEL POST
WIRE MESH FOR STANDARD FABRIC
STANDARD OR EXTRA STRENGTH
FILTER FABRIC
DIRECTION OF WATER FLOW
ANCHOR FABRIC SKIRT
MIN. 8" DEEP & 4" WIDE.
3. SEDIMENT WILL BE REMOVED FROM BEHIND THE SILT FENCE WHEN IT
BECOMES 0.5 FT DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE
REPAIRED AS NECESSARY TO MAINTAIN A BARRIER. SILT FENCE STAKES
WILL BE SPACED 6 FEET APART UNLESS A WIRE BACKING IS USED WITH
8 FOOT STAKE SPACING.
4. NO CUT OR FILL SLOPES SHALL EXCEED A SIDE SLOPE OF 1 VERTICAL
TO 3 HORIZONTAL UNLESS OTHERWISE SPECIFIED ON THE PLAN. ALL SLOPES
SHALL BE SEEDED AND STABILIZED WITHIN 15 DAYS.
5. ALL DISTURBED AREAS SHALL BE SEEDED WITHIN 15 DAYS OF
DISTURBANCE. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS
NECESSARY, AND MULCHED ACCORDING TO SPECIFICATIONS IN THE
VEGETATIVE PLAN TO MAINTAIN A VIGOROUS DENSE VEGETATIVE COVER.
6. MORE STRINGENT MEASURES SHALL BE USED TO HALT EROSION IF
THOSE SHOWN ON THIS PLAN ARE NOT EFFECTIVE.
7. ALL EROSION SHALL BE CONTROLLED INCLUDING SIDE SLOPES BEFORE
THE PROJECT IS COMPLETED.
8. REMOVE TEMPORARY MEASURES UPON COMPLETION OF PROJECT. ALL
PERMANENT MEASURES WILL BE WELL ESTABLISHED BEFORE PROJECT
CLOSE-OUT.
i 70i 21
APPROVED
NORTH CAROLINA ENVIRONS
MANAGEMENT COMMISSI
DIVISION OF WATER QUAI
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TO INTERSECTION WITH NC
HWY 17.
VICINITY MAP
NO SCALE
-
�` 't31w INSTALL EROSION i --
\ ---- N '- a - —t CONTROL AROUND --- -- / i------7
l ` I EXISTING DROP INLET
_ e I F
I S
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REMOVE EXISTING 6" A
ectr., i - (\ G 1 PVC PIPE AND YARD F
-- E c r I a\' / S 0 d �, I \� �i INLET AND INSTALL
NEW 12 A2000 PIPE. _ �- La• i 1 NEW INV. IN=34.5 t�
SITE I A - c C \ �> ",t-,....��-..__ i •I
BOA I i Y� '�� `iL', �. I 'i� I`.1 \[ II• ��J,.J w t
-
WAGONER
DINING _
HALL I
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NOTES
1. EXISTING UTILITIES AND STRUCTURES ARE DENOTED WITH LOWERCASE LETTERS,
AND/OR AN "X" BEFORE THE LABEL.
2. SURVEY BENCHMARKS ARE: 1) THE FIRE HYDRANT BESIDE THE ROUNDABOUT ON
COMMUNITY DRIVE, ELEV.=39.84 (NGVD '29); 2) THE FIRE HYDRANT ON THE CORNER
OF REYNOLDS DRIVE AND CAHILL DRIVE, ELEV.=39.42 (NGVD '29).
3. THE INSULATED HOT WATER PIPE SHALL BE:
A) PERMA-PIPE: XTRU-THERM SCH. 40 STEEL WITH WELDED CONNECTIONS, OR
B) PERMA-PIPE: XTRU-THERM DUCTILE IRON PC=200 PSI WITH MEGA LUG
CONNECTIONS OR APPROVED EQUAL.
4. THE COLD WATER PIPE SHALL BE:
A) PVC C900, DR 14, OR
B) HOPE DR 9, OR APPROVED EQUAL
5. REFER TO THE ELECTRICAL AND MECHANICAL PLANS FOR ADDITIONAL
ELECTRICAL/MECHANICAL SITE WORK AS PART OF THIS PROJECT.
' 6. NEW ASPHALT AND CONCRETE SHALL BE GRADED FOR POSITIVE DRAINAGE
IAWAY FROM BUILDING: STORMWATER ALONG WEST SIDE OF BUILDING SHALL FLOW
NORTH, STORMWATER ALONG SOUTH SIDE OF BUILDING SHALL FLOW EAST.
AMv
SITE DATA
BUILDING USE
ENERGY PLANT
TGTAL SITE AREA:
0.50t AC (21.570 SF)
DISTURBED AREA:
17,782 SF (0.41 AC)
BUILDING FINISH FLOOR ELEVATION:
37.50'
BUILDING HEIGHT:
19' FAVE
BUILDING AREA:
3,050 SF
PARKING DATA:
EXISTING PARKING SPACES:
44 SPACES, 2 ARE HC
REQUIRED PARKING SPACES:
0 SPACES
PROPOSED PARKING SPACES:
34 SPACES, 2 ARE HC
IMPERVIOUS AREA
IMPERVIOUS TO BE REMOVED (DEMOLITION):
5,620 SF
IMPERVIOUS TO BE ADDED:
ENERGY PLANT:
3,050 SF
PARKING/WALKWAYS
5,776 SF
TOTAL'
8,826 SF
NET IMPERVIOUS AREA ADDED:
3,206 SF
\ INSTALL WALK FROM I 1.
-�! END OF EXISTING i I `
r I WALK (PHASE II).
CGS y 5WALK )L
`\y~���%I�v
I DROP INLET \ f .� Z � . � i �� I� , , c
TOP=36.4�4z 5% MAX. SLOPE i or
INV 34.75�° \ �,<� �'1 I 1 VERT. IN 20
,; . C G ^J '�`O ,'-4t- 1� "� `�' ?'' Jv { ' HORIZ. -�- —
1 �tI
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INSTALL NEW
5' WALK \`I
n SEE PHASE IIF PLANS.,
FOR CONTINUATION
OF WATERLINEcr a °
1 < a ��I
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5, oo IN §TALL TMP.\
WALK c• ° o oa SILT FENCEV
t
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/
_ rAs FROM EDGE OF °
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DROP INLET. ^ DRAWINrrHANDICAP ooao0o°oao°000ae000000000moamoo0°000°0000000o�oao°0oocova0000°0�ooeo0000 a0°O0°eooa 000000odo0°o' e0or0o°a000000oo�0°oo000000000°o0oo oeao
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CONSTRUCTION
ENTRANCE. - _ -1 -"i 7 - �' ' „a .•• 2!4 #{�''' 4- . '"`'6' �c°o°o°o° u°o°o°o°rio°o°o° 000°o°o°e°�'M1�
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WAGONER 1-1 EPLACEi PAVEMENT AS SHOWN.
_ II R �\,-
DINING HALL AMP NEW PAVEMENT UP FROM .. ' " ® ` c') -
` I EgGE OF EXISTING PAVEMENT TO
Q II THE EDGE OF�TH,E CONCRETE PADS
�
li �> ' AND ,,T#,IE''IfFE! OF BUILDING. THE
b r-7 4iAMPED SLOPE SHALL NOT EXCEED C--_
FLOOD PLAIN INVOLVEMENT: NO, \\\
CONSTRUCTION, DEVELOPMENT OR\ \
STORAGE OF MATERIALS SHALL BE `
ALLOWED BELOW THE 100-YEAR
FLOOD PLAIN ELEVATION OF 11 MSL.
NO REPORTED WETLANDS EXIST WITHIN THE
SITE DISTURBED AREA LIMITS.
STRIPE AREA FOR TIE INTO EXIST. J; It url,<;nq lot
NO PARKING -ZONE z ASPHALT, TYP. osph"o
14_J.
(T`tF �I• _ TAPER I. INSTALL NEW I ��
PAW \
CURB �u CURB AND G R i F
I EMARK PARKIN
LOT A�$HOWN.
l91 V ATTI
TYPa
ki 22
'X\ I G -07:.�i.s 18KIi S;'L js/
\ ` REMARK PARKING
k6T, S INDICATED. I i
j R MOVE EXISTING �. -_ I,`_,,j
F NCE TO THIS
P (NT.
1 . �T PS,
�I o! I <. �> 7.88'
i L j l 22' 'HC
� /
051
- ! / TIE INTO EXIS�t! w
CURB & GU RI, '\
EXISTING TURN A ;l
DOWN SIDEWALK_ NEW ASPHALT
l PAVEMENT �\ \
TEMP. GRAVELLED
j l R60' NSTRUCTION
}
INSTALL HC RAMPS
AND STRIPE CROSSING
/ v%T
/T[tEINTO EXIS�B & GUTTER.
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APPROVED �F-�-b�� x
NORTH CARC? INA ENVIRONMENTAL
MANAGEMENT COMMISSION MAR 1 1 2009
DIVISION OF WATER QUALITY
LEGEND
- - - - - - - - - - - - - -
DISTURBED AREA LIMITS
-- w -'- W ---- a -- w --
EXISTING WATER
6Nw 6NW 50u
PROPOSED 6' HOT WATER
------ B"W ----- eNW ----- SHW .-------
PROPOSED 6" HOT WATER
- ---- Mw ------ k1cw .-....._- mcw---.__.-
PROPOSED 1 On COLD WATER
-- IzG'W zcW --- ?zcw --
PROPOSED 12" COLD WATER
IV TV
TEMP. SILT FENCE
III
®
EROSION CONTROL AROUND INLET
vt
EXISTING FIRE HYDRANT
- c -- .. --
EXISTING ELECTRIC
— — -- ss -
EXISTING SANITARY SEWER
------ --- --- --- SS --'----
PROPOSED SANITARY SEWER
— SD sr SD -- Su
EXISTING STORM SEWER
-- GAS — GAS -- GAS — GAS -- GAS --
EXISTING GAS LINE
CONCRETE
✓
PROPOSED ASPHALT PAVEMENT
O O O O O O O O O O
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PROPOSED WASHED STONE
SCALE: 1" = 20'
0 20 40 60
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DATE 2/17/09
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VICINITY MAP
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DINING j ����� -/{; w�l C,,
HALL
cW. I
es GAP_ W�OF WATERUN I S //i _�jT li. � , •� \ ^ \� r 1\\ \\\ \
J ry ,$ I \ \
JL FOR FTURE CONNECTI._. �3 1+ I ;III jNv - — 3-
S E�RHASE III PLANTS. w III CONTROLS 3 \
NOTES
1. EXISTING UTILITIES AND STRUCTURES ARE DENOTED WITH LOWERCASE LETTERS,
AND/OR AN "X" BEFORE THE LABEL.
2. SURVEY BENCHMARKS ARE: 1) THE FIRE HYDRANT BESIDE THE ROUNDABOUT ON
COMMUNITY DRIVE, ELEV =39.84 (NGVD '29); 2) THE FIRE HYDRANT ON THE CORNER
OF REYNOLDS DRIVE AND CAHILL DRIVE, ELEV.=39.42 (NGVD '29).
3. THE INSULATED HOT WATER PIPE SHALL BE:
A) PERMA-PIPE: XTRU-THERM SCH. 40 STEEL WITH WELDED CONNECTIONS, OR
B) PERMA-PIPE: XTRU-THERM DUCTILE IRON PC=200 PSI WITH MEGA LUG
CONNECTIONS OR APPROVED EQUAL.
4. THE COLD WATER PIPE SHALL BE:
A) PVC C900, DR 14, OR
B) HDPE DR 9, OR APPROVED EQUAL
5. REFER TO THE ELECTRICAL AND MECHANICAL PLANS FOR ADDITIONAL
ELECTRICAL/MECHANICAL SITE WORK AS PART OF THIS PROJECT.
6. NEW ASPHALT AND CONCRETE SHALL BE GRADED FOR POSITIVE DRAINAGE
AWAY FROM BUILDING: STORMWATER ALONG WEST SIDE OF BUILDING SHALL FLOW
NORTH, STORMWATER ALONG SOUTH SIDE OF BUILDING SHALL FLOW EAST.
r / -
CONDUIT AND, " M PTO ELE�CTTR
BOX / J l J J �R ELECTR
II IIII ITI- N __.f \a� 5 `r T/{,.J �T' C% _ .yr - �• � I
t� C, / A��-A 4SHE , I
NREW I TRAM
- it IF f P e PLANS
'cC; WELil 'X_8" INCREASER (2)
TO EXISTING PIPES.
IIII 111 __J I' I EXIST. HVAC PIPING.���
III \ -^•\' I, I -.,I , /+ �.s.� 6" (2), 12" (2).
GAS LOAD REGULATOR Ja
,I
i
10 -
---- PSI TO 2 PSI
SIZE: 8 MBTU/HR Fe -�� co �N� 8 0
IL
METEq. RPZ
i` I - — LOCATED VA71
I II \"( I a 'A. ; A+ "0 l REFER TO MECHANICAL/ I:�s ��L,."" PLUMOING PL
TIE ONTO EXIST. 4 GAS PIPING ! ,_:�. I I ^„+ ti III ELECTRICAL PLANS AND 2"
WA 1tLINt�,_
WITH NEW 2" GAS PIPING. FIELD
RECIFICATIONS FOR COOLING �; S
VERIFY EXIST. 4" GAS PIPE PRIOR I 'I �OWER REQUIREMENTS AND j
TO CONSTRUCTION. EXIST. 4" GA�� HOOK-UPF,r ,
LINE IS AT 10 psi.wv
\ J
INSTALL THRUST ;Il
CAP HVAC PflFiS 10 •OUTSIDE 3
BUILDING. WAGONER `14ALL , -- i + BLOCKS AT ALL ° ,.
—�-j tiF< I BENDS, TYP.. y A ° T
MECHANICi UPFIT NOT IN �—r;: N <
CONTRACT. LW
jai
R 4
�.p�\ � �`�S ll� I �P I�riJ
WAGONER 'g
iiJ c II I �i
DINING HALL I
PRIOR TO INSTALLING HVAC I, f CONNECT TO EXIST.
PIPING, FIELD LOCATE EXISTING r II, y' \ 0 Ij
UTILITIES AND COORDINATE SS SERVICE. PRIOR t"
I �; I >�1 �!h I. TO INSTALLATION, T - � REMOVE AND REPLACE
ELEVATIONS OF PROPOSED ASPHALT AS REQUIRED
I I VERIFY INVERTS
PIPE AND EXISTING ?_ It I I _ I AND POTENTIAL ji! 'q TO INSTALL SS.
PIPE/CONDUIT. ;Y CONFLICTS. \ L3
I�j+ i
' f' }
IC'
I- 2"
SL
i VA
20WATER LINE 5'
NSTALi 2" WATER — -
L0, PREVENTOR
LDING. 'REFER TO
e
OI RIOR TO INSTALLING
s
6' / SS FIELD `VERIFY ELEV.
---- ` 1, c' REMOVE AND REPLACE O'IN.! e ,
REQUIRED
r m'
-- ---1 TO TALLSS.
SIDEWALK AS REQ �
--- � � % INS SS
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co I
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J
PRIOR �,TO I STALLINNJd NEW SEWER
- PIPE, AND ORING NEW SEWER
INVERT AT MANHOLE. CHECK
` VATION I0r 6" SS PIPE A
SEX STING CE BUILDING.
I
\ %4,1
i
4
0
7UCT BANK AND
_RUNE `TO AVOID
'CT.
1 INVERT IN OF SERVICE
\ \ ` SHALL BE WITHIN 30" OF
INV. OUT ELEVATION OF
27.19. SS INV. IN=29.69
\\ OR LOWER.
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6w —6w PROPOSED 6" HOT WATER
ow —@W PROPOSED 6" HOT WATER
--i
mxv mcv mcv PROPOSED 10" COLD WATER
ucv lww lww PROPOSED 12" COLD WATER
EXISTING FIRE HYDRANT
EXISTING ELECTRIC
—E r. —E —E — PROPOSED ELECTRIC CONDUIT
06179-1
SS EXISTING SANITARY SEWER
DES. CLP
— — —as PROPOSED SANITARY SEWER
Co. JST
\
--- SD --- SD ---- SD ---- SD --- EXISTING STORM SEWER
DR*L CLP
GAS --- GAS --- GAS .---- GAS ---- GAS --- EXISTING GAS LINE
DAIS 2/17/09
\
—as—rx—as—ws—ws— PROPOSED GAS LINE
EXISTING TELECOM LINE
`e��s+.>
.l�%,o�N C/iaXli
SCALE: 1" = 20'
0 20 40 60
C 2

RESERVED
PARKING
SXx75 TO BE LT TO SGINDARD
ALuMMuM. BOLT TO 7TEi1TED WOOD
AUp6tN1Y POSE WITH 3/8' CAOYRDI
PLATED NUTS, BOLTS & WASH M
mlul¢
LlTIle aD Ixro[x - oxal
�. I11LE iMOfl"UAe
BI=B
AUAIINU 1 OR TRJITED 4 N4' WOOD
MAXIMUM
Pi�50TM a/e'Im)
1em ws LIOISED -
TYPICAL HANDICAPPED SIGN DETAIL
i�2 jO �A
Mqk
CONCRETE LANDSCAPE
SIDEWALK OR PERMM
48' MIN. INSTALLED
I�
LANDSCAPE AREA
OR PERMANENTLY
INSTALLED ELEMENT. (k�
IF PEDESTRIANS DO NOT CROSS THE CURB
CUT, THEN SIDE FLARES ARE NOT REQUIRED
AND CURB ON BOTH SIDES MAY RETURN FOR
FULL DEPTH OF THE CURB CUT.
+ SEE NOTES ON DETECTABLE WARNING
_ .` d.•,
y 6� o sV� P
o°o
!. IF CURB HEIGHT IS 6,
`• P. THEN SIDE FLARE A" IS
72', MAX. SLOPE 1:12.
PLAN
G�
&S-10/10 W.W.Y.
1 /2' ASPNIL7IC PFO MM
ANSION JdN( --�
SECTION
WHEEL CHAIR RAMP
NOTE:
RAMP SHALL HAVE A DETECTABLE WARNING COMPLYING WITH ADA GUIDELINES:
1. The detectable warning shall extend the full width and depth of the curb
ramp.
2. Detectable warnings shall consist of raised truncated domes with a
diameter of nominal 0.9 in (23 mm), a height of nominal 0.2 in (5 Trim)
and a center —to —center spacing of nominal 2.35 in (60 Trim) and shall
contrast visually with adjoining surfaces, either light —on —dark, or
dark —on —light. The material used to provide contrast should contrast by at
least 70% — Refer to ADA Guidelines for definition of 'Contrast".
3. The material used to provide contrast shall be an integral part of the
walking surface. Detectable warnings used on interior surfaces shall differ
from adjoining walking surfaces in resiliency or sound —on —cane contact.
TYPICAL SIDEWALK AND
WHEEL CHAIR RAMP DETAIL
NTS
CONCRETE CURB & GUTTER
2'
9 '
a
CURB END TAPER DETAIL
NTS
CLASS A
ASPHALT —
ti
3/4" REINFORCING BAR
IMBEDDED 18' INTO SUBGRADE.
EDGE OF PAVEMENT
OR OBSTRUCTION
TOP OF REINFORCING BAR
FLUSH WITH TOP OF CONCRETE.
CONCRETE WHEELSTOP DETAIL
NTS
2" SF 9.5 A SURFACE COURSE (NCDOT)
- 8" ABC STONE (NCDOT)
NOTE: PAVEMENT SECTION MAY
VARY DEPENDING UPON FIELD
CONDITIONS. CONTRACTOR SHALL
COORDINATE w/OWNER &
GEOTECHNICAL ENGINEER TO
DETERMINE ACTUAL PAVEMENT
SECTION.
PAVEMENT SECTION (NCDOT)
64 WASHED STONE
FILTER FABRIC
UNCOMPACTED SOIL
NOTE:
THE TOP 6' OF SOIL SHALL BE TILLED BEFORE
THE PLACEMENT OF FILTER FABRIC AND WASHED
STONE.
WASHED STONE SECTION
2'-0"
/--1 1/2"R
•
r S SpiggS f�
NOTES:
1. SIDEWALK
2. CONTRACTII
3. THICKEN S
4. THICKEN S
WITH NO (
5. 1 2" EXPA
J NCTIONS,
6. PROVIDE A
PARALLEUA
7. REINFORCE
7/8" DIA. HOLES
10/10 W.W.M.
NOTED OTHERWISE.
SIDEWALK WIDTH.
IT ABUTS PAVEMENT
30' MAX. AT SIDEWALK 1/8"R TOOLED
ON SITE PLAN. JOINT
EEN WALK AND ADJACENT
'2" EXPANSION
TNT MATERIAL
EXPANSION JOINT (E.JJ
1/8"RI TOOLED JOINT
CONTRACTION JOINT (C.J.)
2 a4
�q PLBd
BARS
CONTINUOUS
SIDEWALK JOINT DETAILS
NTS
6' CONCRETE
z
7—W2.9 x w2.a wwM cALVANIzm S
4' NCDOT ABC STONE m
EXPANSION JOINT) I
NOTES:
1. CONTROL JOINTS SHALL BE EVERY 15 FT.
(MAX.) AND EXPANSION JOINTS SHALL BE
EVERY 50 Fr. (MAX).
2. PAVEMENT SECTION MAY VARY DEPENDING
UPON FIELD CONDITIONS. THE PAVING
CONTRACTOR SHALL COORDINATE WITH
OWNER REPRESENTATIVE AND GEOTECHNICAL
ENGINEER TO DETERMINE ACTUAL PAVEMENT
SECTION.
CONCRETE PAVEMENT SECTION
FOR PADS AROUND BUILDING
NTS
2'
r .
e
f 3000 PSI CONCRETE
24" VALLEY CURB & GUTTER
CLASS A CONC.---\
ASPHALT
TYPE ABC STONE
4" TYPE ABC STONE —
COMPACTED SUBGRADE —
COMPACTED SUBGRADEi/ TYPE ABC STONE SHALL
EXTEND 6" BEYOND
CURB & GUTTER
R2 FLOW LINE CURB SECTION
NTS
NOTE: CURB TYPE DEPENDS ON GRADES SHOWN
ON GRADING PLAN. GRADES INDICATING
FALL AWAY FROM CURB SHALL BE SPILL
OFF TYPE CURB. GRADES INDICATING CURB
ACCEPTING FLOW SHALL BE FLOW LINE TYPE.
2, _0"
1
Iiv''I�Ii✓aI _
/--1 1 /2 R
O
1
I
SEDIMENT
STONE
TEMPORARY GRAVELLED
CONSTRUCTION ENTRANCE
NTS
TYPE ABC STONE SHALL
EXTEND 6" BEYOND
CURB & GUTTER
SPILL OFF CURB SECTION
NTS
NOTE: CURB TYPE DEPENDS ON GRADES SHOWN
ON GRADING PLAN. GRADES INDICATING
FALL AWAY FROM CURB SHALL BE SPILL
OFF TYPE CURB. GRADES INDICATING CURB
ACCEPTING FLOW SHALL BE FLOW LINE TYPE.
��
ON
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NOTES:
1. SYN. FENCE FABRIC SHALL BE MIN. OF 30" IN WIDTH WITH
30 LB/IN TENSILE STRENGTH FOR STANDARD FABRIC
AND 50 LB/IN FOR EXTRA STRENGTH.
2. FABRIC SHALL BE CONTINUOUS LENGTH. IF JOINTS
ARE NECESSARY, LAP FABRIC POST TO POST.
3. STEEL POST SHALL BE MIN 4' IN HEIGHT AND BE OF THE
SELF -FASTENER STEEL ANGLE TYPE.
TEMPORARY SILT FENCE
NTS
S•r
TYPICAL GRASS SWALE
N.T.S.
STEEL POST
WIRE MESH FOR STANDARD FABRIC
STANDARD OR EXTRA STRENGTH
FILTER FABRIC
DIRECTION OF WATER FLOW
ANCHOR FABRIC SKIRT
MIN. 8" DEEP & 4" WIDE.
C(
PLAN
2'
CONCRETE COLLAR
­
NON TRAFFIC ARIA
t
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CASMG NOTE: 2'X 2' (Wt♦]
DROP INLET FRAME &
GRATE %%U. BE WAW
DUTY H-20 LAID RATED.
COORDDLIIE TOP WITH
BOX SIZE & GRADES.
PAVEMENT
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RECAST OR
PIPEE
VARIE
06179-1
JST
DNCDES
-20RL AD MASON
6"
6
txtxe. NKS
FLOW
6"
4"
DATE 2/17/09
!
V
3000 PSI CONG
8" #57 STONE
�p �+
t�jl
SEDIMENT TRAP
SECTION
1 c3e 1
< ?
DROP
INLET
DETAIL
Tu
'l4!'o+`q 3g
C3

27'0 PRECAST
KCONCRETE COLLAR FINISH
GRADE
3'-0'I VALVE BOX WITH LID.
SEE DETAIL
01:1•::111141111/
I
FINISH GRADE
GATE VALVE
MECH. JOINT
MIN. COVER
MJ DIP PIPE
TIP.
3/4" THREADED
STEEL RODS (TYP.)
` a
CONCRETE THRUST BLOCK
ROD REQUIREMENTS
(rn'')
SIZE
OF 45 DEGREE BEND
STATIC THRUST IN POUNDS
NUMBER OF RODS REQUIRED
6"
4,328
2
g"
7,694
2
-.
12"
17,312
2
16"
30,779
4
20"
48,091
6
24"
69,252
8
_ NOTES:
1.
ONCE INSTALLED AND TIGHT
THE STEEL RODS AND BOLTS
SHALL BE COATED WITH
0
2 COATS OF BITUMINOUS
BASE PAINT.
2,
CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT BENDS.
3.
TYPICAL MIN. CLEARANCE
BETWEEN CONCRETE AND END
OF BOLT MUST BE 3".
4.
APPROVED OFFSETS CAN
BE USED IN THIS APPLICATION.
STANDARD
VERTICAL BEND
SD 4-11
0.5'
PLUG
4'-45' BEND
4'x4'WYE
5'
/
EXIST.
BUILDING
EXIST. SS SERVICE.
VERIFY SEWER ELEVATION
PRIOR TO CONNECTION.
PIPE MATERIAL,
SCH, 40,
SOLVENT WELD PVC 1120
ASTM D-1785
SERVICE CONNECTION & CLEAN -OUT
5'
BOX
NOT NOT TO SCALE
WATER
WATER & SANITARY SEWER INTERSECTION
N.T.S.
CASTING FLANG
EXTENSION OR
2' ASPHAL
SD-14il y
■"W"
PLAN
6.69'DIA
0.5' 10.125 0.5'
6.5'DIA
SECTI❑N "A -A"
0.5'
MINIMUM W EIUH I J
EXTENSI❑N TOP 10 LBS.
BOX 40 LBS,
EXTENSION 40 LBS.
NOTE,
VALVE BOX LID NOT FOR USE IN ROADWAY LOCATIONS.
HEAVY DUTY LID REQUIRED. SEE SD 14-08,
WATER VALVE CASTING
SD 14-07
NOT TO SCALE
❑ ❑ ❑
WATER
r ❑ ❑ ❑
A A
u1
N
N
6.688'
CI
0,062'
0.5'
4.75'
PLAN SECTI❑N "A -A"
GRE-WVC-6HD, CAST IRON OR EQUAL
APPROX, WEIGHT 171bs.
■ 1 1 CO. 1
1.1.
WATER VALVE BOX EXTENSION AND
CASTING CENTERED OVER VALVE NUT
SEWER CLEAN -OUT CASTING
NOTESi CENTERED OVER STACK
*THIS INSTALLATION REQUIRED WHEN VALVE BOXES AND CLEAN -OUTS
ARE LOCATED IN PRESENT OR FUTURE PAVED AREAS,
*PRIOR TO SETTING CASTINGS, NEW INSTALLATIONS WILL REQUIRE
95% COMPACTION OR BACKFILL IN 6' LIFTS.
VALVE BOX AND
CLEAN -OUT
CASTING BASES
NOT TO SCALE
15-02
SCHEDULE OF ANCHOR RING AND CONCRETE THRUST
BLOCK DIMENSIONS AT WATER MAIN ENDS
DIAMETER
OF PIPE
ANCHOR
RING
CONCRETE
THRUST BLOCK
RINGS REQ'D
PER PIPE JT
A
B
C
6 8 12"
2
1 -0
2 -0
1
16"
2
1 -4
2 -4
1
20"
3
1 -4
2 -4
24"
3
1'-4"
T-4'
2
30"
4
1 -4
2--6-
6"
4'
1 1 -4
2'-81
2
„A" 1 GROUND LINE
CRETE THRUST BLOCK
ED ANCHOR RING
DEAD END
SEE NOTE 2
ENCH BOTTOM
„AW
ELEVATION VIEW
SECTION "A—A"1
TAMPERED �{
BACKFILL Ly
TRENCH
TRENCH WALL
TAMPERED
BACKFILL
-DEAD END
NOTES: PLAN VIEW
1. SIZE OF CONCRETE THRUST BLOCK AROUND ANCHOR RINGS TO BE DETERMINED BY
TRENCH DIMENSION PLUS EXTENSION 'B' INTO SIDES AND BOTTOM AS SHOWN IN
SCHEDULE. CONCRETE INTO SIDES OF DITCH TO BE POURED AGAINST FIRM
UNDISTURBED GROUND. FILL AGAINST BLOCKING TO BE COMPACTED TO 90%
PROCTOR FOR LENGTH ALONG THE PIPE OF AT LEAST 6'-0".
2. EACH SIDE FOR PIPE WITH ONE ANCHOR, LOCATE ANCHOR 4'-0" FROM DEADEND
AS SHOWN FOR PIPE WITH TWO ANCHORS, LOCATE FIRST ANCHOR 3'-0" BACK
FROM DEAD END AND LOCATE SECOND ANCHOR 9'-0" FROM FIRST ANCHOR.
3. WHERE THRUST BLOCK OCCURS, THE TRENCH SHOULD BE AT THE MINIMUM WIDTH.
4. CONCRETE SHALL HAVE MINIMUM 28 DAYS COMPRESSIVE STRENGTH OF 3000 PSI.
�j
..
B a
•A` ,a
.n
SECTION X-X
x-J PLAN TEES
DI ANI P. GI 1=\/ATInNI PI I Irq
titIVUJ 1SC 1 ttJ---
SIZE
6"
A BENDS
16" 10"
11 A BEN
�S
10"
22A 2 ENBDS
6" 8^
A TEES
B
CPLUOSD
8"
22"
13"
13"
8"
10"
10"
26
17"
17"
10"
13"
16"
20'
14"
36
12"
29
21"
V21
21"
17"
16`
18"
24"
16'
41"
14"
35
24"
24"
12"
20"
22
27"
18
48"
16"
38"
27"
27"
12"
24
24
30"
20"
54"
NOTE: Based on 1.5 x working pressure of 100 PSI plus AWWA water Hammer.
All bearing surfaces to be carried to undisturbed ground.
io
CONTROLS
BETWEEN SPACING
HOT & COLD *NOTE: VERIFY ALLOWABLE
WATER PIPING WATER PIPING SIDE SLOPE WITH SOIL
FROM PLANT TYPE AND SOIL STABILITY.
SECTION A —A
HOT/COLD WATER PIPING TRENCH
NTS
AFTER CROSSING PIPE 45' BACK
DOWN TO GRADE PER DETAIL
SECTION A —A.
ON 45' ANGLE
HVAC PIPE TEE TO WAGONER HALL
NTS
)CON
X 6
1 45'
ILE
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06179-1
DES. JST
DRyN . NKS
DAZE 2/17/09
O
TROLs
" TEE
ANGLE
�.=� •���
Ies6
°
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C4

VICINITY MAP
a
1
]
�1 to
J4
2
APPROX. 1.2 MILES NORTH
TO INTERSECTION WITH NC
HWY 17.
� 7z�
WAGONE
DINING
HALL
NTS
vi
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3 \ a
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3
15 _
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4
F L
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CAHILL OR
tL ___7r,__Ri�rr_-��t.-`rh {rill-.L
lav�"'ncv �' .c�2+lJOL_ rU---.ct--.__•-->-.�f*,=F�tccll_�+rc�.
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ALI
_ _ _ _ — !►-E-�'.ik'
Ilv I i /'♦ FOR FUTURE�� ATLON�-af PIir E
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�:
-CONTtjII
\�
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PH�E
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BORE�I I'�I � i __-__\ \ 1 i / �V �r,> l� i' �Oc- � � s`-I \__•' i•�` .voc°`
-
4r'___4b =
II O
JACK JOLF 12" DIP
DIP HW (2).
I 9` 12" PIPE SHALL HAVE 24"
II I STEEL CASING PIPE, 8" PIPE
{I i II I SHALL HAVE 20" STEEL
}�
CASING PIPE. SEE DETAIL.
\I s 111 j
ee J
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I
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-- --- ' - t I> DISTURBED AREA
LIMITS.
I
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1 $
I 1 10'N�
( -_7
I-, i q
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V j
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11
II I
EROSION CONTROL
AROUND EXISTING
CURB INLET.
', Y I IIII I CAP ENDS FOR FUTURE
CONTINUATION OF PIPE.
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EROSION CONTROL f
RECEIVING AROUND EXISTING DISTURBED AR"
PIT. + DROP INLET. LIMITS.
INSTALL TEMP.
SILT FENCE.
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j
----- -E - -- - --- -_
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t
NOTES
1. EXISTING UTILITIES AND STRUCTURES ARE DENOTED WITH LOWERCASE LETTERS, AND/OR AN "X"
BEFORE THE LABEL. I1
2. SURVEY BENCHMARKS ARE: 1) THE FIRE HYDRANT BESIEE THE ROUNDABOUT ON COMMUNITY
DRIVE, ELEV.=39.84 (NGVD '29); 2) THE FIRE HYDRANT ON THE CORNER OF REYNOLDS DRIVE
AND CAHILL DRIVE, ELEV.=39.42 (NGVD '29).
3. THE INSULATED HOT WATER PIPE SHALL BE:
A) PERMA-PIPE: XTRU-THERM SCH. 40 STEEL WITHI WELDED CONNECTIONS, OR
B) PERMA-PIPE: XTRU-THERM DUCTILE IRON PC=280 PSI WITH MEGA LUG CONNECTIONS, OR
APPROVED EQUAL
4. THE COLD WATER PIPE SHALL BE:
A) PVC C900, DR 14, OR
B) HDPE DR 9, OR APPROVED EQUAL
I
5. REFER TO THE ELECTRICAL AND MECHANICAL PLANS Ii OR ADDITIONAL ELECTRICAL/MECHANICAL
SITE WORK AS PART OF THIS PROJECT.
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INSTALL TEMP
SILT FENCE .-- 'j
s l ) w P
, se
IN,
4
°F TEMP. GRAVELLED
t\ CONSTRUCTION
ENTRANCE. p4<"oHI I� T y iP
A
SION CONTROL
UND EXISTING <)\ x
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TIE INTO EXISTING' Q F 0 1/
WATER PIPES
FROM PHASE II. F j, , n
LEGEND
---- -- —
---
— -- —
DISTURBED AREA LIMITS
TSF
TEMP. SILT FENCE
—
----
\11
EXISTING WATER
6HW
6HW
PROPOSED 6" HOT WATER
8HW
8HW
PROPOSED 6" HOT WATER
10cw
10CW
PROPOSED 10" COLD WATER
i2Cw
i2Cw
PROPOSED 12" COLD WATER
EXISTING FIRE HYDRANT
--- --- E
- - --
is -- ---
EXISTING ELECTRIC
E
E
PROPOSED ELECTRIC CONDUIT
SS
SS
EXISTING SANITARY SEWER
-
33
32
PROPOSED SANITARY SEWER
--- \r
-"--'
sill -
EXISTING STORM SEWER
GAS
--- Gnu — -
EXISTING GAS LINE
GAS
GAS —
PROPOSED GAS LINE
— GAS
T
EXISTING TELECOM LINE
T
T
T
T
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PROPOSED TELECOM LINE
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DISTURBED AREA: 68,477 SF (1.57 AC)
FLOOD PLAIN INVOLVEMENT: NO
CONSTRUCTION, DEVELOPMENT OR
STORAGE OF MATERIALS SHALL BE
ALLOWED BELOW THE 100-YEAR
FLOOD PLAIN ELEVATION OF 11 MSL.
NO REPORTED WETLANDS EXIST WITHIN THE
SITE DISTURBED AREA LIMITS.
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DES. JST
CKD. JPN
DRWN. NKS
ontE 2/17/09
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27'0 PRECAST FINISH*RICK
x - 1 SKID SPACING VARIES EROSION CONTROL NOTES AND MAINTENANCE PLAN:
CONCRETE COLLARGRADEMORTAR PER MANUFACTURER1. INSTALL EROSION CONTROL MEASURES BEFORE BEGINNING
CASTING FLANGE SEAL END OF CASING PIPE CONSTRUCTION OR AS SOON THEREAFTER AS POSSIBLE. ALL EROSION Q
EXTENSION OR STa 3 AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITYAFTER TESTING WITH STEEL CASING PIPEAND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RNNFALL BUT IN z
BRICK BULKHEAD z
NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS WILL BEA MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.2. MAINTAIN THE GRAVEL CONSTRUCTION ENTRANCES IN A CONDITION TO �\/\\/\\/I tPREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THE NY
\/\/7;w�•� nCONTRACTOR SHALL INSPECT THE CONSTRUCTION ENTRANCES ON A DAILY W z N\/\/\\/\\ ,�/\\/\\/\ + BASIS. THIS WILL REQUIRE PERIODIC TOP DRESSING WITH ADDTOONAL NO. 03'-0' MIN.\//\//\//\/\// // //\ VALVE BOX WITH LID. GREXI�OU D' "'•'1".•'.a .;.,''"'°"`"-"�''"'' CARRIER PIPE 4 STONE. ANY OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKEDN\\\SEE DETAIL: D "... A A A ONTO PUBLIC ROADWAYS SHALL BE REMOVED IMMEDIATELY.ej
/ / / / SEE SD-14B N
/\/\/ STAINLESS STEEL BANDS
\/\\/\\/ PL<Af.8EF1aS x TREATED LUMBER 3. SEDIMENT WILL BE REMOVED FROM BEHIND THE SILT FENCE WHEN IT
2' ASPHALT �'-e PLAN TEES BECOMES 0.5 FT DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE 0
z X \\ j\\ ASTING • •: :' ' '° ALIGNMENT, SKID, TO BE PLACED
TO SPECIFIED. "E PROPER
S PPORT REPAIRED AS NECESSARY TO MAINTAIN A BARRIER. SILT FENCE STAKES z Uj
SKIDS
WILL BE SPACED 6 FEET APART UNLESS A WIRE BACKING IS USED WITH
GATE VALVE 100 ME
MEA5 MAY BE USEb AS ALTERNATIVE. OIL, GREASE, OR 8 F00T STAKE SPACING. Q o Q
PETROLEUM PRODUCT MAY NOT BE USED AS LUBRICANT. o
<: 4. NO CUT OR FILL SLOPES SHALL EXCEED A SIDE SLOPE OF 1 VERTry
ICAL =
` : TO 3 HORIZONTAL UNLESS OTHERWISE SPECIFIED ON THE PLAN. ALL SLOPES © �
E o� FOR CARRIER PIPE 12 AND SMALLER, SHALL BE SEEDED AND STABILIZED WITHIN 15 DAYS. J
* CARRIER PIPE 0 Z
4' BASE ORTAR OVER FLANGE P „•�.: aµ• <, o USE 90" SKID SPACING. FOR 14
AND LARGER, USE 60' SPACING STEEL CASING PIPE 5. ALL DISTURBED AREAS SHALL BE SEEDED WITHIN 15 DAYS OF f'-
�\\\// FOR CASTING DETAILS B DISTURBANCE. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS } ZQ
,. ' e 1' MORTAR NECESSARY, AND MULCHED ACCORDING TO SPECIFICATIONS IN THE N
MECH. JOINT SEE SD-14 2' STANDARD BRICK '� VEGETATIVE PLAN TO MAINTAIN A VIGOROUS DENSE VEGETATIVE COVER. J z
2' MORTAR ® 3 1 /2" x 3 1 /2 x 12" CL
STANDARD GATE VALVE SECTION X-X PLAN & ELEVATION PLUGS TREATED LUMBER SKID 6" MORE STRINGENT MEASURES SHALL BE USED TO HALT EROSION IF C
SD 4-15 BENDS & TEES THOSE SHOWN ON THIS PLAN ARE NOT EFFECTIVE. '. c
NOT TO SCALE WATER VALVE BOX EXTENSION AND 9 BENDS 45 BENDS 22 1 2 ENDS TEES PLUGS SECTION A -A 7. ALL EROSION SHALL BE CONTROLLED INCLUDING SIDE SLOPES BEFORE J
CASTING CENTERED OVER VALVE NUT SIZE A B A B A B A B C D NOT TO SCALE THE PROJECT IS COMPLETED. W
SEWER CLEAN -OUT CASTING 6" 16 10 9" 10" 6" 8" 10" 12" 10" 21" 8. REMOVE TEMPORARY MEASURES UPON COMPLETION OF PROJECT. ALL
NOTES: CENTERED OVER STACK PIPE CASING SKID DETAIL
8" 22" 13" 12" 13" 8" 8" 13" 16" 12" 29" PERMANENT MEASURES WILL BE WELL ESTABLISHED BEFORE PROJECT W
8 25' *THIS INSTALLATION REQUIRED WHEN VALVE BOXES AND CLEAN -OUTS 10 26" 17" 14" 17" 10 113" 16" 20" 14" 36" CLOSE-OUT. Z
ARE LOCATED IN PRESENT OR FUTURE PAVED AREAS, NOT TO SCALE J J
88 *PRIOR TO SETTING CASTINGS, NEW INSTALLATIONS WILL REQUIRE 12" 29" 21" 16" 21" 11" 16" 18" 24" 16" 41"
0.69' 0.69' 95% COMPACTION OR BACKFILL IN 6' LIFTS. 14" 35" 24" 19" 24" 12" 20" 22" 27' 18" 48" a 0
VALVE BOX AND 16" 38" 27" 21" 27" 12" 24" 24" 30" 20" 54 NOTE' Z
❑ ❑ ❑ PAVEMENT WIDTH AND LOCATION IN R/W 0 Q
CLEAN -OUT NOTE: Based on 1.5 x working pressure of 100 PSI plus AWWA Water Hammer. VARIES. SEE PLAN FOR INDIVIDUAL LOCATION.
N WATER CASTING BASES All bearing surfaces to be carried to undisturbed ground. A A J LU �/
v 5'MIN. 1' 1' S'MIN. /5 =
El ❑ ❑
A A NOT TO SCALE
15-02 STANDARD THRUST BLOCK FOR WATER MAINS
5' SO 4-10 Yyt� 1/4" WIRE MESH W kkFbVF Uj
, kYY.Y4kY•Y�Y4bk�4\YF.Y.Yb�4�YhkYhkYk
7:25 ,• t".tk44tVt!4<Y.4 � kttt4N.!chY4444�k 4t ♦�/� �.i
11,875 PLAN 6.68 a 125 3 MIN CRUSHED STONE BASE Q = O Z
BOX Z Z Z
6:69'DIA ❑ ❑ ❑ STEEL ENCASEMENT PIPE 5' STEEL Posr Q O
7 In SEAL EACH END SELF AN�TYPE) N J
'{ CASING WILL BE INSTALLED AT LINE AND GRADE �- IM Z
0.5' 125' I 0,5' WATER 0,125' AFTER CROSSING PIPE 45' BACK SHOWN ON INDIVIDUAL PROFILE FOR EACH CROSSING. W W
o I ' ❑ ❑ ❑ N DOWN TO GRADE PER DETAIL BORING/JACKING TO LINE AND GRADE IS REQUIRED. I' 0
0,75 SECTION A -A. O =
N A A TYPICAL BORING/JACKING DETAIL U) z
0.5' 0.32' 0.5' Z
!, 0,062' NOT TO SCALE SO EE CONtROL t'-8' 3 Y NOTES:
(U 6.5'DIA 0,5'
N
1.SEDIMENT CONTROL STONE
of 4.75'F \ \ SHALL BE
AD FFO�SAT�THE
0:5' SECTION "A -A" SECTION p_p CONTQACf UNR PRK E PER
77s' PLAN SECTI❑N "A -A" - STONE
IMENr, CONTROL
6' W E.S. FABRIC MULTI -DIRECTIONAL FLOW 2 WIRE MESH SHALL BE
MIN. AND SHALL HAVE 1/4" CONTROLS INLET PROTECTION HARDWARE CLOTH 19 GAGE J Q
GRE-WVC-6HD, CAST IRON DR EQUAL STEEL Post NTS Q Z rn rn
MINIMUM WEIGHTS' » " MESH OPENINGS.
EXTENSION TOP 10 LBS. APPROX: WEIGHT 17tbs, 8 X 8 TEE WIRE MESH FOR STANDARD FABRIC
BOX 40 LBS. ON 45' ANGLE r
EXTENSION 40 LBS: 8" X 8" TEE MIN. T GA Bx8 MESH a � STANDARD OR EXTRA STRENGTH W CO
O O
NOTE, HEAVY DUTY VALVE BOX LID 12 X 12 TEE FOR STANDARD FABRIC 2 FILTER FABRIC
VALVE BOX LID NOT FOR USE IN ROADWAY LOCATIONS. SD 14-08 ON 45' ANGLE
HEAVY DUTY LID REQUIRED. SEE SD 14-08. m� -DIRECTION OF WATER FLOW D W o� y
NOT TO SCALE 12" X 12" TEE uJ
ON 45' ANGLE ANCHOR FABRIC SKIRT F- W z 0)
io MIN. 8" DEEP k 4" WIDE
WATER VALVE CASTING Z 0- LL: o
SD 14-07 HVAC PIPE TEE
NOT TO SCALE NTS QJ9 W Z 0NOTES: O'
FINISH GRADE SCHEDULE OF ANCHOR RING AND CONCRETE THRUST _ W � w
x 1 0 IN STRENGTHS FOR FABRIC WffH LJ N
BLOCK DIMENSIONS AT WATER MAIN ENDS 'R z
/ ANCHOR CONCRETE AND 50 LB/IN FOR EXTRA STRENGTH. Q v z
MIN. COVER 3.5' DIAMETER RING THRUST BLOCK RINGS REQ'D 2. FABRIC SHALL . CONTINUOUS LENGTH. IF JOINTS J
ARE NECESSARY, LAP FABRIC POST TO POST.
OF PIPE PER PIPE JT � Z Y o
5' MIN. 5' MIN. A B C
CONTROLS 3. STEEL POST SHALL BE MIN 4' IN HEIGHT AND BE OF THE 6" MIN. ~
6 S 12' 2 1'-0' 2'-0" 1 SELF -FASTENER STEEL ANGLE TYPE M z
16" 2 1 -4 2 -4 1 16" SPACING HOT R COLD *NOTE: VERIFY ALLOWABLE 2" - 3" �� w
BETWEEN HOT/COLD WATER PIPING SIDE SLOPE WITH SOIL TEMPORARY SILT FENCE COARSE AGGREGATE 'A J N
1 4" STEEL 20" 3 1 -4 2 -4 1 WATER PIPING ti V, ' O -
// FROM PLANT TYPE AND SOIL STABILITY. NTS rn 3
PLAIE MJ DIP PIPE 3/4" THREADED 24" 3" 1'-4" 2 -4 2 ,A
TYP• STEEL RODS (TYP.) 30" 4' 1 -4 2 -6 2 � v!
4' 1 -4 2 -8 Z777d SECTION A -A
TEMPORARY GRAVELLED It z
3" 3" 3" GROUND LINE HOT/COLD WATER PIPING TRENCH CONSTRUCTION ENTRANCE
„A>,
CONCRETE THRUST BLOCK r\l/ / / \ NTS NTS r'
ROD REQUIREMENTS (TY'•) Z �+
SIZE OF 45 DEGREE BEND STATIC THRUST IN POUNDS NUMBER OF RODS REQUIRED A'
6" 4328 2 CONCRETE THRUST BLOCK
8" 7,694 2 '^<'%' ire: WELDED ANCHOR RING EXISTING GRADE
12" 17,312 2 N;_,=%%'';. BEAVER DAM
is" 30,779 4 PIPE DEAD END
20" 48,091 6 / n�+ Installation and Maintenance Guidelines
" - �• ' SEE NOTE 2
246s,25z 8
i4r+1.�^;'t:.t: TRENCH BOTTOM r the
Installation: The empty saver am should e placed over
NOTES: � ;rate u the grate stands on end. L: using optional off
"A" * absorbents; place absorbent pillow on pouch, on the bottom
{lS, r'• •-' J�
1. ONCE INSTALLED AND TIGHT, THE STEEL RODS AND BOLTS SHALL 8E COATED WITH '"',,;�;,yw,�,,<< EXISTING TELECOM (below -grade side) of .the unit. Attach absorbent pillow to tether
2 COATS OF BITUMINOUS BASE PAINT. =" ;' ?,d ELEVATION VIEW
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT BENDS. °D CONDUIT 3.0'W X 2.0•D
't 1 f ++ •i �+ - - - - - - - - - - - - - - loop.Tuck the enclosure a completely enclose e
P P
3. TYPICAL MIN. CLEARANCE BETWEEN CONCRETE AND END OF BOLT MUST BE 3'. grate. Holding the lifting devices (do not rely on lifting devices
_ to support the entire weight of the grate), place the grate into
4. APPROVED OFFSETS CAN BE USED IN THIS APPLICATION. _i te,1:,:•r1, C' its frame (street aide first), then lower back edge with dam into
,- .+`; "s, irr.-5;;`:+. C 2 place. The Deaver Dam® should be partially blocking the curb
STANDARD VERTICAL BEND hood when installed properly.
- SD 4-„ B 'A' ,r 06179-1
„ » nglwr•. TRENCH WALL / 1 Maintenance: Remove all accumulated sediment and debris from
3s;';
SECTION A - A «l ( V- 5.0- -- (O 5.0 / 0 yr- 5.0 ✓O \ surface and vicinity of unit after each storm event Hama pES JST
;,.
IL •r a+�.+ ` l sediment that has accumulated within the containment area of
' '"'' _ the Beaver Dam® an needed. If using optional oil absorbents; CKD. JPN
I�--- 1 TAMPERED ::- -<i PIPE TAMPERED
BACKFILL "' BACKFILL remove and replace absorbent pillow when near saturation.
12" CW 12" CW 8" HW 8" HW 2 SF 9.5 A SURFACE COURSE (NCDOT) DRWN. NKS
/ DEAD END » » » »
TRENCH WALL/ / °c"" 24 STEEL 24 STEEL 20 STEEL 20 STEEL
�r='�= '��` �� B CASING CASING CASING CASING
BEAVER DAM ® DATE 2/17/09
8" ABC STONE (NCDOT) °,a,='• �a�,
STANDARD FABRIC IS AN OVERFLOW GAP ..'
PLAN VIEW **PIPE SHALL BE SUPPORTED ``��1'• CaRO
NOTES: IN CASING WITH SPIDER MONOFILAMENT GE WOVENPoF
20 LF DUCTILE IF LESS 1. SIZE OF CONCRETE THRUST BLOCK AROUND ANCHOR RINGS TO BE DETERMINED BY
It
IRON PIPE CENTER THAN 18" TRENCH DIMENSION PLUS EXTENSION B INTO SIDES AND BOTTOM AS SHOWN IN DO
OVER SEWER THE INSULATED HOT WATER PIPE SHALL BE: SF
SCHEDULE. CONCRETE INTO SIDES OF DITCH TO BE POURED AGAINST FIRM
UNDISTURBED GROUND. FILL AGAINST BLOCKING TO BE COMPACTED TO 90% A) PERMA-PIPE: XTRU-THERM SCH" 40 STEEL WITH WELDED CONNECTIONS, OR
B PERMA-PIPE: XTRU-THERM DUCTILE IRON PC=200 PSI WITH MEGA LUG CONNECTIONS,
PROCTOR FOR LENGTH ALONG THE PIPE OF AT LEAST 6'-0'. ) III -III -I
OR APPROVED EQUAL
2. EACH SIDE FOR PIPE WITH ONE ANCHOR, LOCATE ANCHOR 4'-0" FROM DEADEND �• gL
NOTE: PAVEMENT SECTION MAY.,: ,L
AS SHOWN FOR PIPE WITH TWO ANCHORS, LOCATE FIRST ANCHOR S-O" BACK THE COLD WATER PIPE SHALL BE: VARY DEPENDING UPON FIELD e,+ee:,.e�=`0
FROM DEAD END AND LOCATE SECOND ANCHOR 9'-0" FROM FIRST ANCHOR. A) PVC C900, DR 14, OR CONDITIONS. CONTRACTOR SHALL
B) HOPE DR 9, OR APPROVED EQUAL COORDINATE w/OWNER & '
20 LF DUCTILE IRON 3. WHERE THRUST BLOCK OCCURS, THE TRENCH SHOULD BE AT THE MINIMUM WIDTH. GEOTECHNICAL ENGINEER TO LOW PROFILE WITH
CENTERED UNDE GUTTER FOR SAFETY � '' "'
4. CONCRETE SHALL HAVE MINIMUM 28 DAYS COMPRESSIVE STRENGTH OF 3000 PSI. DETERMINE ACTUAL PAVEMENT AND CURB APPEAL CURB AND
GUTTER INLET
WATER WATER - BORE AND JACK AT ELECTRIC CONDUIT CROSSING SECTION.
DESIGN CONFORMS C3A..2
NTS TO ALL SHAPES OF
WATER & SANITARY SEWER INTERSECTION PAVEMENT SECTION (NCDOT) CONCRETE CURBS
N.T.S. GUIDELINES FOR THRUST COLLAR INSTALLATION NTS
SD 4-03

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NORTH CARCIJNA ENVIRONMENTAL ; //
MANAGEMENT COMMISSION /
DIVISION OF WATER QUALITY / /
Sc;'p S- �) 'D � �.
/ , 06179-1
DES CLP
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SW8 980427
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N 175106.15
E 2342454.92
RIM=35.4I
INV. iN (NE)=26.26. (MG)
INV. IN (SE) 31.41
INV OUT (SW)=2826-(MG)
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CONSTRUCTION
NOTES
1
LIMIT OF DISTURBANCE
5 PAVEMENT PATCH
8 8'x24" SOLID WHITE THERMOPLASTIC LINE
12 NCDOT CONCRETE DROP INLET (STD 15 HEAVY DUTY CONCRETE PAVEMENT
840.14)
2
24" CURB AND GUTTER
6 NCDOT CONCRETE CATCH BASIN (STD
9 CURB WIPEDOWN
16 24" DETECTABLE WARNING STRIP PER NCDOT STDS.
840.02)
13 AGGREGATE REINFORCED THERMOPLASTIC
GRAPHIC SCALE
3
CURB SLOT OPENING
10 NYLOPLAST INLINE DRAIN
STAMPED ASPHALT SEE SHEET C-501 17 RAISED CROSSWALK
7 RELOCATED CROSSWALK SIGN
0 30' 60, 120'
4
CONCRETE SIDEWALK
11 NYLOPLAST DRAIN BASIN
14 24" SOLID WHITE THERMOPLASTIC LINE
1 "=30'
Architecture & Engineering
CLARK NEXSEN LICENSE No. C-1028
4000 WESTCHASE BOULEVARD
RALEIGH, NORTH CAROLINA 27607
919.828.1867 FAX [phone]
WVVW.CLARKNEXSEN.COM
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DRAINAGE AREA
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SHEET NUMBER SHEET INDEX SHEET TITLE
G1001_ 1 TITLE SHEET
C-001 2 GENERAL NOTES, LEGENDS, AND ABBREVIATIONS
CD101 mm 3 DEMOLITION AND EROSION CONTROL PLAN -m
C1101 4 GRADING, DRAINAGE, AND SITE PLAN
5 _ CONSTRUCTION DETAILS
WILMINGTON, NC
LOCATION MAP
PROJECT
SITE
0 2000' 4000'
1 "=2000'
SCALE: 1 "=2000'
VICINITY MAP
1 "-1000,
SCALE: 1 "=1000'
Architecture & Engineering
CLARK NEXSEN LICENSE No. C-1028
4000 WESTCHASE BOULEVARD
RALEIGH, NORTH CAROUNA 27607
919-8`w
2.8-11 8.6,7ry �FpAyX� 91M9-828-177
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NC464.4
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02/11 /14
DESIGN:
WLB
DRAWN:
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REVIEW.
KJH
REVISIONS [AN 6 Ay
No. Dame
Desvi m By
TITLE SHEET
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G1100
SHEET 1 OF -

0
GENERAL NOTES
1. ALL CONSTRUCTION METHODS AND MATERIALS SHALL CONFORM TO
THE CURRENT NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES, CURRENT
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION ROADWAY
STANDARD DRAWINGS, NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES (NCDENR) EROSION AND
SEDIMENT CONTROL REGULATIONS, AND ANY OTHER APPLICABLE CITY
OR STATE ORDINANCES, CODES, AND LAWS PRIOR TO CONSTRUCTION.
2. THE CONTRACTOR SHALL CONTACT NORTH CAROLINA ONE -CALL
CENTER (811 OR 1-800-632-4949) PRIOR TO BEGINNING WORK, IN
ORDER TO DETERMINE THE EXTENT AND LOCATION OF ALL
UNDERGROUND UTILITIES WITHIN THE PROJECT LIMITS. UTILITY
COMPANIES SHALL BE NOTIFIED THROUGH NORTH CAROLINA
ONE -CALL CENTER 2 BUSINESS DAYS PRIOR TO ANY EXCAVATION
WITHIN THE PROXIMITY OF THEIR UTILITIES. THE CONTRACTOR SHALL
BE RESPONSIBLE FOR REPAIRING OR REPLACING, AT HIS OWN
EXPENSE, ANY EXISTING UTILITIES, PAVEMENT, CONCRETE ITEMS,
PIPES, ETC., THAT ARE DAMAGED DURING CONSTRUCTION.
CONTRACTOR SHALL HAND EXCAVATE NEAR EXISTING UTILITIES.
3. THE LOCATION AND EXTENT OF EXISTING UTILITY FACILITIES ARE
SHOWN BASED UPON INFORMATION AVAILABLE AT THE TIME OF
DESIGN.
4. THE CONTRACTOR SHALL COORDINATE WITH UNCW FOR LOCATION OF
STAGING AREA BEFORE CONSTRUCTION BEGINS. CONTRACTOR SHALL
RESTORE THE STAGING AREA TO ORIGINAL CONDITIONS AND TO THE
SATISFACTION OF THE OWNER, PRIOR TO DEMOBILIZATION AT THE
CONCLUSION OF THE PROJECT.
5. ALL DIMENSIONS ARE IN FEET, TO CENTERLINE, AND/OR TO FACE OF
C CURB, UNLESS OTHERWISE NOTED.
6. NORTHING AND EASTING COORDINATES FOR UTILITY AND DRAINAGE
STRUCTURES INDICATE CENTER OF STRUCTURE SYMBOL ON THE SITE
PLAN. CONTRACTOR SHALL FIELD ADJUST STRUCTURE LOCATIONS AS
NECESSARY BASED ON THE ACTUAL DIMENSIONS OF THE STRUCTURE.
7. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING AND IDENTIFYING
ALL VALVES AND AIR VENTS OF EXISTING UTILITIES PRIOR TO
STARTING CONSTRUCTION.
8. THE CONTRACTOR SHALL MAINTAIN FULL ACCESS TO VALVES AND
HYDRANTS.
9. WHEN IT IS NECESSARY TO DISTURB EXISTING DRIVEWAYS BEYOND
THE PROPOSED CONSTRUCTION LIMITS, THE OWNER SHALL DIRECT
HOW THE CONTRACTOR SHALL TIE -INTO THE EXISTING DRIVEWAYS.
THE CONTRACTOR SHALL MATCH EXISTING MATERIALS.
10. THE CONTRACTOR SHALL KEEP THE PROJECT AREA IN A CLEAN
CONDITION, FREE OF DEBRIS AND TRASH.
11. WHEN MATERIALS UNSUITABLE FOR FOUNDATIONS, SUBGRADE OR THE
ROADWAY PURPOSE OCCUR WITHIN THE LIMITS OF STREET
CONSTRUCTION, THE CONTRACTOR SHALL EXCAVATE SUCH MATERIAL
BELOW THE GRADE SHOWN ON THE PLANS AND SHALL PLACE
B BACKFILL IN THOSE EXCAVATED AREAS WITH APPROVED MATERIALS.
THE EXTENT OF UNDERCUT AND BACKFILL IS DETERMINED BY THE
OWNER.
12. THE CONTRACTOR SHALL PLACE A MINIMUM OF TWO INCHES OF
TOPSOIL ON ALL DISTURBED AREAS.
13. THE CONTRACTOR SHALL FINE GRADE, FERTILIZE, AND SOD ALL
DISTURBED AREAS, UNLESS OTHERWISE DIRECTED BY THE OWNER OR
NOTED BY THE PLANS. SOD SHALL BE BERMUDA SOD CYNODON
DACTYLON "T419" OR APPROVED SUBSTITUTE.
0 14. THE CONTRACTOR SHALL REPLACE ANY VALVE BOXES, RISERS, OR
3 LIDS LOST OR DAMAGED DURING CONSTRUCTION AT HIS EXPENSE.
M 15. THE CONTRACTOR SHALL MAINTAIN A MINIMUM OF FOUR FOOT
M HORIZONTAL CLEARANCE BETWEEN UTILITY LINES AND OTHER
APPURTENANCES, UNLESS OTHERWISE NOTED ON THE PLANS OR
REQUIRED.
16. ALL VALVES, WATER METERS, AND CLEANOUTS IMPACTED BY THIS
PROJECT SHALL BE ADJUSTED TO GRADE.
17. PROPOSED GRADES CONVEY DRAINAGE INTENT AND MAY VARY
SLIGHTLY BASED ON FIELD CONDITIONS. POSITIVE DRAINAGE MUST BE
Cl A MAINTAINED AT ALL TIMES ON ACTIVE TRAFFIC LANES.
18. CONTRACTOR SHALL REPLACE ALL DETECTOR LOOPS AND TRAFFIC
r SIGNAL EQUIPMENT DAMAGED DURING CONSTRUCTION AT HIS
t EXPENSE, AND SHALL BE TO THE REQUIREMENTS OF THE NORTH
CAROLINA DEPARTMENT OF TRANSPORTATION.
19. U.S. FISH AND WILDLIFE SERVICE NATIONAL WETLANDS INVENTORY
INDICATES THERE ARE NO WETLANDS OF ANY TYPE WITHIN THE LIMIT
OF DISTURBANCE.
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2
SURVEYOR NOTES
1. THE FIELD SURVEY WAS PERFORMED ON 1/6/2011. PLEASE CONTACT
SPAULDING & NORRIS PA AT [phone] WITH ANY QUESTIONS.
2. HORIZONTAL AND VERTICAL SETUP FROM EXISTING STRUCTURE
INFORMATION AS SHOWN ON A FIELD SURVEY COMPLETED BY MCKIM
& CREED, P.A. ON NOVEMBER 15, 2007 AND INFORMATION PROVIDED
BY UNCW. FIELD CONTROL TRAVERSE AS SHOWN.
3. UNDERGROUND SANITARY SEWER STRUCTURE AND PIPE
LOCATION/INFORMATION SHOWN WITH WITH AN EX TAKEN FROM
INFORMATION AS SHOWN ON A FIELD SURVEY COMPLETED BY MCKIM
& CREED, P.A. ON NOVEMBER 15, 2007 AND INFORMATION PROVIDED
BY UNCW.
4. ALL UNDERGROUND WATER, GAS, POWER, AND PHONE UTILITIES WERE
LOCATED FROM EXISTING PAINTMARKS BY UNCW.
5. ALL MIDDLE ROAD STRIPES ARE SOLID YELLOW AND ALL OTHER ROAD
STRIPES ARE SOLID WHITE.
6. PROPERTY IS SUBJECT TO ALL EASEMENTS AND RESTRICTIONS OF
RECORD. NO TITLE EXAMINATION HAS BEEN DONE BY SPAULDING &
NORRIS PA.
DEMOLITION AND REMOVAL NOTES
1. TREES OUTSIDE THE LIMITS OF CONSTRUCTION SHALL NOT BE
DISTURBED BY CONSTRUCTION EQUIPMENT.
2. TEMPORARY STOCKPILE LOCATIONS OF EXCAVATED MATERIALS FROM
THE INSTALLATION OF UTILITIES SHALL BE COORDINATED WITH THE
OWNER.
3. PAVEMENTS TO BE REMOVED SHALL BE SAW CUT ALONG THE EDGE
OF REMOVAL TO PROVIDE A SMOOTH TIE IN OF NEW PAVEMENT. MILL
PAVEMENT TO A MINIMUM DEPTH OF 1.5 INCHES IN ALL AREAS
INDICATED ON THE PLAN.
4. SIDEWALKS AND CURB AND GUTTER TO BE REMOVED SHALL BE SAW
CUT AT THE NEAREST JOINT TO PROVIDE A SMOOTH TIE IN OF NEW
SIDEWALKS AND CURB AND GUTTER. SAW CUT EDGES SHALL BE
PROTECTED BY THE CONTRACTOR. DAMAGED EDGES SHALL BE
RESAWED TO PROVIDE ONE UNIFORM EDGE AND THE ADDITIONAL
COST SHALL BE BORNE BY THE CONTRACTOR.
EROSION CONTROL NOTES
1. A COPY OF THE EROSION CONTROL PLAN MUST BE ON FILE AT THE JOB
SITE AT ALL TIMES.
2. PROTECT EXISTING DRAINAGE STRUCTURES WITH INLET PROTECTION WITHIN
LIMITS OF WORK UNTIL AREA DRAINING TO INLET IS STABILIZED.
3. WHEN HAND PLANTING AND TEMPORARY SEEDING, MULCH (HAY OR STRAW)
SHALL BE UNIFORMLY SPREAD OVER SEEDED AREA WITHIN 24 HOURS OF
SEEDING.
4. EROSION AND SEDIMENT CONTROL DEVICES MUST BE INSTALLED AND
INSPECTED PRIOR TO GRADING ON SITE.
5. SEDIMENT/EROSION DEVICES MUST BE CHECKED AFTER EACH STORM EVENT.
EACH DEVICE IS TO BE MAINTAINED OR REPLACED IF SEDIMENT
ACCUMULATION HAS REACHED ONE HALF THE CAPACITY OF THE DEVICE.
6. CONSTRUCTION, MAINTENANCE AND REMOVAL OF EROSION CONTROL DEVICES
ARE THE RESPONSIBILITY OF THE CONTRACTOR. ALL EROSION CONTROL
DEVICES SHALL CONFORM TO THE STANDARDS SET FORTH IN THE NORTH
CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES, DIVISION
OF LAND RESOURCES (NCDENR, DLR) EROSION AND SEDIMENT CONTROL
PLANNING LAND DESIGN MANUAL.
7. NO SEDIMENT SHALL BE ALLOWED TO RUN OFF THE PROJECT SITE. IF
SEDIMENT IS TRACKED ONTO THE ROADWAY, IT MUST BE CLEANED OFF DAILY.
8. ADDITIONAL MEASURES, BEYOND APPROVED PERMITTED DESIGN, TO CONTROL
EROSION AND SEDIMENT MAY BE REQUIRED BY A LOCAL REPRESENTATIVE OF
THE STATE, CITY, OR COUNTY.
9. GRADING BEYOND THE LIMITS OF DISTURBANCE SHOWN ON THE PLAN IS A
VIOLATION OF THE STATE EROSION CONTROL ORDINANCE AND IS SUBJECT TO
A FINE.
10. CONSTRUCTION AND MAINTENANCE OF EROSION CONTROL DEVICES SHALL
CONFORM TO THE STANDARDS SET FORTH IN THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES, DIVISION OF LAND
RESOURCES EROSION AND SEDIMENT CONTROL PLANNING LAND DESIGN
MANUAL.
11. REFER TO EROSION AND SEDIMENT CONTROL PLANS FOR LIMITS OF
DISTURBANCE AND TEMPORARY EROSION CONTROL DEVICES TO BE INSTALLED
PRIOR TO COMMENCING CONSTRUCTION.
3
EROSION CONTROL NOTES (CONT.
12. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED
CONTINUOUSLY, RELOCATED WHEN AND AS NECESSARY, AND SHALL
BE CHECKED AFTER EVERY RAINFALL. AREAS WITH TEMPORARY SEED
OR SOD SHALL BE CHECKED REGULARLY AND SHALL BE WATERED,
FERTILIZED, RESEED, AND MULCHED AS NECESSARY TO OBTAIN A
DENSE STAND OF GRASS.
13. GROUND COVER SHALL BE PROVIDED ON EXPOSED SLOPES WITHIN
14 WORKING DAYS FOLLOWING COMPLETION OF ANY PHASE OF
GRADING AND PERMANENT GROUND COVER FOR DISTURBED AREAS
WITHIN 15 WORKING DAYS OR 30 CALENDAR DAYS FOLLOWING
COMPLETION OF CONSTRUCTION OR DEVELOPMENT IN ANY PHASE.
SIDEWALK/PAVING/CURBING NOTES
1. WHERE NEW CURB AND GUTTER TIES TO EXISTING CURB OR CURB
AND GUTTER, A TRANSITION OF 10' SHALL BE MADE TO CONFORM
TO THE EXISTING HEIGHTS, WIDTHS, AND SHAPES.
2. INSTALL EXPANSION JOINT WITH THICKENED EDGE WHERE CONCRETE
PAVEMENT ABUTS EXISTING CONCRETE PAVEMENT OR CURB UNLESS
NOTED OTHERWISE.
3. FREE CONCRETE PAVEMENT EDGES ABUTTING GRASSED, GRAVEL OR
ASPHALT PAVEMENT SHALL BE THICKENED.
4. CONSTRUCTION JOINTS SHALL BE USED AT THE END OF EACH DAY'S
PLACING OPERATIONS AND WHEN CONCRETE PLACEMENT IS
INTERRUPTED FOR 30 MINUTES OR LONGER.
STORM DRAINAGE NOTES
1. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS
SHOWN, INCLUDING THE HORIZONTAL AND VERTICAL LOCATION OF
CURB INLETS AND GRATE INLETS AND ALL UTILITIES CROSSING THE
STORM SEWER.
2. THE LOCATIONS OF STORM SEWER STRUCTURES SHOWN ON THESE
PLANS ARE APPROXIMATE. THE CONTRACTOR SHALL STAKE ALL
CURB INLET STRUCTURES SUCH THAT INLET TOPS ALIGN
HORIZONTALLY WITH NEW CURB LOCATIONS. WHERE NEW STORM
SEWERS TIE TO EXISTING STRUCTURES, PIPES, ETC., THE
CONTRACTOR SHALL FIELD ADJUST NEW STORM SEWERS TO MATCH
THE LOCATIONS OF THESE EXISTING FEATURES.
3. ALL RCP SHALL BE CLASS III.
INCIDENTAL CONCRETE NOTES
1. TEMPORARY DRAINAGE DURING CONSTRUCTION SHALL BE PROVIDED BY THE
CONTRACTOR TO RELIEVE AREAS THAT MAY CAUSE DAMAGE TO ROADWAYS,
AS DIRECTED BY THE OWNER.
2. ALL CONCRETE ITEMS, SUCH AS SIDEWALK, CURB, GUTTER, AND DRAINAGE
STRUCTURES SHALL BE VERIFIED FOR CORRECT ELEVATION IN THE FIELD
PRIOR TO CONSTRUCTION.
3. ALL CONCRETE SHALL BE AIR ENTRAINED (3,000 PSI) IN ACCORDANCE TO
THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES, UNLESS OTHERWISE NOTED.
4. BOTH CURB AND GUTTER AND SIDEWALK SHALL BE CONSTRUCTED IN
SECTIONS OF UNIFORM LENGTHS, APPROXIMATELY TEN (10) FEET (NO
SECTIONS SHALL BE LESS THAN SIX (6) FEET). EXPANSION JOINTS SHALL
BE FORMED AT INTERVALS OF 100 FEET USING h INCH PREMOLDED
BITUMINOUS FIBER JOINT FILLER. CONSTRUCTION JOINTS ARE REQUIRED
AS FOLLOWS:
1)
CURB &
GUTTER
100'
2)
FIVE (5)
FOOT WIDE SIDEWALK
50'
3)
TEN (10)
FOOT WIDE SIDEWALK
50'
PAVEMENT AND OPEN CUT NOTES
1. MATERIALS THAT ARE DETERMINED UNSUITABLE FOR FOUNDATIONS,
SUBGRADES, OR OTHER ROADWAY PURPOSES WITHIN THE LIMITS OF
CONSTRUCTION, SHALL BE EXCAVATED BY THE CONTRACTOR, AT HIS OWN
EXPENSE, BELOW THE GRADE SHOWN ON PLANS AND THE AREAS
EXCAVATED SHALL BE BACKFILLED WITH APPROVED SUITABLE MATERIALS.
EXCAVATED MATERIALS SUITABLE FOR BACKFILL SHALL BE STOCKPILED
SO AS NOT TO INTERFERE WITH DRAINAGE. UNSUITABLE MATERIAL
SHALL BE REMOVED FROM THE SITE.
2. CERTIFICATION OF MATERIALS AND THE TEST RESULTS (E.G., CBR AND
PROCTOR, ETC.) FROM EACH SOURCE OF SUPPLY FOR SELECT BORROW
AND SELECT MATERIAL SHALL BE SUBMITTED TO THE OWNER BY THE
CONTRACTOR PRIOR TO INSTALLATION.
3. COMPACT SUBGRADE AND SELECT MATERIAL TO 95% OF MODIFIED
PROCTOR TEST (ASTM D 1557). PLACE SELECT MATERIAL IN MAXIMUM
6-INCH LIFTS.
m
CIVIL ABBREVIATIONS (CONTD.;
BC
BACK OF CURB
CB
CATCH BASIN
COL
COLUMN
CONC
CONCRETE
CW
CHILLED WATER
DI
DROP INLET
DIP
DUCTILE IRON PIPE
DNE SIGN
DO NOT ENTER SIGN
E
EAST, EASTING
EG
UNDERGROUND GAS LINE
ELEV
ELEVATION
EMCB
EMERGENCY CALL BOX
EMH
ELECTRICAL MANHOLE
EOP
EDGE OF PAVEMENT
EUE
UNDERGROUND POWER LINE
EUT
UNDERGROUND PHONE LINE
EW
UNDERGROUND WATER LINE
EX
EXISTING
EXSMH
EXISTING SEWER MANHOLE
FDC
FIRE DEPARTMENT CONNECTION
FES
FLARED END SECTION
FH
FIRE HYDRANT
FL
FLOW LINE
FT
FEET, FOOT
GS
GENERAL STATUTE
GTV
GAS TEST VALVE
GV
GAS VALVE
H
HORIZONTAL
HW
HOT WATER
INV
INVERT
IRBX
IRRIGATION BOX
IRGCV
IRRIGATION CONTROL VALVE
ISIGN
INFORMATION SIGN
LN
LINEAR FEET
L/P
LIGHT POLE
MAX
MAXIMUM
MG
MATCH GRADE
MIN
MINIMUM
N
NORTH, NORTHING
NE
NORTHEAST
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
NCDOT
NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION
NW
NORTHWEST
PKNF
PK NAIL FOUND
PSI
POUNDS PER SQUARE INCH
PVC
PVC PIPE
R
RADIUS
RCP
REINFORCED CONCRETE PIPE
S
SOUTH
SCO
SEWER CLEANOUT
SD
STORM DRAINAGE
SDMH
STORM DRAINAGE MANHOLE
SE
SOUTHEAST
SIGBX
TRAFFIC SIGNAL BOX
SIG/P
TRAFFIC SIGNAL POLE
SMH
SANITARY MANHOLE
STA
STATION
STD
STANDARD
ST SIGN
STREET SIGN
SW
SOUTHWEST
TC
TOP OF CURB
TP
TELEPHONE PEDESTAL
TRANS
TRANSFORMER
TSIGN
TRAFFIC SIGN
TYP
TYPICAL
UNCW
UNIVERSITY OF NORTH CAROLINA
WILMINGTON
UGEBX
UNDERGROUND ELECTRIC BOX
UGSIGBX
UNDERGROUND SIGNAL BOX
UGTBX
UNDERGROUND PHONE BOX
V
VERTICAL
W
WEST
WM
WATER METER
WV
WATER VALVE
XWALK
CROSS WALK
5
EXISTING CIVIL LEGEND
0 STORM DRAINAGE MANHOLE
d FLARED END SECTION
o SEWER CLEANOUT
❑ CATCH BASIN
® IRRIGATION BOX
EB UNDERGROUND ELECTRIC BOX
El TRAFFIC SIGNAL BOX
0 TRAFFIC SIGNAL POLE
LIGHT POLE
'cr FIRE HYDRANT
EDGE OF PAVEMENT
BACK OF CURB
❑ EMERGENCY CALL BOX
WATER VALVE
® WATER METER
>a GAS VALVE
>13 GAS TEST VALVE
❑ TELEPHONE PEDESTAL
❑ UNDERGROUND PHONE BOX
0 ELECTRICAL MANHOLE
❑ TRANSFORMER
STREET SIGN
INFORMATION SIGN
DO NOT ENTER SIGN
UNDERGROUND GAS LINE
- - - - UNDERGROUND POWER LINE
UNDERGROUND WATER LINE
- UNDERGROUND PHONE LINE
1 PK NAIL FOUND
TRAFFIC SIGN
❑ DROP INLET
t7 FIRE DEPARTMENT CONNECTION
CONCRETE
a COLUMN
REINFORCED CONCRETE PIPE
PVC PIPE
IRRIGATION CONTROL VALVE
p EXISTING SEWER MANHOLE
❑ UNDERGROUND SIGNAL BOX
STREET STRIPING
HDPE PIPE
BRICK CROSSWALK
CONCRETE WALK
ASPHALT WALK
i CONTROL POINT
❑ UNDERGROUND UTILITY BOX
NEW CIVIL LEGEND
_,14` CONTOUR
ZXI-X-X
SPOT GRADE
CONCRETE CURB AND GUTTER
NMMSD�
STORM DRAIN
•
NYLOPLAST DROP INLET
0
CATCH BASIN
■
DROP INLET
LIMITS OF DISTURBANCE
�-
SIGN
e
CONNECT NEW TO EXISTING
so:
BLOCK AND GRAVEL
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INLET PROTECTION
DEMOLISH CONCRETE/ASPHALT/
GRAVEL
.•'•• `.
CONCRETE SIDEWALK
HEAVY DUTY CONCRETE
PAVEMENT
STAMPED ASPHALT CROSSWALK
Architecture & Engineering
CLARK NDGEN LICENSE No. C-1028
4000 WESTCHASE BOULEVARD
RALEIGH, NORTH CAROLINA27607
919.828.1867 FAX [phone]
W W W.CLARKND(SEN.COM
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02/11
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WLB
DRAWN:
RBF
REVIEW.
KJH
REVISIONS
No. Date
Dmaotion By
GENERAL NOTES,
ABBREVIATIONS
C�001
SHEET 2 OF -

1 1 2 1 3
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DRAINAGE AREA EXHIBIT
CONSTRUCTION NOTES
1 LIMIT OF DISTURBANCE 5 PAVEMENT PATCH
2 24" CURB AND GUTTER 6 NCDOT CONCRETE CATCH BASIN (STD
840.02)
3 CURB SLOT OPENING
7 RELOCATED CROSSWALK SIGN
4 CONCRETE SIDEWALK
8 8'x24" SOLID WHITE THERMOPLASTIC LINE
9 CURB WIPEDOWN
10 NYLOPLAST INLINE DRAIN
11 NYLOPLAST DRAIN BASIN
MMAIKIA^•MrA nn"nr
12 NCDOT CONCRETE DROP INLET (STD
840.14)
13 AGGREGATE REINFORCED THERMOPLASTIC
STAMPED ASPHALT SEE SHEET C-501
14 24" SOLID WHITE THERMOPLASTIC LINE
15 HEAVY DUTY CONCRETE PAVEMENT
16 24" DETECTABLE WARNING STRIP PER NCDOT STDS.
17 RAISED CROSSWALK
Architecture & Engineering
CLARK NEXSEN LICENSE No. C-1028
4000 VVESTCHASE BOULEVARD
RALEIGH, NORTH CAROUNA 27607
919.828.1867 FAX [phone]
WWW.CL4R NEXSEN.COM
STORMWATER
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NC464.4
DATE:
02/11 /14
DESIGN:
WLB
DRAWN:
RBF
REVIEW.
KJH
REVISIONS
No. Date
Desaipfion By
DRAINAGE AREA
EXHIBIT
MAR t u94
GRAPHIC SCALE By-- C�DA
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44 INFORMATION PER PLANS
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1. SET THE STEEL
POSTS.
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3. WIRE FILTER FABRIC TO
POSTS AND EXTEND IT INTO
THE TRENCH.
2. EXCAVATE A 8"X4" TRENCH
UPSLOPE ALONG THE LINE OF POSTS.
4. BACKFILL AND COMPACT THE
EXCAVATED SOIL.
CONSTRUCTION OF A FILTER BARRIER
CONSTRUCTION SPECIFICATIONS
1. CONSTRUCT THE SEDIMENT FENCE OF STANDARD OR EXTRA STRENGTH
SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE FENCE DOES NOT EXCEED 18 INCHES
ABOVE THE GROUND SURFACE.
3. IF JOINTS ARE NECESSARY, FASTEN THE FILTER CLOTH ONLY AT A SUPPORT
POST WITH OVERLAP TO THE NEXT POST.
4. USE 1.33LB/LINEAR FT STEEL WITH A MINIMUM LENGTH OF 5 FT., AS POSTS.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF
8 FT APART, OTHERWISE, SPACE POSTS A MAXIMUM OF 6 FT. APART.
6. USE WIRE TO ATTACH FABRIC DIRECTLY TO POSTS.
7. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
8. DO NOT INSTALL SEDIMENT FENCE ACROSS SEDIMENT TRAP OUTLETS AND INLET
PROTECTION, OVER PAVEMENT, STORM OUTLETS, CONSTRUCTION ENTRANCES, OR
IN AREAS THAT MAY BLOCK STORMWATER CHANNELS.
SEDIMENT FENCE
NO SCALE
Architecture & Engineering
4000 VVESTCHASE BOULEVARD
RALEIGH, NORTH CAROUNA 27607
919.828.1867 FAX [phone]
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DESIGN: WLB
DRAWN: RBF
REVIEW: KJH
REVISIONS
Date
# DEMOLITION NOTES No'°' BY
1 LIMITS OF DISTURBANCE
2 SAWCUT AND REMOVE ASPHALT/CONCRETE
3 REMOVE ASPHALT PAVEMENT SECTION DEMOLITION AND
4 REMOVE CONCRETE SIDEWALK (REMOVE TO NEAREST JOINT) EROSION
CONTROL PLAN
5 REMOVE SIGN
6 REMOVE CROSSWALK PAVEMENT MARKINGS
7 RELOCATE SIGN
GRAPHIC SCALE CD101
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L#J CONSTRUCTION NOTES
1 LIMIT OF DISTURBANCE 5 PAVEMENT PATCH
2 24" CURB AND GUTTER 6 NCDOT CONCRETE CATCH BASIN (STD
840.02)
3 CURB SLOT OPENING
7 RELOCATED CROSSWALK SIGN
4 CONCRETE SIDEWALK
8 8'x24" SOLID WHITE THERMOPLASTIC LINE
9 CURB WIPEDOWN
10 NYLOPLAST INLINE DRAIN
11 NYLOPLAST DRAIN BASIN
12 NCDOT CONCRETE DROP INLET (STD
840.14)
13 AGGREGATE REINFORCED THERMOPLASTIC
STAMPED ASPHALT SEE SHEET C-501
14 24" SOLID WHITE THERMOPLASTIC LINE
Architecture & Engineering
CLARK NEXSEN LICENSE No. C-1028
4000 WESTCHASE BOULEVARD
RALEIGH, NORTH CAROLINA 27607
919-828.1867 FAX 919.828• 1877
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DESIGN:
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DRAWN:
REIF
REVIEW:
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REVISIONS
No. Date
Description By
GRADING,
DRAINAGE, AND
SITE PLAN
15 HEAVY DUTY CONCRETE PAVEMENT
16 24" DETECTABLE WARNING STRIP PER NCDOT STDS. Ll
17 RAISED CROSSWALK GRAPHIC SCALE
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CONSTRUCTION SPECIFICATIONS 3" STONE
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE IN THE BOTTOM ROW
TO ALLOW POOL DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCHES
BELOW THE CREST OF THE STORM DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST
THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT AND TO AVOID WASHOUTS
WHEN OVERFLOW OCCURS. IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ROWS
BY PLACING 2 X 4 WOOD STUDS THROUGH BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2 INCH OPENING
OVER ALL BLOCK OPENINGS TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 1/2 TO 3/4 INCH IN DIAMETER, PLACED 2 INCHES BELOW THE
TOP OF THE BLOCK ON A 2:1 SLOPE OR FLATTER AND SMOOTH IT TO AN EVEN GRADE.
NCDOT #57 WASHED STONE IS RECOMMENDED.
N 4. IF ONLY STONE AND GRAVEL ARE USED, KEEP THE SLOPE TOWARD THE INLET NO STEEPER THAN
3:1. LEAVE A MINIMUM 1 FT WIDE LEVEL STONE AREA BETWEEN THE STRUCTURE AND AROUND
THE INLET TO PREVENT GRAVEL FROM ENTERING INLET. ON THE SLOPE TOWARD THE INLET, USE
STONE 3 INCHES IN DIAMETER OR LARGER. ON THE SLOPE AWAY FROM THE INLET USE
1/2 - 3/4 INCH GRAVEL (NCDOT #57 WASHED STONE) AT A MINIMUM THICKNESS OF 1 FT.
MAINTENANCE
A INSPECT THE BARRIER AFTER EACH RAIN AND MAKE REPAIRS AS NEEDED.
REMOVE SEDIMENT AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
SUBSEQUENT RAINS.
N
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE
ALL MATERIALS AND ANY UNSTABLE SOIL, AND EITHER SALVAGE OR DISPOSE OF IT
PROPERLY. BRING THE DISTURBED AREA TO PROPER GRADE, THEN SMOOTH AND COMPACT
IT. APPROPRIATELY STABILIZE ALL BARE AREAS AROUND THE INLET.
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NO SCALE
24" WIDE DETECTABLE WARNING
STRIP PER N
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NO SCALE NO SCALE
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NOTE:
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CONCRETE SIDEWALK
NO SCALE
WELDED WIRE FABRIC (6x6 W2.9xW2.9)
IN CENTER OF SLAB
8" CONCRETE (4,000 PSI
COMPRESSIVE STRENGTH)
6" NCDOT AGGREGATE BASE COURSE
COMPACT SUBGRADE
NOTE:
JOINT SPACING AND CONCRETE FINISH SHALL MATCH ADJACENT CONCRETE PAVEMENT.
HEAVY DUTY CONCRETE PAVEMENT
NO SCALE
SLOPE
VARIES
SUBGRADE
CONCRETE CU
NO SCALE
EXISTING
PAVEMENT
SAW CUT
PAVEMENT EDGE
MATCH EXISTING PAVEMENT SECTION MINIMUM 1.5"
ASPHALT CONCRETE SURFACE (NCDOT SF9.5B) OVER
2.5" ASPHALT CONCRETE INTERMEDIATE COURSE (NCDOT
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EXISTING ASPHALT
CONCRETE SURFACE
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COURSE
SAWCUT
MATCH EXISTING BASE
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TwrmnTTnkjOF THE CURB AND GUTTER MAY BE
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SUBSURFACE COURSES PROVIDED A MINIMUM
THICKNESS OF 7" IS MAINTAINED
RB AND GUTTER WITH PAVEMENT PATCH
12"
PAVEMENT PATCH
NO SCALE
10'-0"
8'-0"
- MATCH EXISTING PAVEMENT SECTION MINIMUM 1.5" ASPHALT
CONCRETE SURFACE (NCDOT SF9.5B) OVER 2.5" ASPHALT
CONCRETE INTERMEDIATE COURSE (NCDOT 1-19.OB)
TRENCH 12"
TACK COAT
SAME AS EXISTING
BASE COURSE, 8"
MINIMUM
BACKFILL
12" SOLID WHITE THERMOPLASTIC
STRIPE AT CROSSWALKS
BRICK COLOR HERRING BONE PATTERN
WITH BRICK COLOR BLOCK SHOULDER
COURSES
NOTES:
1. STAMPED ASPHALT CROSSWALKS SHALL BE STREETPRINT XD OR APPROVED EQUAL.
CROSSWALK SHALL BE BRICK COLOR HERRING BONE PATTERN WITH 6" BLOCK SHOULDER
COURSES. CONTRACTOR SHALL PROVIDE FOUR FOOT TEST STRIP FOR APPROVAL PRIOR TO
INSTALLATION.
2. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.
3. DO NOT SCALE DRAWINGS.
4. CONFIRM PATTERN AND/OR TEXT PRIOR TO INSTALLATION
5. CONTACT MANUFACTURER FOR COLOR OPTIONS.
6. MANUFACTURER TO BE 'STREETPRINT' OR APPROVED EQUAL.
AGGREGATE REINFORCED THERMOPLATIC STAMPED ASPHALT
CROSSWALK SECTION AND PATTERN SELECTION
NO SCALE
Architecture & Engineering
CLARK NEXSEN LICENSE No. C-1028
4000 VVESTCHASE BOULEVARD
RALEIGH, NORTH CAROUNA 27607
919.828.1867 FAX [phone]
VVWW.CLARKNEXSEN.00M
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REVIEW:
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REVISIONS
No. Date
Description
CONSTRUCTION
DETAILS
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CONSTRUCTION DRAWINGS
SCO # 17-17327-01
601 SOUTH COLLEGE ROAD
WILMINGTON, NORTH CAROLINA 28403 SHFgrMFX
C-1 rmsimG CONDITInNIS
C--� r�IISTING COT M3 )NS
C-3 EXISTING CONDITIONS
C-4 EXISTING CONDITIONS
C-5 PARKING LOT (IA) DEMOLITION PLAN
C-6 PARKING LOT (1B) DEMOLITION PLAN
C-7 OVERALL SITE PLAN
C-8 PARKING LOT (IA) SrM PLAN
C-9 PARKING LOT (1B) SITE PLAN
C-10 OVERALL GRADING AND STORM DRAINAGE PLAN
C-11 PARKING LOT (1A) GRADING AND STORM DRAINAGE PLAN
C-12 PARKING LOT (1B) GRADING AND STORM DRAINAGE PLAN
P-1 STORM DRAINAGE OUTFALL "A" AND "B" PLAN & PROFII.E
P-2 STORM DRAINAGE OUTFAI.L "C" PLAN & PROFILE
EC-1 PARKING LOT ( lA) EROSION CONTROL PLAN
EC-2 PAR 83NG LOT (1B) EROSION CONTROL PLAN
LS-1 PARKING LOT UAj LANDSCAPE PLAN
IS-2 PARKING LOT (1B) LANDSCAPE PLAN
OWNER: LS-3 LANDSCAPE DETAILS
D-1 SITE DETAILS
D-2 STORM DRAINAGE DETAILS
D-3 STORM DRAINAGE & SANITARY SEWER DETAILS
UNIVERSITY OF NORTH CAROLINA - WILMINGTON D-4 EROSION CONTROL DETAILS
SW-1 STORMWATER MANAGEMENT FACILITY PLAN VIEW
601 SOUTH COLLEGE ROAD SW-2 STORMWATER MANAGEMENT FACILITY DETAIIS
WILMINGTON, NORTH CAROLINA 28403-5620 SW-3 sroRMWATER MANAGEMENT FACIIITY DETAIIS
SW-4, STORMWATER MANAGEMENT FACIIIIY DWIAIIS
PHONE: [phone] SW-5 STORMWATER MANAGEMENT FACIIHY LANDSCAPE PLAN
�c
SW-6 STORMWATER MANAGEMENT FACUM DEMOLITION PLAN
9 E-1 LEGEND, ABBREVIATIONS, AND LIGHTING FIXTURE SCHEDULE
° LAT: 77.8650 LOT lA ,_ MARK MORGAN, �►SSOCIATE VICE CHANCELLOR
� LON:-77.8650 � E-2 ELECTRICAL, GENERAL AND DEMOLITION NOTES
�� OF BUSI]�E;SS AFF - FAC E-3 ELECTRICAL DETAILS
E-4 PARKING LOT UA) SITE PLAN - UGH nNG
pR,e EMAIL: MORGANMOUNCW.EDU E-5 PARKING LOT (1B) SITE PLAN - POWER AND UGEMNG
°R ED-1 PARKING LOT ( lA) SITE PLAN - DEMOLITION
LAM 34.2224 x LOT 1B
LON:—77.8667 *s ED-2 PARKING LOT (1B) SPrE PLAN -DEMOLITION
x.
E�aj1VE
o, fflE3i
= sAPPROVED �I3Y0I��
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
s� sF�Ge oOP
C,1>tNF1 (,/aI/n
THE JOHN R. MCADAMS
® ` " COMPANY, INC.
CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT o°�Q��N...AR0</
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION _� oFs�� 'fir°;
VICINITY MAP G - :ate �y - 2905 Meridian Parkway
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. _ e SEAL ` i = y
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE i 033840 Durham, North Carolina 27713
NTS�n ,/Iiee%S �) / Know Wi18t�S below. THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811". �`;°,yG-��,�;- License NO.: C-0293
L L ' G G 1 NE.. tc,
■ REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY. '%,�TS �;,,.- [phone] ■ MCAdaII7sCO.com
Call before you dig. --- M. eL ;,. MCADAMS Contact: Cory George
george®mcadamsco.com,
SITE DATA TABLE PROJECT NUMBER: UNW-
16050
PROJECT NAME:
UNC—W PARKING IMPROVEMENTS PHASE t
LOT 1A —SOUTHEAST CORNER OF CAHILL DRIVE AND WALTON DRIVE
DATE: JUNE 9, 2017
PHYSICAL ADDRESS:
LOT 18 —NORTHEAST CORNER OF SUITE SERVICE LOOP AND WALTON DRIVE
WILMINGTON, NC 28403
OWNER/DEVELOPER:
UNIVERSITY OF NORTH CAROLINA — WILMINGTON
601 S. COLLEGE ROAD
WILMINGTON, NC 28403 [phone]
PARCEL ID NUMBER:
PIN NUMBER: R05511-003-007-000 (DB 5750, PG 432)
TOTAL PARCEL &
648.92 AC (7.60 AC DISTURBED)
IMPERVIOUS AREA:
EXISTING SITE IMPERVIOUS AREA: 498,750 SF/ 71.45 AC
PROPOSED SITE IMPERVIOUS AREA: 594,789 SF/ 13.65 AC
PARKING:
PARKING: LOT to PROVIDED: 177 SPACES (87 NEW, 84 EX.)
LOT 16 PROVIDED: 156 SPACES
ACCESSIBLE PARKING: LOT to
PROVIDED: 6 SPACES (t VAN)
LOT 1B REWIRED: 6 SPACES
PROVIDED: 6 SPACES (2 VAN)
WETLANDS:
EXISTING WETLAND SOUTH OF STORMWATER MANAGEMENT FACIL'N
ZONING:
Odd — 1 (OFFICE AND INSTITUTION)
WATERSHED:
UNNAMED TRIBUTARY TO BRADLEY CREEK — SC;HQW (WHITE OAK RIVER BASIN)
FLOOD ZONE:
ZONE X PER FEMA MAP i� 3720313700J REVISION 4/3/06
SURVEYOR:
MCADAMS
2905 MERIDIAN PKWY
DURHAM, NC 27713 [phone]
ENGINEER:
MCADAMS
2905 MERIDIAN PKWY
DURHAM, NC 27713 [phone]
FINAL DRAWING -NOT RELEASED FOR

a
4
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NTS /
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SANITARY SEWER MANHOLE
Q
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p
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®
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®
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M
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- Q
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❑s
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®
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WW
CURB INLET
GENERAL NOTES
1. HIS IS A SURVEY OF AN EXISTING PARCEL(S) OF LAND. HIS IS A
TOPOGRAPHICAL SURVEY.
2. BEARINGS FOR HIS SURVEY ARE BASED ON NC GRID (NAD 83) (2011).
3. ALL DISTANCES ARE HORIZONTAL GROUND DISTANCES.
4. ZONING: 0&I-1-OFFICE & INSTITUTION
5. AREA BY COORDINATE GEOMETRY.
6. FLOOD NOTE: HIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD
HAZARD ZONE. IT IS LOCATED IN ZONE "X" AS DEFINED BY F.E.M.A
F.I.R.M MAP NUMBER #3720313700J DATED APRIL 03. 2006.
7. REFERENCES: D.B. 5750, PG. 432
OF HE NEW HANOVER COUNTY REGISTRY.
; PARID: R05511-003-001-000
8. UTILITY STATEMENT /\\�\/,,16•
HE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD a
/ SURVEY INFORMATION AND EXISTING DRAWINGS. HE SURVEYOR MAKES
NO GUARANTEE THAT HE UNDERGROUND UTILITIES SHOWN COMPRISE 15
ALL SUCH UTILITIES IN HE AREA, EITHER IN SERVICE OR ABANDONED. a5
HE SURVEYOR FURTHER DOES NOT WARRANT THAT HE UNDERGROUND �; u
UTILITIES SHOWN ARE IN HE EXACT LOCATION INDICATED ALTHOUGH HE
T DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE
FROM INFORMATION AVAILABLE. HE SURVEYOR HAS NOT PHYSICALLY \ s �`
LOCATED HE UNDERGROUND UTILITIES.
9. HIS SURVEY PERFORMED AND MAP PREPARED WITHOUT BENEFIT OF A ' ; )+IZF \
TITLE REPORT. HIS SURVEY SUBJECT TO ANY FACTS AND EASEMENTS
WHICH MAY BE DISCLOSED BY A FULL AND ACCURATE TITLE SEARCH. \
10. NO GRID MONUMENTS FOUND WITHIN 2000' OF SITE. \
11. ELEVATIONS FOR HIS SURVEY ARE BASED ON NAVD 88.
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CA FLARED END SECTION N uE -aYUE \+J ROCK I �93. 3323 a"I'I s' \+ 114 `5' o 38.6 0 'z.,
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uE uE UNDERGROUND ELECTRIC LINE SMH °' 36 262:`� °" \ S W:51di W� INV34. °a' h'q �Z co
-
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DROP IN 21.4 36.8 �261- �� 1 74= 3 �4- b'n W E"y 0 Co e 25H-E 256 r) 47_ 246 ' • y $42, -ww w- WATER LINE OUT 21.1 ® J; W1" Wzs7 l .way 7�'a` l'" 'u' t` `O .a "> \j� _ W
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iiv� �„ eNoxacr No. UNW-16050
!s IN NW 32.6 o Ul`I
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\ ! I CERTIFY THAT THIS MAP WAS DRAWN UNDER MY SUPERVISION FROM wp�u�AR P°'EN'�N°UNW16050-XC
O T 32.91 0 TW 2526 AN ACTUAL SURVEY MADE UNDER MY SUPERVISION; THAT THE '�*$ CAR wxi�
BOUNDARIES NOT SURVEYED ARE INDICATED AS DRAWN FROM O \�....... �O CDECI® BY: KSB
41 yY DBL CB �+ INFORMATION IN BOOK AND PAGE AS SHOWN; HAT THE RATIO OF TS THE
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OUT 32.64 raT�i'TES RIMH35.46 REQUIREPRECISIMENTS OFN IS HE STANDARDS OF PRTER THAN 1:10,000; ACTICEFORLAND THIS SURVEYING '4 SEAL 9r ;� SCALE: 1"-30
�ItS IN 29.7 IN NORTH CAROLINA (21 NCAC 56.1600).
\UNX OUT 2s.4 GRAPHIC SCALE v L 4281 0 DATE:
\ SMH 30 0 15 30 60 y� ��_ �Ji�G ��� ,,%,. ��••SUR . \G''O�' S�f NO. 06-09-20�7
THIS 330th DAY OF JAN ARY, 2017. . (p . O JF • C-7 . l/�, 1
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OUT 30.L'J 6 FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

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WATER LINE
w w
SANITARY SEWER LINE
-�
GAS LINE
-•-x-x-%-
FENCE
GENERAL NOTES
1. THIS IS A SURVEY OF AN EXISTING PARCEL(S) OF LAND. THIS IS A
TOPOGRAPHICAL SURVEY.
2. BEARINGS FOR THIS SURVEY ARE BASED ON NC GRID (NAD 83) (2011).
3. ALL DISTANCES ARE HORIZONTAL GROUND DISTANCES.
4. ZONING: 0&I-1-OFFICE & INSTITUTION
5. AREA BY COORDINATE GEOMETRY.
6. FLOOD NOTE: THIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD
HAZARD ZONE. IT IS LOCATED IN ZONE •X" AS DEFINED BY F.E.M.A
F.I.R.M MAP NUMBER #3720313700J DATED APRIL 03, 2006.
7. REFERENCES: D.B. 5750, PG. 432
OF THE NEW HANOVER COUNTY REGISTRY.
PARID: R05511-003-001-000
8. UTILITY STATEMENT
THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD
SURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES
NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE
ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED.
THE SURVEYOR FURTHER DOES NOT WARRANT THAT THE UNDERGROUND
UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE
DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE
FROM INFORMATION AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY
LOCATED THE UNDERGROUND UTILITIES.
9. THIS SURVEY PERFORMED AND MAP PREPARED WITHOUT BENEFIT OF A
TITLE REPORT. THIS SURVEY SUBJECT TO ANY FACTS AND EASEMENTS
WHICH MAY BE DISCLOSED BY A FULL AND ACCURATE TITLE SEARCH.
10. NO GRID MONUMENTS FOUND WITHIN 2000' OF SITE.
11. ELEVATIONS FOR THIS SURVEY ARE BASED ON NAVD 88.
I CERTIFY THAT THIS MAP WAS DRAWN UNDER MY SUPERVISION FROM
AN ACTUAL SURVEY MADE UNDER MY SUPERVISION; THAT THE
BOUNDARIES NOT SURVEYED ARE INDICATED AS DRAWN FROM
INFORMATION IN BOOK AND PAGE AS SHOWN; THAT THE RATIO OF
PRECISION IS GREATER THAN 1:10,000; AND THAT THIS MAP MEETS THE
REQUIREMENTS OF THE STANDARDS OF PRACTICE FOR LAND SURVEYING
IN NORTH CAROLINA (21 NCAC 56.1600).
THIS 30th DAY OF JANUARY, 2017.
BRIAN E. HICKS, PLS L-4281
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SUITES
TREE INDEX
Point
Descri tion
1
15
CYPRESS
2
18
CYPRESS
3
13
CYPRESS
4
15ff
BIRCH
5
12
CYPRESS
6
18
CYPRESS
7
15
BIRCH
8
18
CYPRESS
9
18
PINE
10
20
PINE
11
14
PINE
12
14
PINE
13
12
OAK
14
10
OAK
15
10
OAK
16
10
OAK
17
9
OAK
18
9
OAK '
19
11
PINE
20
16
PINE
21
14
MAGNOLIA
22
18
PINE
23
9
PINE
24
10
OAK
25
14
PINE
26
14
PINE
27
12
PINE
28
10
OAK
29
13
PINE
30
8
OAK
31
8
OAK
32
11
PINE
33
11
PINE
34
11
OAK
35
10
OAK
36
10
OAK
37
13
PINE
38
8
PINE
39
17
PINE
40
10
PINE
41
10
PINE
42
11
OAK
43
9
OAK
44
10
OAK
45
13
OAK
46
14
PINE
47
12
PINE
48
14
PINE
49
12
PINE
50
15
PINE
51
10
OAK
52
14
PINE
53
9
OAK
54
24
ASH
55
16
PINE
56
18
PINE
57
18
PINE
58
12
OAK
59
17
PINE
60
13
PINE
61
24
PINE
62
18
PINE
63
9
OAK
64
Ti
PINE
65
16
PINE
66
13
PINE
67
13
PINE
68
70
OAK
69
10
OAK
70
8
OAK
71
PINE 13
72
PINE 13
73
10
OAK
74
8
OAK
75
9
PINE
76
10
PINE
77
10
PINE
78
14
PINE
79
14
PINE
80
12
PINE
81
10
DBL OAK
82
14
PINE
83
12
PINE
84
10
PINE
85
15
PINE
86
13
PINE
87
13
PINE
88
9
OAK
89
8
PINE
90
14
PINE
91
15
PINE
92
9
OAK
93
9
OAK
94
11
PINE
95
12
OAK
96
16
PINE
97
14
PINE
98
16
PINE
99
12
PINE
160
12
PINE
SCO # 17-17324-01
TREE INDEX
Point
Descri tion
101
14
PINE
102
12
PINE
103
S
PINE
104
18
PINE
105
9
OAK
106
90
HICKORY
107
14
PINE
108
14
PINE
109
14
PINE
110
14
PINE
111
12
PINE
112
10
OAK
113
13
PINE
114
17
PINE
115
12
OAK
116
16
PINE
117
18
PINE
118
10
OAK
119
12
PINE
120
15
PINE
121
16
PINE
122
9
PINE
123
10
OAK
124
10
OAK
125
12
PINE
126
9
OAK
127
i6
PINE
128
16
PINE
129
9
PINE
130
10
PINE
131
17
PINE
132
10
OAK
133
18
PINE
134
10
OAK
135
11
PINE
136
16
PINE
137
10
OAK
138
8
PINE
139
10
OAK
140
10
OAK
141
18
PINE
142
10
PINE
143
10
PINE
144
10
PINE
145
12
PINE
146
8
OAK
147
8
OAK
148
14
PINE
149
10
PINE
150
11
OAK
151
10
PINE
152
10
PINE
153
9
PINE
154
16
PINE
155
16
PINE
156
13m
PINE
157
16
PINE
158
9
OAK
159
14
PINE
160
13
PINE
161
10
PINE
162
10
PINE
163
12
PINE
164
9
PINE
165
10
PINE
166
10
OAK
167
S
OAK
168
13
PINE
169
10
PINE
170
8
PINE
171
11
PINE
172
10
PINE
173
10
OAK
174
16
PINE
175
12
OAK
176
14
PINE
177
13
PINE
178
11
PINE
179
11
PINE
180
15
PINE
181
9
PINE
182
9
PINE
183
9
OAK
184
11
OAK
185
it
PINE
186
9
PINE
187
15
PINE
188
12
PINE
189
10
OAK
190
9
PINE
191
14
PINE
192
9
PINE
193
9
OAK
194
13
PINE
195
8
PINE
196
8
DOGWOOD
197
11
PINE
198
11
PINE
199
12
PINE
200
11
OAK
TREE INDEX
Point
Description
201
10
OAK
202
19
PINE
203
11
OAK
204
15
PINE
205
10
PINE
206
11
PINE
207
17
PINE
208
10
PINE
209
9
PINE
210
9
PINE
211
12
PINE
212
12
PINE
213
12
OAK
214
10
PINE
215
10
OAK
216
12
PINE
217
9
PINE
218
9
OAK
219
12
OAK
220
10
PINE
221
12
OAK
222
10
OAK
223
11
OAK
224
17
PINE
225
9
PINE
226
18
PINE
227
11
PINE
228
12
PINE
229
10
PINE
230
70-
OAK
231
13
PINE
232
9
PINE
233
11
PINE
234
100
PINE
235
12
PINE
236
10
PINE
237
9
PINE
238
10
PINE
239
10
PINE
240
11
PINE
241
9
PINE
242
70
PINE
243
13
PINE
244
12
PINE
245
12
PINE
246
9
OAK
247
9
PINE
248
12
PINE
249
12
OAK
250
11
PINE
251
11
PINE
252
9
PINE
253
10
PINE
254
10
PINE
255 1
10
PINE
256
10
PINE
257
11
PINE
258
13
PINE
259
10
PINE
260
13
OAK
261
14
PINE
262
11
PINE
263
16
PINE
264
8
PINE
265
6
PINE
266
9
OAK
267
16
PINE
268
12
OAK
269
12
PINE
270
11
PINE
271
10
PINE
272
11
PINE
273
AK
274
JOO
INE
275
AK
276
10
PINE
277
9
OAK
278
10
OAK
279
14
PINE
280
16
PINE
281
10
PINE
282
10
PINE
283
100
PINE
284
12
PINE
285
12
PINE
286
8
PINE
287
10
PINE
288
10
PINE
289
10
PINE
290
12ff
PINE
291
9
PINE
292
9
PINE
293
11
PINE
294
10
OAK
295
13
OAK
296
9
PINE
297
12
PINE
298 1
14
PINE
299 1
18
PINE
300 1
10
OAK
TREE INDEX
Point
I
Description
301
8
PINE
302
-15
PINE
303
11
PINE
304
11
OAK
305
10
OAK
306
11
PINE
307
9
PINE
308
_6w
PINE
309
10
PINE
310
10
PINE
311
16
PINE
312
9
OAK
313
10
PINE
314
9
PINE
315
14
PINE
316
13
PINE
317
9
PINE
318
10
PINE
259
10
OAK
320
12
PINE
321
14
PINE
322
14
PINE
323
10
PINE
324
8
PINE
325
8
PINE
326
10
PINE
327
10
PINE
328
12
PINE
329
8
PINE
330
12
PINE
331
13
PINE
332
10
OAK
333
10
OAK
334
9
OAK
335
10
OAK
336
13
PINE
337
13
PINE
338
13
PINE
339
11
OAK
340
11
OAK
341
9
OAK
342
9
OAK
343
10
OAK
344
10
OAK
345
8
OAK
346
8
OAK
347
8
OAK
348
8
OAK
349
8
OAK
350
11
PINE
351
10
OAK
352
10
OAK
353
11
PINE
354
10
PINE
355
13
OAK
356
8
OAK
357
8
PINE
358
11
OAK
359
10
OAK
360
14
PINE
361
12
OAK
362
12
OAK
363
14
OAK
364
10
OAK
365
9
PINE
366
10
OAK
367
12
OAK
368
8
OAK
369
20
PINE
370
11
OAK
371
18
PINE
372
14
PINE
373
20
PINE
374
20
PINE
375 1
15
PINE
376
17
PINE
ECEI M G
BY:_
GRAPHIC SCALE
30 0 15 30 60
1 inch = 30 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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DATE: 06-09-2017
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SCO # 17-17327-01
SITE LEGEND
ACC
VAN
:E -P�
TYPE ® TYPE ® TYPE
ACCESSIBLE PARKING STALL
VAN ACCESSIBLE PARKING STALL
ACCESSIBLE RAMPS
PROPERTY LINE
RIGHT-OF-WAY LINE
LOT LINE
EASEMENT LINE
CENTERLINE
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MISTING PARKING SPACES TO BE REMOVED = 1
14EMAINING EXISTING PARKING SPACES = 84
IEW PARKING SPACES = 87
'OTAL PARKING SPACES = 171
IEW LOT 1 B PARKING SPACES = 156
:OMBINED TOTAL: 327 SPACES
GRAPHIC SCALE
1 inch = 60 ft~
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
7 1 8
Li
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STRIPING (TYP.)
6'R (SEE NOTE #9)
e
�'f f EXISTING WHEEL
STOPS (TYP)
/ I
f24" STANDARt
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SRGUTTER (TYP.)
2p SpgG
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t -MUTCD R7 8P) SR s
PARKING \ RELOCATED t /3' • .�
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PARKING j ! ' Q j� ft t t l /'o -
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2 , � r -'-' `... tt�e •.. � v� `... ++ r` S ' .� P "'i t V.•� t ej `•-w�o,,,'� F P V �"•
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SCO # 17-17327-01
SITE LEGEND
ACC
ACCESSIBLE PARKING STALL
VAN
VAN ACCESSIBLE PARKING STALL
ACCESSIBLE RAMPS
TYPE ® TYPE ® TYPE (CC)
— —
PROPERTY LINE
— — —
RIGHT—OF—WAY LINE
-------
LOT LINE
— —
EASEMENT LINE
—
CENTERLINE
SITE NOTES
1. WETLANDS ARE LOCATED WITHIN THE PROPERTY BOUNDARY, BUT OUTSIDE THE PROJECT
SITE.
2. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES BETWEEN THE CONSTRUCTION PLANS,
SPECIFICATIONS, AND NOTES SHALL BE BROUGHT TO THE DESIGN ENGINEER'S ATTENTION
IMMEDIATELY.
3. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE
CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY THE OWNER IF ANY
DISCREPANCIES EXIST PRIOR TO PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN
OR GRADE CHANGES. NO EXTRA COMPENSATION SHALL BE PAID TO THE CONTRACTOR FOR
ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS
IF SUCH NOTIFICATION HAS NOT BEEN GIVEN.
4. THE FINAL CERTIFICATION FOR THE PROPOSED STORMWATER MANAGEMENT FACILITIES WALL
INCLUDE A CERTIFICATION BY THE ON -SITE GEOTECHNICAL ENGINEER THAT THE
GEOTECHNICAL ASPECTS OF THE PROJECT (I.E. COMPACTION AND INFILTRATION
REQUIREMENTS) WERE CONSTRUCTED PER THE APPROVED PLANS. THE DESIGN ENGINEER
SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE ON —SITE GEOTECHNICAL
ENGINEER, AT THE END OF CONSTRUCTION. THESE REPORTS AND CERTIFICATION WILL BE
REQUIRED DURING THE AS —BUILT CERTIFICATION PROCESS FOR THIS STORMWATER
FACILITIES. THEREFORE, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE
WITH THE ON —SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH THAT
THE ON —SITE GEOTECHNICAL ENGINEER CAN CERTIFY THE CONSTRUCTION.
5. IT IS ANTICIPATED THAT DEWATERING MAY BE NECESSARY IN THE EXCAVATION AREAS
(E.G. SUBGRADE AREAS). THEREFORE, THE CONTRACTOR SHALL FURNISH, INSTALL,
OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF
WATER FROM VARIOUS PARTS OF THE EXCAVATION AREAS. DURING PLACEMENT OF FILL
WITHIN THESE AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE
BOTTOM OF THE EXCAVATION / CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER
IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDE SLOPES ARE
STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E. PUMPED WATER SHALL BE
DIRECTED TO AN APPROVED EROSION CONTROL DEVICE PRIOR TO DISCHARGE).
CONTRACTOR TO REFER TO GEOTECHNICAL REPORT
6. IN ORDER TO AVOID COMPACTION OF THE EXISTING SOIL, ABSOLUTELY NO EQUIPMENT
SHOULD BE DRIVEN OVER THE PROPOSED LOCATION OF THE STORMWATER MANAGEMENT
FACILITY BEFORE AND AFTER CONSTRUCTION. NO CONSTRUCTION MATERIAL IS TO BE
PLACED OR STOCKPILED IN THE INFILTRATION AREAS.
7. IF NECESSARY, ALL UTILITIES TO BE RELOCATED SHALL BE COORDINATED WITH UNCW.
EXISTING BUILDINGS SHALL REMAIN FUNCTIONING AT ALL TIMES. CONTRACTOR SHALL MAKE
ALL EFFORT TO AVOID AND MINIMIZE UTILITY SHUT DOWN DURING CONSTRUCTION. NEW
UTILITIES SHALL BE INSTALLED AND TESTED PRIOR TO EXISTING UTILITY SHUT DOWN.
8. CURB RADII ARE DIMENSIONED TO THE FACE OF CURB.
9. CONTRACTOR TO COORDINATE WITH OWNER FOR COLOR OF PAINT STRIPING IN PARKING
LOT.
10. CONTRACTOR TO KEEP ONE HALF OF EXISTING PARKING AREA OPEN AND UNIMPEDED FOR
PUBLIC USE DURING CONSTRUCTION. REFER TO SUPPLEMENTARY GENERAL CONDITIONS,
ARTICLE 23.
LOT 1A
EXISTING PARKING SPACES TO BE REMOVED = 15
REMAINING EXISTING PARKING SPACES = 84
NEW PARKING SPACES = 87
TOTAL PARKING SPACES = 171
NEW LOT 1B PARKING SPACES = 156
COMBINED TOTAL 327 SPACES
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SITE LEGEND
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TYPE ® TYPE ® TYPE Q
ACCESSIBLE PARKING STALL
VAN ACCESSIBLE PARKING STALL
ACCESSIBLE RAMPS
PROPERTY LINE
RIGHT-OF-WAY LINE
LOT LINE
EASEMENT LINE
CENTERLINE
SITE NOTES
1. WETLANDS ARE LOCATED WITHIN THE PROPERTY BOUNDARY, BUT OUTSIDE THE PROJECT
SITE.
2. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES BETWEEN THE CONSTRUCTION PLANS,
SPECIFICATIONS, AND NOTES SHALL BE BROUGHT TO THE DESIGN ENGINEER'S ATTENTION
IMMEDIATELY.
3. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE
CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY THE OWNER IF ANY
DISCREPANCIES EXIST PRIOR TO PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN OR
GRADE CHANGES. NO EXTRA COMPENSATION SHALL BE PAID TO THE CONTRACTOR FOR ANY
WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS IF
SUCH NOTIFICATION HAS NOT BEEN GIVEN.
4. THE FINAL CERTIFICATION FOR THE PROPOSED STORMWATER MANAGEMENT FACILITIES WILL
INCLUDE A CERTIFICATION BY THE ON -SITE GEOTECHNICAL ENGINEER THAT THE
GEOTECHNICAL ASPECTS OF THE PROJECT (I.E. COMPACTION AND INFILTRATION
REQUIREMENTS) WERE CONSTRUCTED PER THE APPROVED PLANS. THE DESIGN ENGINEER
SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE ON -SITE GEOTECHNICAL
ENGINEER, AT THE END OF CONSTRUCTION. THESE REPORTS AND CERTIFICATION WILL BE
REQUIRED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITIES.
THEREFORE, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE
ON -SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH THAT THE ON -SITE
GEOTECHNICAL ENGINEER CAN CERTIFY THE CONSTRUCTION.
5. IT IS ANTICIPATED THAT DEWATERING MAY BE NECESSARY IN THE EXCAVATION AREAS (E.G.
SUBGRADE AREAS). THEREFORE, THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND
MAINTAIN ANY PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS
PARTS OF THE EXCAVATION AREAS. DURING PLACEMENT OF FILL WITHIN THESE AREAS, THE
CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION /
CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH
THAT THE EXCAVATION BOTTOM AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT
DISCHARGED FROM THE SITE (I.E. PUMPED WATER SHALL BE DIRECTED TO AN APPROVED
EROSION CONTROL DEVICE PRIOR TO DISCHARGE).
6. IN ORDER TO AVOID COMPACTION OF THE EXISTING SOIL, ABSOLUTELY NO EQUIPMENT
SHOULD BE DRIVEN OVER THE PROPOSED LOCATION OF THE STORMWATER MANAGEMENT
FACILITY BEFORE AND AFTER CONSTRUCTION. NO CONSTRUCTION MATERIAL IS TO BE PLACED
OR STOCKPILED IN THE INFILTRATION AREAS.
7. IF NECESSARY, ALL UTILITIES TO BE RELOCATED SHALL BE COORDINATED WITH UNCW.
EXISTING BUILDINGS SHALL REMAIN FUNCTIONING AT ALL TIMES. CONTRACTOR SHALL MAKE
ALL EFFORT TO AVOID AND MINIMIZE UTILITY SHUT DOWN DURING CONSTRUCTION. NEW
UTILITIES SHALL BE INSTALLED AND TESTED PRIOR TO EXISTING UTILITY SHUT DOWN.
8. CURB RADII ARE DIMENSIONED TO THE FACE OF CURB.
9. CONTRACTOR TO COORDINATE WITH OWNER FOR COLOR OF PAINT STRIPING IN PARKING LOT.
10. CONTROL ACCESS GATE PREFERRED BRAND IS MHTM MICRODRIVE MAGNETIC ACCESS
BARRIER. THIS PREFERRED BRAND IS ALTERNATE #3.
11. EXISTING SCREEN WALL FOR DUMPSTER TO BE REUSED IF POSSIBLE. IF UNABLE TO REUSE,
CONTRACTOR TO COORDINATE WITH OWNER ON NEW SCREEN WALL TO MATCH EXISTING.
LOT 1A
EXISTING PARKING SPACES TO BE REMOVED = 15
REMAINING EXISTING PARKING SPACES = 84
NEW PARKING SPACES = 87
TOTAL PARKING SPACES = 171
NEW LOT 1B PARKING SPACES = 156
COMBINED TOTAL: 327 SPACES
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FR.RNAME: UNW16050-S1
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GRADING LEGEND
CATCH BASIN
DROP INLET
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JUNCTION BOX
250.50
TOP & BOTTOM CURB ELEVATIONS
250.00
+ 250.60
SPOT ELEVATION
STORM DRAINAGE
-TP -TP -TP -
TREE PROTECTION FENCE
LD LD
LIMITS OF DISTURBANCE
l t A J A J
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250
MAJOR CONTOUR
252
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250_------
EXISTING MAJOR CONTOUR
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EXISTING MINOR CONTOUR
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ACCESSIBLE PARKING AREA
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STORM DRAINAGE NOTES:
1. ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS III REINFORCED
CONCRETE (RCP) UNLESS NOTED OTHERWISE.
2. ALL STORM DRAINAGE CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE LATEST CITY OF WILMINGTON & NCDOT STANDARDS.
3. ALL CONCRETE SHALL MEET A MINIMUM 3000 PSI COMPRESSIVE
STRENGTH.
4. ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN WITH
INSIDE WALL.
5. ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT SEALER, WHICH
CONFORMS TO AASHTO SPECIFICATION M-198 FOR TYPE B FLEXIBLE
PLASTIC GASKETS UNLESS OTHERWISE NOTED.
6. THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES SHALL
BE POINTED UP AND SMOOTHED TO AN ACCEPTABLE STANDARD USING
MORTAR MIXED TO MANUFACTURER'S SPECIFICATIONS.
7. ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE, FREE FROM ROOTS,
VEGETATION MATTER, WASTE CONSTRUCTION MATERIAL OR OTHER
OBJECTIONABLE MATERIAL. SAID MATERIAL SHALL BE CAPABLE OF BEING
COMPACTED BY MECHANICAL MEANS AND SHALL HAVE NO TENDENCY
TO FLOW OR BEHAVE IN A PLASTIC MANNER UNDER THE TAMPING BLOWS
OR PROOF ROLLING.
8. MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE AS UNSUITABLE
FOR BACKFILL PURPOSES SHALL BE REMOVED AND REPLACED WITH
SUITABLE MATERIAL.
9. BACKFILUNG OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER
PIPE IS LAID. THE FILL AROUND THE PIPE SHALL BE THOROUGHLY
COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY OBTAINABLE WITH
THE STANDARD PROCTOR TEST. THE TOP EIGHT (8) INCHES SHALL BE
COMPACTED TO 100 PERCENT STANDARD PROCTOR.
10. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN
UNBACKFILLED TRENCHES AFTER PIPE HAS BEEN PLACED.
11. IF THE USE OF WAFFLE BOXES ARE ALLOWED AT THIS SITE, ALL
PENETRATIONS FOR STORM DRAINAGE PIPES MUST BE MADE WITHIN THE
KNOCK -OUT PORTION OF THE BOX AND NOT AT THE CORNERS WHERE
THE STRUCTURAL INTEGRITY MAY BE COMPROMISED.
12. SEE SHEETS D-2 AND D-3 FOR STORM DRAINAGE DETAILS.
CONTRACTOR TO KEEP ONE HALF OF EXISTING PARKING AREA OPEN AND
UNIMPEDED FOR PUBLIC USE DURING CONSTRUCTION. REFER TO SUPPLEMENTARY
GENERAL CONDITIONS, ARTICLE 23
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DATE: 06-09-2017
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SCO # 17-17327-01
GRADING LEGEND
CATCH BASIN
DROP INLET
O
JUNCTION BOX
250.50
TOP & BOTTOM CURB ELEVATIONS
250.00
+ 250.60
SPOT ELEVATION
STORM DRAINAGE
-TP -TP -TP -
TREE PROTECTION FENCE
LD LD
LIMITS OF DISTURBANCE
WOODED AREA
250
MAJOR CONTOUR
252
MINOR CONTOUR
_250_------
EXISTING MAJOR CONTOUR
252
EXISTING MINOR CONTOUR
-
EASEMENT LINE
1 Y 7
r� `trAa
ACCESSIBLE PARKING AREA
d z r,
(2% MAX. SLOPE IN ALL DIRECTIONS)
SPILL CURB
STORM DRAINAGE NOTES:
1. ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS III REINFORCED
CONCRETE (RCP) UNLESS NOTED OTHERWISE.
2. ALL STORM DRAINAGE CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE LATEST CITY OF WILMINGTON STANDARDS.
3. ALL CONCRETE SHALL MEET A MINIMUM 3000 PSI COMPRESSIVE
STRENGTH.
4. ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN NTH
INSIDE WALL.
5. ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT SEALER, WHICH
CONFORMS TO AASHTO SPECIFICATION M-198 FOR TYPE B FLEXIBLE
PLASTIC GASKETS UNLESS OTHERWISE NOTED.
6. THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES SHALL
BE POINTED UP AND SMOOTHED TO AN ACCEPTABLE STANDARD USING
MORTAR MIXED TO MANUFACTURER'S SPECIFICATIONS.
7. ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE, FREE FROM ROOTS,
VEGETATION MATTER, WASTE CONSTRUCTION MATERIAL OR OTHER
OBJECTIONABLE MATERIAL SAID MATERIAL SHALL BE CAPABLE OF BEING
COMPACTED BY MECHANICAL MEANS AND SHALL HAVE NO TENDENCY
TO FLOW OR BEHAVE IN A PLASTIC MANNER UNDER THE TAMPING BLOWS
OR PROOF ROLLING.
8. MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE AS UNSUITABLE
FOR BACKFILL PURPOSES SHALL BE REMOVED AND REPLACED WITH
SUITABLE MATERIAL
9. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER
PIPE IS LAID. THE FILL AROUND THE PIPE SHALL BE THOROUGHLY
COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY OBTAINABLE WITH
THE STANDARD PROCTOR TEST. THE TOP EIGHT (8) INCHES SHALL BE
COMPACTED TO 100 PERCENT STANDARD PROCTOR.
10. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN
UNBACKFILLED TRENCHES AFTER PIPE HAS BEEN PLACED.
11. IF THE USE OF WAFFLE BOXES ARE ALLOWED AT THIS SITE, ALL
PENETRATIONS FOR STORM DRAINAGE PIPES MUST BE MADE WITHIN THE
KNOCK -OUT PORTION OF THE BOX AND NOT AT THE CORNERS WHERE
THE STRUCTURAL INTEGRITY MAY BE COMPROMISED.
CONTRACTOR TO KEEP ONE HALF OF EXISTING PARKING AREA OPEN AND
UNIMPEDED FOR PUBLIC USE DURING CONSTRUCTION. REFER TO SUPPLEMENTARY
GENERAL CONDITIONS, ARTICLE 23
CB-103
T/C=35.34
INV IN=30.45 (CB-105)
INV IN=31.20 (CB-104)
INV OUT=30.35
CB-104
T/C=35.35
INV OUT=31.50
CB-105
T/C=35.75
INV IN=31.20 (CB-106)
INV OUT=31.10
CB-106
T/C-35.83
INV IN-31.83 (CB-107)
INV OUT=31.73
CB-107
T/C=36.03
INV OUT-32.28
X
ill
CI
01
GRAPHIC SCALE
30 0 15 30 60
F
I inch = 90 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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SUM: 1 "=30'
DATE: 06-09-2017
9HBfiT N0.
C-12
131 MCADAMS

SCO# 17-17327-01
in
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EX.I CONCRETE CURB
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,
ALTERNATE #1
(DUAL 36" AND 42" STORM PIPES,
ASSOCIATED NEW INLET STRUCTURES, AND
REMOVAL OF EX. INFRASTRUCTURE ASSOCIATED
STORM DRAINAGE OUTFALL "A"
5/7 50
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cx EX. CONCRETE
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e
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\
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\
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RIM
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N 27 II.33 (JB-102)
T/C.35.34
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INV IN-30.45 (CB-105)
INV IN-31.20 (CB-104)
INV OUT-30.35
CB-104
T/C-35.35
INV OUT-31.50
CB-105
T/C=35.75
INV IN-31.20 (CB-106)
INV OUT=31.10
)RMCP
CB-106
T/C=35.83
F
INV IN-31.83 (CB-107)
INV OUT=31.73
CB-107
T/C=36.03
INV OUT=32.28
GRAPHIC SCALE
40 0 20 40 80
r r-
1 inch = 40 it
50 STORM DRAINAGE OUTFALL "B"
50
40
1
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TER
MAI
40
su
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20
20
10
10
BY:
9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
REVISIONS: OWNER: PROJECT No. UNW-16050 s>�sr NO.
UNC WILMINGTON " ��,�y,INC, UNW16050-P1P_1
1>ETEJOHNRMcADAMS �N CARo< UNC WILMIN%f,".YjpL%("j%N
1 �•
20� oFss;otiC,� BY:
PLAN &PROFILE
Q CMB
601 S. COLLEGE RD 2905 Meridian Parkway = SEAL' ❑ Otu,rN sT: MAG STORM DRAINAGE OUTFALL "A M MCADAMS
WILMINGTON, NC 28403 Durham, North Carolina 27713 = i 033840 t.y - NDE,Z. SOLE: 1" = 40' STA. 5+00 THRU STA. 7+00 PARKING IMPROVEMENTS
License No.: C-0293 .F��(. �
MCADAM S )�) 733-5646 ■ McAdamsCo.com T � N ,.• ,?� T Ste: 1 „ = 4' STORM DRAINAGE OUTFAIL "B", WII.NIINGTON, NORTH CAROLINA p DATE:
' `'� DATE: 05-12-2017 STA. 9+50 THRU STA. 19+00

SCO# 17-17327-01
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50
50
10+00 11+00 12+00 12+50
FINAL DRAWING -
EW-200
IW-32.00
JB-201
RIM-36.02
IW IN- 2.02 (JB-202)
INV OUTg32.02
JB-202
IRN1�/JOV432.28
GRAPHIC SCALE
40 0 20 40 80
I inch = 40 ft.
FOR CONSTRUCTION
REVISIONS:
OWNER:
UNC WILMINGTON
601 S. COLLEGE RD
WILMINGTON E 2RD
'
1I�JOHN R. McADAMS
COMPANY, INC.
2905 Meridian Parkway
North Carolina 27713
License No.• C-0293
`800, 733-5646•iVlcAdamsCo.com
,,,,,,�,,,,,��
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PROJECT NO.
UNW-16050
PLAN &PROFILE„
STORM DRAINAGE OUTFACE C ,Durham,
STA. 10+00 THRU STA. 12+50MCADAMS
UNC �i�VILMINGTC�N
PARKING IMPROVEMENTScADAMs
WIIdVIINGTON, NORTH CAROLINA:
NO.
P-2
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0
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DATE: 05-12-2017

1 2
VAN ACCESSIBLE SIGN 9"H X 12'W NOTE: FOR THIS APPLICATION THE
MUTCD LOCATION
-SEE SITE PLAN SIGN MAY BE MOUNTED ON A POST,
FOR LOCAATION THE BUILDING FACE, A COLUMN OR
DIA. X 2 1/2" LONG TRUSS OTHER FIXED MOUNTING SURFACE. a
GALVANIZED BOLTS THRU
AND POST, TOP AND BOTTOM I
\UGE GALVANIZED SHEET METAL
18"H x 12'W MUTCD R7-8.
COLORS
LETTERS, BORDERS
AND ARROWS - GREEN
HANDICAP SYMBOL - WHITE ON BLUE
BACKGROUND
BACKGROUND - WHITE
ID
12"W
FEEL HOT DIPPED
ANIZED TUBE POST OR
IANNEL POST
4' MIN. CLEARANCE
BETWEEN SIGN AND
_ NOTE: FURNISH AND INSTALL AT BACK OF SIDEWALK
EACH PARKING SPACE MARKED
ACC OR VAN ON SITE PLAN
GRADE
I° I °IL -1 SET POST IN 12" DIAMETER BY
I ° 1 1 12" DEEP CONCRETE FOOTING
s I°! I I
ACCESSIBLE PARKING SPACE SIGN
N.T.S.
NOTE:
THE PAVEMENT SECTIONS SHOWN ARE PRELIMINARY. THE CONTRACTOR SHALL
VERIFY PAVEMENT DESIGN WITH THE GEOTECHNICAL ENGINEER PRIOR TO
PROCEEDING WITH CONSTRUCTION.
(2) 1" ASPHALT SURFACE COURSE (SF 9.5A)
6" COMPACTED ABC STONE
%COMPACTED SUBGRADE
/ SEE SPECIFICATIONS FOR REQUIRED MATERIALS.
C SUBGRADE COMPACTED TO A MINIMUM 98% MODIFIED
PROCTOR MAXIMUM DRY DENSITY (ASTM D 1557)
REFER TO SOILS REPORT IF AVAILABLE.
ASPHALT PAVEMENT PARKING DETAIL
N.T.S.
:A F
NOTES:
O
yy CONSTRUCT STANDARD SIDEWALK S` WIDE AND
4" TNICK UNLESS OTHERWISE DENOTED ON. PLANS.
m
'vy PLACE A GROOVE. JDINT 1" DEEP WITH RV RADII
IN THE CONCRETE SIDEWALK AT 5' INTERVALS.
ONE 1•¢" EXPANSION JOINT WILL BE REQUIRED AT MY
INTERVALS, A It" EXPANSION JOINT WILL BE REQUIRED
MERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
SLl
EE STD. DWG. 848.05 FOR WHEELCHAIR. RAMP LOCATION
REOUIREYENTS AND CONSTRUCTION GUIDELINES.
" SURFACE
//SU$yRAC�L''II OA�F
m JOINT SEALER
1$" JOINT WIDTHj- °JOINT FILLER
y H
GT = SIDEWALK THICKNESS
ME
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ip
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IN
y
m BUILDING,
O WALL, ETC.
a
PLAN VIEW
VAN ACCESSIBLE SIGN
(AS REQUIRED)
TYPE R7-8 SIGNS
APPROVED FOR USE
5--0'
HEIGHT TO BOTTOM OF SIGN WHEN
PEDESTRIAN PATH FROM CAR DOES
NOT PASS BY OR UNDER THE SIGN.
VAN ACCESSIBLE SIGN
(AS REQUIRED)
TYPE R7-8 SIGNS
APPROVED FOR USE
i
7'-0'
HEIGHT TO BOTTOM OF SIGN WHEN
PEDESTRIAN PATH FROM CAR TO WALK
PASSES BY OR UNDER THE SIGN.
DETAILS SHOWING JOINTS IN CONCRETE SIDEWALK
9[CETNUt 0 $le.)
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(1' WX. FIATI YIOINI
S 4
5 6 7
8
SCO # 17-17327-01
2% MAX. SLOPE IN ANY
J
DIRECTION WITHIN ACCESSIBLE
PARKING AREA
ADA STANDARD `RESERVED
ADA STANDARD "RESERVED
^�
PARKING ONLY" SIGN AND
PARKING. ONLY` SIGN (TYP.)
'VAN ACCESSIBLE SIGN"
1%2.A
z
•
P.12
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1?12
-
CONTRACTOR SHALL MILL EXISTING
" `D
Ct1RB. TAPEfj
(0. 6")
-�`
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oa.4
•:°�Tn
• ,.�
00 • •°
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ASPHALT AT LEAST 1' BELOW EXISTING
LUSH • I'
In °
FLUSH
��
E (0 ,6")
TO PROVIDE AN ADEQUATE MATCH
LINE TO PAVE TO
SURFACE TO PROVIDE OVERLAY BEYOND
PROPOSED END OF TIE-IN EXISTING ASPHALT
PROPOSED ASPHALT LAYER
2 0' LAYER (MIN. 2" THICK)
N
// ANTED
L PL
u
CURB AND
ISLAND 7
GUTTER
.. _
C
/
x
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(NP>0P
VAN
VAN
e"
ACC
ACC
ACC
ACC
WHEEL STOP
(TYP•)
4 - •
°
°•
11.0' 1 5.0' 11.0' 8.0'
SEE NOTE 2
PAINTED
II EGEND AISLE
MAN' = VAN ACCESSIBLE SPACE
"ACC" = STANDARD ACCESSIBLE SPACE
5.0' 8.0'
PAINTEC
AISLE
1. CURB AND GUTTER. WALK AND RAMP TO BE PLACED SEPARATELY.
2. ACCESSIBLE PARKING SPACE WIDTH TO BE MEASURED FROM THE EDGE OF
PAVEMENT WHERE CURB AND GUTTER IS ADJACENT TO THE ACCESSIBLE SPACE.
3. ALL ACCESSIBLE SPACES SHALL BE IDENTIFIED BY ABOVE -GROUND SIGNS ONLY.
4. STRIPING IS WHITE ON DARK PAVEMENT AND BLACK ON LIGHT PAVEMENT.
5. VAN ACCESSIBLE SPACES TO BE 11.0' MINIMUM WIDTH.
TYPICAL ACCESSIBLE PARKING SPACE
LAYOUT, RAMP AND SIGN LOCATIONS
N.T.S.
16"x 24"x 3"PRE-CAST CONCRETE CAP
WITH STONE EDGE FINISH
1 3/16" OVERHANG
_ 4" CMU, TYP., FILL WITH CONCRETE
8" CMU, �TYP. , FILL WITH CONCRETE
GALV. CORRUGATED WALL TIES BETWEEN
:X. SIDEWALK HORIZONTAL EVERY 24" O.C.
REME" FROM STATESVILLE BRICK COMPANY
PACED VERT. AT 24" O.C.
I OT)Nv W/4000 PSI AT 28 DAY CURE
21
`1.?, AR SPACED 12" O.C.
' ' ")1 ONG FOOTING
D 3/4" GRAVEL, (TYP.)
vI TURBED SOIL
NOTES:
1. ATTACH BRICK VENEER TO CMU PER MANUFACTURER'S SPECIFICATIONS.
2. PLEASE REFER TO UNCW DESIGN & CONSTRUCTION GUIDELINES FOR:
W04 00 00 MASONRY GENERAL REQUIREMENTS
W07 92 00 JOINT SEALANTS
3. FOR BASIS OF DESIGN, PLEASE UTILIZE THE FOLLOWING:
-FACE BRICK- STATESVILLE BRICK COMPANY (RED ROYAL SUPREME)
-MORTAR & GROUT- GIANT (MASONRY CEMENT - GREY)
-MORTAR JOINTS -MATCH EXISTING ON CAMPUS
SEATING WALL DETAIL
N.T.S.
STANDARD PARKING
SPACE WIDTH
(SEE SITE PLAN)
m
HI -VISIBILITY CROSSWALK
STANDARD CROSSWALK
o
OM,
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y
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agaQ�•
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yQILO
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b THE YINIY& %20TH DF aUMDFRD CR0.55M1K6 18 5 FEET. iNE MFNIWY WIDTN OF HI YIGIBILIlY CRia5ML1(S Ia tD FEET. LEGEND
On Q W
i++Nc
J 6 a
T
1 SET B.feK DI5TANGE sppN INSIDE CRW918TL'(YNiKIK° TO NEAVEBT EIRF OF TRAVEL 38 1' WN. ; OIREC(ION OF
y
O
TMFFIC FLOFf
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A
9-. BFYWD THE CNRB FACE. A CIEM 8P°LF Of <' %.' FEET WXIWY BNPLL NE FNWlDED YITNIH 1XE WUIN OF TW LROSSN.LLK. ,R(tH. WRG R9YP WITH
IY" OCT..
.- ptACE 6TOp BXgB A WNIYW OF E FFET FRtlI NFANEBT GIWVKK IIHE. Hid BW+AT SIGXILIEED INTEPbEGTIDNB BNOIRD WS SNONS CONES
se COORDINATES Elm ME SINNL DESIGN SEGTIOH 0 AS DIRECTED XV THE EWINFER.
a- CURB M n SXALL ME CONSTRIMTED IN ACGYYMWCE TO THE LATEST NOWT NOs°MY ST.V:OARO DRMDgS.
SHEET 1 SF 1
FET t OF 1
1205.07
1205.07
DRAIN PARKING BUMPER
64 in
in in
I � c
2.25 MF I. A 11n
EV
1n1 Rd in �0
Length: T-0"
Air Entrained Concrete Height: 5"
4000 p.s.i. @ 28 days Width: 9"
Weight: 250 IDS.
NOTE:
ANCHOR PARKING BUMPERS SIMILAR TO EXISTING CONCRETE BUMPERS IN
PARKING LOT 1A.
4
I III=III-III III-1 I III-III=1 i 1=III-III-III=1 I II I I -III -
BASE MATERIAL ABC EXISTING BASE
(SEE TYPICAL SECTION) MATERIAL ABC
COMPACTED SUBGRADE
1/2'
TYPICAL ASPHALT KEY -IN DETAIL
N.T.S.
3- RAD.
SLOP
N b n
OY.
24"
STANDARD 24" CURB AND GUTTER
1/2" RAD.
1- 6' _ 1 _ 18"
I I 3" RAD.
SLOPE 1_ /2-/F7.
r 24" I
24" SPILL CURB AND GUTTER
1.1100''�MAXIMUM BETWEEN DUMMY JOINTS. 15' MAXIMUM BETWEEN DUMMY JOINTS ON MACHINE POURS.
2. 1/2" EXPANSION JOINT EVERY 50'.
3. 3000 PSI CONCRETE MINIMUM, 4" SLUMP MAXIMUM.
4. LIQUID MEMBRANE CURING COMPOUND SHALL MEET THE REQUIREMENTS OF SECTION 1026-2 OF
NCDOT STANDARDS AND SPECIFICATIONS FOR ROADS AND STRUCTURES.
5. ALL CONSTRUCTION JOINTS SHALL BE FILLED WITH FILLER AND SEALER IN ACCORDANCE WITH NCDOT
ROADWAY STANDARD DETAIL 846.01. THE JOINT MATERIAL SHALL CONFORM TO SECTION 1028-2 OF
THE NCDOT STANDARDS AND SPECIFICATIONS FOR ROADS AND STRUCTURES.
6. REFER TO NCDOT DETAIL 846.01 FOR CURB AND GUTTER SUPERELEVATION RATES.
24" CURB AND GUTTER
N.T.S.
VARIES
1
PAINT OSHA
YELLOW
VARIES
CLEARANCE VARIES
PADLOCK BY
OTHERS
_ , , ANCHOR PIPE IN
" - CONCRETE
I I -I � III -III -I
-III I -I I I I -I III- GRAVEL DEPTH
6" TO 12"
-I I-� -III-III- HOLE DEPTH
2- 2 TO 3 FEET
STANDARD PADLOCKED COLLAPSIBLE BOLLARD
N.T.S.
RAMP W/ CURB RETURN RAMP W/ DFPRFSSFD CURB
A
$IDEW _K LANDING 1/2' EXPA SIDIv S:OF.`h'AJf LAN.; NC 1/[ EXP` SIGN
tr JOINT (Ty / "IOIr (l'
PLAZA OR OTHER / I . QA OR JFHER
y KON-W4LANG SLRF ry^D �gyq g NON VIALKING
Ii"ml. 3F:IE r R 1 .~• 1 1 Ma . H -.. SyR ACE -
WARNING -�-H WARNING
--A RGUNULU UUNUK_Iz
DOMES DOMES
SURFACE
1,5-6.5% t.U-E:37 (30'ttAX RIS'_)
--; MIN
SECTION B-B
RANT
LMO NG CURB AND GUTTER
2
MI\ -AIDING WID-H = RAMP WI'NH
MAX SLOPE 2% IN ANY DIRECTION
SECTION A -A
MiN'
i).'.PREJSEU
SECTION C-C CCRS
WARNING DOMES
1:6-2.4" (IYP)
0.2`
000000000 v O 0000
TRLNCATED DOMES
000000000000000
0000U0000000000 2' :MIN
-_ _--BASE DIAMETER C.9--7 <"
OQU 000000000000
00000 %00000000
TOP DIAMETER iO--SO%
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L6-2.4' (IYP)
o00""0000000000
F--------- RAMP WIIITH-_.___...I
MARLING DOMF NI ITS: USF C OVI'RAS ING (O ORS RED OR
HI AC Y ON WHNt PAVcM_NT.
2 USE CAST IN FLA C P>`VEl(S FOR NEW CONSTRUCTION
3 RJB3EP MATS ARE PCRMITTED FOR
RETROFITS.
4. LAN ZING AND RAMP WIDTH MAY BE
REDCC_C TO 3 WHERE SPACE
IS UMiT_D AND .DESIGN IS. APPROVED BY THE CITY ENGINE-R.E
STANDARD DUFAIL
jj%JIm'N+
DATE: DF(FMRFR 2010
GTO
PERPENDICULAR CURB
OR]T16ARVMNA
DRAWN PIN15R
Cl Or WLANGTON _NGWE.RING
1�,{
RA
PC BOX 1810
CHECKED. DECM
WILMNCEON N.C. 2NSDZ
ADJACENT TO PLAZA
'9i) 4"-'80Y
sGALe NOT msr.A1.F
SD3-O8
7
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
Ca 1
DI
EI
F1

%IF
I 2 S
GENERAL NOTES:
1. EXCAVATE TRENCH AND PLACE DUAL PIPES INTO DITCH WITH THE CORRECT SPACING AS SHOWN
BELOW.
2. AFTER PLACING PIPES USE NON-EXCAVATABLE FLOWABLE FILL TO ENCASE THE PIPES IN THE DITCH.
3. FILL THE DITCH TO THE SPRING LINE OF THE PIPE WITH FLOWABLE FILL.
4. AFTER THE FLOWABLE FILL STARTS TO SETUP, FILL IN THE REST OF THE DITCH WITH FILL DIRT.
5. CONTRACTOR TO REFERENCE PROJECT SPECIFICATIONS.
NON-EXCAVATIBLE
FLOWABLE FILL
SECTION X-X
DUAL PIPE TRENCHING DETAIL
N. T. S.
8" BRICK WALLS
3/4' CEMENT PLASTER
0.625"
ICI SECTION "A -A" SECTION "B-B"
0"MIN.
5' 4
4'-
4'0"
PVMT.
r- _ _ - P-B _ - _ CURB & GUTTER
I
I
AI
I
I
I
I
�.
CASTING
I� JAI'
�
-I
I N-
Z
I
�g
NOTE:
PLAN 1. 4" DEEP X 8" WIDE CONCRETE COPING
ALL AROUND BASIN CASTING.
2. ALL CONCRETE TO BE CLASS "A"
3. FOR CASTING DETAIL SEE SD 2-16
STANDARD DETAIL
`j ]T cm'ov GTO
��/"'{�
`DR"""R°' `"°
CITY OF WILMINGTON ENGINEERING
PO BOX 1810
WILMINGTON, NO 28402
[phone]
SD 2-01
DAPE'. 2004
CATCH BASIN
DRAWN BY ISWCMR
CHECKED DY D.D..Pb.
-
SCALE NOT TO SCALE
GENERAL NOTES:
* USE 4000 PSI CONCRETE, PROVIDE FOR H-20 TRAFFIC LOADING.
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 FOR
GRADE 60 AND WELDED WIRE FAVRIC CONFORMING TO ASTM A185,
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH OSHA STANDARD 1926.704
* PROVIDE FORMED OPENINGS, FOR PIPE TO PROVIDE
REQUIRED SIZE AND LOCATION.
SEAL OPENINGS WITH HYDRAULIC CEMENT.
` ALL ELEMENTS PRECAST TO MEET ASTM C913.
* SET ON 6" WASHED STONE
^' FRAME AND GRATE HEIGHT MAY BE ADJUSTED WITH BRICK.
PROVIDE PRECAST STURCTURES OVER 4'-0" IN DEPTH WITH STEPS/LADDER
INSTALLED IN ACCORDANCE WITH ASHA STANDARD 1910.27 AND AS FIELD
CONDITIONS DICTATE.
WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR AS LONG
AS THE SAME AREA OF STEEL IS PROVIDED,
" SEAL JOINTS WITH A FLEXIBLE BUTYL RUBBER BASE CONFORMING
TO FEDERAL SPECIFICATION SS-S-21A, AASHTO M-198, TYPE B - BUTYL RU
* USE FRAME AND GRATE AS PER SD-19.
* GROUT INVERT TO PROVIDE SMOOTH FLOW
STANDARD DETAIL arvuF GTON
DATE: 2001 PRECAST
RORTNC\ROLINM1
DRAWN BY JSR/CMR CITY OF WILMINGTON ENGINEERING
DRAINAGE STRUCTURE PO BOX 1810
CHECKED BY A.P., P.E. WILMINGTON, NO 28402
[phone]
GENERAL NOTES
SCALE NOT TO SCALE SD 2-24a
I I 2
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS
12" ON CENTER. USE STEPS WHICH COMPLY WITH NCDOT STD.
DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY,
OR #4 BAR DOWELS AT 12" CENTERS AS DIRECTED BY
ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM OF SLAB
BOX, ADD TO SLAB AS SHOWN ON NCDOT STD. NO. 840.00.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE NCDOT STD DRAWING 840.25 FOR ATTACHMENT OF
FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEP HOLES AS DIRECTED BY ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF
NO. 78M STONE IN A PORUS FABRIC BAG OR WRAP, AT EACH
WEEP HOLE OR AS DIRECTED BY THE ENGINEER.
EXISTING GROUND
CHAMFER ALL EXPOSED CORNERS 1".
COMPACTED SUBGRADE
(SEE GEOTECHNICAL REPORT
AND SPECIFICATIONS FOR
REQUIRED MATERIALS)
4 5
PLAN VIEW
TOP ELEVATION
T
ti
NCDOT STD 840.16
FRAME & GRATE
T I I 1 1 I I` -DOWEL (NCDOT STD
DUAL PIPE CONCRETE DROP INLET 3""_MII IN. f 1122"" 3" MIN. 840.14)
N.T.S. SECTION X-X
RADIUS FRONT WHEN REQ. B� 1/2" ROD
3/8" GROOVE
r�,GRO
AEOTND" "2"I
AV I -� _ / ;,� \ DETAIL OF HANDLE
PLAN OF COVER
B MINIMUM AVERAGE WEIGHT
FRAME (EACH) 65LBS.
- COVER ((RADIUS) 225 LBS.
6" 6" COVER STR.) 225 LBS.
2.5 1" 1'-10 i 2" 1"1'-10 1 2" 1'
4' 3"
1'-9 1 4"
ry SECTION "A -A"
5.76" 5" 7.5"
1.5" w 1.5"
--Hi- �
0.75" ,- w _ II 0.75" 0.62
LEFT RIGHT
ENDS
3/4" HOLES
,7
1" 4" 5" 4- 1"
'-3„
SECTION "B-B"
TOP VI W
SIDE
STANDARD DETAIL arcoR
DATE: 20pi - GTON
CATCH BASIN CASTINGS NORTH CAROUNVA
DRAWN BY ISR/CmR DETAIL CITY OF WILMINGTON ENGINEERING
PO BOX 1810
CHECKEDBY BT,P.E. WILMINGTON, NO 28402
(910) 341 -]807
SCALE NOT TOSCALB SD 2-16
n� t
' II
�1� (hP)
Illl
i fll (W° :
T�y
�` 111r
�.
P
6 7
am ,olw
y y Y EEF IpLtl RENFRLL IDIN. COHORTS TNS%XmWT-
IE6: Q1..
SCE
I-N-T 9 vxa. . rcnv rRIErR DYER a'. E' I. REFIN Ylrx am Ir 2 ¢ V, V
mZT=y I I MCENIIR. Y9E ilEPf M1w WPLY 1IiH 8N. LRMIM Rb. H. LLJ06 PyZ
y D gi10ML fdL91M1L1[P1 YgpIITNSC EtlRI Y YEYMY n N. W W 3 AT QOw
pO �y I.- CENTER. AS D[RELt. m . EINSCOU. g LL
xN 9- X I X DYE FYW6 Fn TIE cw+wcrraR aP THE axmR aw. o 'o
w D IF REINTMED 0.HCHSTA PIPE IR YET IS aORn NW To M M. TO uAs a h
Z,mO �� .,9�11 I AE M4eN. n STO. R0, SN.00. LLpR(
9.2 i WRYIRL'C! RIIM PIPE CRPq WiCNSNd. OOh
• D D 1 NS TAWMR LINYINY 6N.M PoR DTI THE
IN FPAYEB MD 6V.1E5 Nef EIARRI. 2
qY y :..L Y" RE910LE8 AB RA .1 M I-S1iER. F
p oxxe c OM1M. fF A AT SMI, SE 1 NoIE MT CI XD. iBY SINE IM A W G
Z I IPoPpW vMllio. RV n YMP, AT EItl1 EEP NJLE n Aa CERFGiED er IlE EAVIIEER. C3
tlVl6ER µL Sm,,. C4MB0 1'.
V-' W W1NP PLAN HUT To EGLLE.
YRTM OINTE t FlMYF RDOYED
ERICK WRINIIIINCIDENTALI.
0 z TOP EPIATION RI-
0F- M. BCO.18 vRWE o j
11
-ow towLre "
h i -F R4 PAR1.4
T- A z w
R' Z6"
� 6
D �
o M a I O I O s
- DOWEL
v TaW�
N
T .j 2 e BEE Y]rE OaP£L(BEE NOTE) BAR. PIPE M[6.8IDE M V
m SECTION X-X SECTION Y-Y. c
"'L9 W69
EM 1 OF 1 EET I OF 1
840.74 840.74
DIYEN810NB AND CtIMTITIEa
FOR
CROP IN BPYED ql MIN.
NEIOM N
OIYENSIon
a Box
A PIPE
I CD310 YARDS
CIXY:. p BOR
1001,1101I
01E PRF
PIPE
am
E11IM
YIN. "u",
D
A
a
N
�liIS WALL PEA
BVe FT. HT.
�'�
C.Y. P.G.
-0
o.xx2 9.xx2
0.58P
0.016 O,OIIY
15"
2-e
O.BCe
O.n9 D.00B
Sa'
26
OAOa
0.08J O.dY
zP
I Ia-O
O.
0. O.n6
a0•
4-w
r.0•
a-R
D.xxY asu
o.exa
o25 wx I 1a
FOFNi
�H r9w 1" DEPRESSION
9 zo�D II H 6w
/ \ m LL
°>� t o i gad
o e I a °! '1
x SECTION G-G „�
V-411" V-41g" F--
'v m PLAN OF FRAME
\ ,..•. `00 / a 1'-7`4'$" t'-7 CAST INON "
m c m PLAN OF GRATING
f o
o SeF9.1 D 2'.3 CAST IRON w
N
z Z z F �j Z O
In a o -1fro" 1-B" Lb" Lp" 1 G.'m
y0� d on 9 1„ T"
N V W GO w m it"2 U. O
44
r>o �� D
A o SECTION H-H I 3,_Z„ z
(,/ Q -1-
Am A zve" ,-
y 3'-1$$' iv iN
o N
3'-s"
SECTION E-E SECTION F-F
NEET 1 OF I 8NEE1 I OF 1
840.16 1840.16
STANDARD DETAIL DATE: 2001
STORM
FOR Nonnl cTRDUNA
DRAWN.Y 15WCMR STORM DRAIN MANHOLE POOBQK 18WILMINGTON ENGINEERING
CHECKED DY Bl'.. P.E. J WILMINGTON, NO 28402
[phone]
SCALE NOTTOSCALE SD2-03
R_Wp�HASS.
STANDARD DETAIL `E""` TON
DATE: 2001 PRECAST NORTIICAROIINA
DRAWN BY JSR/CNR CITY OF WILMINGTON ENGINEERING
DRAINAGE STRUCTURE PC BDX ,B,D
CTIECKED BY B.P., P.E. WILMINGTON. NO 28402
SOLID WALL [phone]
SCALE NOT TO SCALE SD 2-24
5/$..
PLAN
NOTE:
RING & COVER CONTACT SURFACES SHALL
BE MACHINED TO INSURE EVEN BEARING
OF COVER AND RING
MARKED:
NI TARY SEWER OR
NORM DRAIN
TOP OF C REQUIRED
OQVER
A
BOTTOM OF COVER I
MINIMUM WEIGHTS:
omrr 261 LBS.
2 120 LBS.
5"
SECTION "A -A"
STANDARD DETAIL
rslx
CITY OF WILMINGTON
PD BOX 1810
WILMINGTON. NC 28402
[phone]
GTON
NORTH GTR°uN.`
ENGINEERING
DATE: 2WI
STANDARD MAN -HOLE
RING AND COVER
DRAWN BY ISW'CMR
CHECKEDBY B.P.,P.E.
SCALE NOT TO SCALE
SD I4-O2
5
* ALL COMPACTION REQUIREMENTS FOR BACKFILL, EMBEDMENT AND ASPHALT
BASES SHALL BE IN ACCORDANCE WITH GEOTECHNICAL ENGINEERING REPORT.
PLAN
I
I
� I
1
1
I_
SIDE
ELEVATION
� 12"
#3 OR #4 REBAR
I,I Ir�
- SLIP RESISTANT CLEATS
CORROSION RESISTANT MATERIAL
(RUBBER, PLASTIC)
ELEVATION SECTION A -A
STANDARD DETAIL
unvm
GTON
NoanI CYRDUN,T
CITY OF WILMINGTON ENGINEERING
vILMINGTON' NC 28402
[phone]
SD I4-IO
DATE 3Wi
SLIP RESISTANT
MANHOLE STEP
DRAWN BY JSWCNIR
CHECKEDBY D.R.P.E.
SCALE NOT TO SCALE
12" COMPACTED MARL BASE
(D.O.T.) REQUIRES W)
EXISTING PAVEMENT
s
SCO # 17-17327-01
2" ASPHALT
TYPE "1"
N.C.D.O.T. SPEC.
EXISTING PAVEMENT
e`^
v �
CI
BACKFILL E
v_ 4
C
M m
NOTES:
* BACKFILL TO BE INSTALLED IN 6" LIFTS (MAXIMUM) AND
COMPACTED TO A MINIMUM DENSITY OF 959E AS DETERMINED
BY THE MODIFIED A.A.S.H.T.O. STANDARD METHOD T-99
* CUT - BACK TO BE PREPARED AFTER TRENCH BACKFILLING
AND COMPACTION
ITANDARD SHOWING METHOD MAKING PAVEMENT
REPAIRS WHERE PIPE IS INSTALLED
PAVEMENT
REPAIRS 1 r
SO 1-05
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
7 8

F
x
I
I
✓ol
3
4
a
0
F w09 Hs3V
SLOPE AS INDICATED ON P1M15
GO
ZO OD TOLFACE 9FPYALLE �er �r_Y IFUz
T D ll__
a: rx4v owl \ _r a Mt-LLOw
(>S09Z i i i i a_ DON,
PIPE
2"
PLAN B -
FOOTING
0 (IF CON8T. JOINT I8 USED) DOWEL W
m Z n z IIIa N G END ELEYATION BM-' X ¢o Z I w
:Oyy LLR-4W y
r w
2 0 1 y d J O
m 00
�C 3p:m
�miD I I IolI I i I I I aI+m' ojIL o.s -t- -'1-1 1 xd < d a
o3
m .9� p E D011EL 2 0W.
Go
OPTIONAL, CONSTRUCTION JOINT GO W 01
o C y y W p=
° <. N c ELEVATION W O I-
N n
m 9 z 0 z V C y
w y w C a
m
SHEETCI OF 3
NEST 1 OF 3 'SEE SHEET 8 838.01
838.01
OpELB [X EXp4lL WITH NEIXf00.BEp CONCRETE PIPE
PIPE
SINGLE PIPE
DOUBLE PIPE
LOC.
plA.
1G"
18"
24"
30"
88"
{2°
48"
16"
f8'
2d'
30"
38"
42"
49"
aNtB
"].
.]"
..y.
.].
.I.
Y•
"[.
Y•
.a.
.["
.].
.].
.]"
"N"
Y.
n]"
Y•
G
GTY.
z
2
s
9
4
a
a
s
z
z
z
s
s
{
{
z
s
z
x
mv.
f
t
z
2
z
z
3
0
ptt.
2
2
3
9
4
4
5
2
2
3
3
4
4
5
TOTAL LBS.
9
9
1♦
1{
19
b5
86
@
12
19
f9
23
TT
92
DlRexejox• AND wxcRETE 9wxnnce
USING CONCBE]E PIPE
LOYtlON DIMENSIONS
SINGLE PI
DOUBLE
PIPE
D
N
B
D
T
a
L
YB'
x
L
YW
15°
1'-B"
2'-9"
214"
912"
5'B"-2"
]'-B"
1.0
18"
3'a"
21p"
10'
B'-4"
1.0
°
8'-11"
1-9
9"
10"
90"
5'-0"
,q•
1112"
9'-2"
88"
M6'�
8R"
1112"11'-0"8'-2"
l{"
111Y"t2'-8"{e"B'e"dR"
H72°
11'-4"
a
�o.TOj�y SLOPE AS INDICATED ON PLANS LLJdIUia
-�►IIP"r- i
2U�T ° 1
Ty9O �I !Q-S)-Zw
Z „=y'OrT yt OJ
GI�P4 G.S. N pOy`E
PIPE IC
Zr>
R4-BARS WI"N
y0 �
PLAN
FOOTING
n (IF C T. JOINT IB USED) DOWEL J
= m G N 9 END. ELEVATION BAR-"X" Oc O F 3
O z w
En09C) LLNW y
Aim=
Ovw
r z D_ —_ _ I I fL W'
m z 1 1 1 (
cd<ia
'O y r O L OQ1EL In n
m m r 0 4 2 W m
OPTIONAL CONSTRUCTION JOINT y W m O
O CpA lH x W�
^ G ELEVATIOGO N W O 1=-
f �(7 A W ZQ y
yr v
m
MEET 2 OF SHEET 2 OF 3
838. 01 -SEE MET a 838.01
pWEIB ]N EXBYALL N]TX C. S. PIPE
yjpE
SINGLE PIPE
DURABLE
PIPE
LOC.
VIA.
15'
,B"
2a"
90"
36^
42"
48"
15"
1B"
24"
30"
s8"
a2"
4B^
BMS
.N"
..]".X.
.xn
Y.
r�z.
Y.
u[.
.]^
.].
.]"
.].
"].
Y+
vI.
Y^
G
OTY.
2
2
a
3
4
a
2
s
2
z
z
s
s
9
4
2
s
2
x
Dry,
-
2
2
2
2
0
pTY.
2
1
3
a
4
a
e
2
Y
9
9
4
d
5
TOTAL LB&.
9
e
14
la
18
53
E2
12
t2
,e
19
29
]3
B5
9[LX:xa[Bx• AND caxcnETE BwxnnEB
USING CORRUGATEp STEEL PIPE
f.01NxIN
BINDLE
PIPE
OOU'dLE PIPE
D
Y
B
0
L
YOP
Y
L
YO°
15°
ID"
fi'-l0u
1.0
2'-9"
B'-i°
L2
2P
"
Y-s^
1.4
9'-O"
10'-4"
1.30"6"B'-10'
2.0
S'-8"
12'-P2.]
9B"
n
2"
W'-a^
2.B
1'-8"
d'-10
9.8
42"
1"1'.10
9.8
b'9"
1T'-1"
6.0
ae"
8"
1a'-a"
d.8
B'_D"
18' a"
LS
m
z
Otiy
<~
QQa
moo
GENERAL NOTES:
zsti
mzT=yi
CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1'
ooNsz
IT y D
x�33 M
PLACE 2 N6 "Y" BARS IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 42"
wQZLL '
1'vaoxL�„
Z m �a
AND OVER WITH A MINIMUM OF 3" COVER AND A LENGTH OF 6" LESS THAN
wx z J
yH Ow
iJ2s'si
ENDWALL LENGTH.
omwx
own
z
CONSTRUCT BOTTOM SLAB WITH FORMS.
w c
z
DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS
ACCEPTABLE, BUT IS USED IN COMPUTING ENDWALL QUANTITIES.
o
WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM
OF THE PIPE, PLACE BAR "X" DOWELS IN THE BASE AS SHOWN ON PLANS.
n
SPACE BARS APPROXIMATELY ON 12" CENTERS UNLESS OTHERWISE DIRECTED
W
D Z
0a
BY THE ENGINEER.
s 0
y z
= p 9 o
WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM
LLIy�
W W y
m
x
OF THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR ROUGH.
o
Mz-, K'I o
0mw
m
"6"
°]
�
m N
USE CLASS CONCRETE..
�.v
Ulm=D
�jWw
o
F'M M y p9
¢ J M a
¢o
m m''O
F=Jy
0�2p
y W=?
oCcMH-i
m
1-0
O ~
w fn C (Ac
=zy
C
wzz m
r�i
0Q-
Wr
v
m
s I SCO # 17-17327-01
INSET
STORM NOT TO SCALE \
SEWER \�,v
FORM CRADLE. \
FILL VOID WITH
3000 PSI (MIN)
CONCRETE STORM \ SEE INSET 1'
\` / SEWER
\ / •
l
DIA. �'�
STORM SEWER
PIPE
SANITARY - -
SEWER PIPE
Flu NOTE: NO JOINTS ON STORM DRAIN
PIPES ARE ALLOWED BETWEEN PIERS
UNLESS JOINTS ARE BELL AND
!.mil.:SPIGOT COLLAR WITH FABRIC WRAP.
STORM
SEWER
a' • T
• •e
CONC. BLOCK FILLED
OR
WITH GONG.)
�-57 STONE BEDDING
AS NEEDED TO
STABILIZE FOUNDATION
8• MIN.
V6" MIN. FROM
.EDGE OF PIPE
T� FOLLOWING MUST B FOLLOWED IN THECASES OF GRAVITY
57 STONE. BEDDING SEWER UNDER STORMDRAIN:
ASNEEDEOTO • ASEPARATION -OF LESS THAN 12"BETWEEN STORM DRAIN
STABILIZE FOUNDATION AND GRAVITY SEWER, STORM DRAIN MUST BE BRIDGED.
• A SEPARATION OF 12°TO LESS THAN 24"BETWEEN STORM
DRAIN AND GRAVITY SEWER, GRAVITY. SEWER CAN BE. DIP OR
STORM DRAIN CAN BE BRIDGED, (PER DWR REGULATIONS)
• A SEPARATION OF 24" OR GREATER BETWEEN STORM DRAIN
AND GRAVITY SEWER REQUIRES NO BRIDGING OR DIP.
STRUCTURAL BRIDGING DETAIL FOR STORMWATER OVER GRAVITY
SEWER INSTALLATIONS WITH LESS THAN 12" SEPARATION
NOT TO SCALE
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
2 3 4 5 --'- -- - 6 I I 8
IJ
C
IJ
I&
F

U
a
X
1 Z 4 5 g 7 I co
SCO # 17-17327-01 4 I
STORMWATER MANAGEMENT FACUXI Y CONSTRUCTION SPECIFICATIONS
GENERAL NOTES CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE DESIGN
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBANCE (EROSION CONTROL /GRADING) PERMIT AND A j,'--� a` '�:�f x!'r / � \+�J' / /,jf '•., / / / / / / / / i � -- j ,�
ENGINEER'S ATTENTION IMMEDIATELY. STATE STORMWATER PERMIT FROM THE NC DEPARTMENT OF ENVIRONMENTAL QUALITY AND ALL OTHER NECESSARY PERMITS f e - / / / / / //l// / r / / ///j / /� L�+
FROM APPLICABLE AGENCIES (E,G. 404 / 401 PERMITS). Irk i �? x •"� •
2. THE FINAL CERTIFICATION FOR THIS FACILITY WILL INCLUDE A CERTIFICATION BY THE ON -SITE GEOTECHNICAL�
ENGINEER THAT THE PROJECT WAS CONSTRUCTED PER THE APPROVED PLANS. IT IS THE RESPONSIBILITY G THE 2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION CONTROL PLAN. THE f / ti
CONTRACTOR TO COORDINATE WITH THE ON -SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE / t / / 1 / / / / / // / /
THAT THE ON -SITE GEOTECHNICAL ENGINEER CAN CERTIFY THE CONSTRUCTION. PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED i \ jJf A Q pj
BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING. / / f f i / r I
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT FACILITY SHALL BE PER
THE DETAILS AND SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, AND OTHER MISCELLANEOUS 3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR ENTIRE ROOT
DETAILS AND SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS OF THE ON -SITE GEOTECHNICAL SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL MATERIAL THE t / 1 '` / %j •t i// j / /
ENGINEER. HOWEVER, PRIOR TO IMPLEMENTATION. THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY DEVIATION BACKFIII ED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF
FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED MODIFICATION. THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY
RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING PLAN/SCHEDULE. EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE/I/
PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT TRENCH IS OBTAINED FROM THE ON -SITE GEOTECHNICAL ENGINEER.
(FILL AREAS). fr l EXISTING
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE TRENCH SHALL /� CONTRACTOR SHALL
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE STORMWAIER MANAGEMENT FACILITY MAY BE USED AS A EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE 24"0 RCP OUTLET BARREL AND SHALL HAVE A I / 1 TAKE EXTRA�r /
SEDIMENT BASIN FOR EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H: V). THE KEY TRENCH J` f \, /j I` PRECAUTION NOT TO
CONSTRUCTION SEQUENCE BELOW: SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 2 & 4 OF THE SECTION TITLED "BERM AND SOIL x � i f r - / I / DISTURB OR IMPACT"�
COMPACTION SPECIFICATIONS." DEPENDING UPON ON -SITE SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON -SITE f > \\\`\ J / / EXISTING WALL AREA. \ m -X
5.1. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE, DAM, ETC.) GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS DEEMED NECESSARY. THE ON -SITE �J - _ j / j _/� - in
WITH THE EXCEPTION OF THE INTERIOR FINE GRADING FOR THE FACILITY. THE INTERIOR FINE GRADING WILL GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION FOR FUTURE AS -BUILT SUBMITTALS TO THE NC __ f ! - -�/ m \ \ \ ��
BE CONSTRUCTED ONCE THE EROSION CONTROL PHASE IS COMPLETE. DEQ, i / / m , M / 9 \ �QREBAY WEIR SPILLWAY
5.2. THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) SHALL BE CONNECTED TO THE PERMANENT 8"0 DIP \ (- \� r l CREST LENGTH = 10 LF
DRAIN PIPE. 5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE SPECIFICATIONS~4 } ( �� ° p, \ 'TOP OF RIP RAP (CREST) = 23.00
5.3. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR APPROVES THE LISTED ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED LINER = NCDOT CLASS 1 RIP RAP
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REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAW DOWN RISER PER THE SPECIFICATIONS LISTED IN THAT SECTION.; \ } I g t / i \ / 120 MIN. DEPTH
(OR SKIMMER) AND CLEAN -OUT THE BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY \ \ ' �\ `,J`�
(I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN AN AREA WHERE WATER QUALITY COULD BE 6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE ON } 1 \ / V MOTES:
ADVERSELY AFFECTED. GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE LEVEL SHOULD SOFT 'O ! µ j . / p 1. GRADES SHOWN ARE FINISHED GRADES (1.E. TOP OF �OF
5.4. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR SHALL OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE } ,-- �J 9r RIP -RAP) Q
CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET. UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY ,\ } / I / fir. \
5.5. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION AND AN COMPACTED STRUCTURAL FILL, LEAN CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON -SITE GEOIECHNICAL ENGINEER. _ \ ( I Gr ! °h \ Y % f' 28� �L 2. A GEOTEXTILE'FILTER BLANKET IS TO BE INSTALLED 29977
AS -BUILT SURVEY PRIOR TO INSTALLATION OF THE STORMWATER MANAGEMENT FACILITY PLANTS. IF THE C y \ I \ ` r � f - y \ / ;' �°j< BETWEEN THE RIP RAP AND SOIL FOUNDATION. THE B
CONTRACTOR PLANTS THE PROPOSED VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT 7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL, SEEPAGE, AND EW-94 V - f FILTER BLANKET WILL CONSIST OF A MINIMUM 4 ;9� GI �•• vim,:
APPROVAL ANY CHANGES TO THE GRADING RE -PLANTING OF PLANTS WILL BE AT THE CONTRACTOR'S RUNOFF BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK CONCRETE MUD MAT - \ \ /t/ INV. EL 19.17 =
/ ) ii \ �° f' - } \ \ THICK LAYER STONE (/57) UNDERLAIN WITH
EXPENSE. BE POURED OVER THE SUBGRADE ONCE IT IS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO } 4 \ \ S \ \ S f /j lf' / i �� GEOTEXTILE FABRIC AS SPECIFIED IN MATERIAL40
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5.6. ONCE THE ENGINEER HAS APPROVED THE AS GRADING, THE CONTRACTOR SHALL PLANT THE PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. } \ \ \ O / "r / / v� SPECIFICATIONS SH T, SW(- .
PROPOSED STORMWATER MANAGEMENT FACILITY PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THE THE METHOD OF BLOCK SUPPORT FOR THE PIPE PROPOSED BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. q
FACILITY. AFTER COMPLETION OF THE PLANTING, THE LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO McADAMS COMPANY FOR REVIEW. `�� \
THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED STORMWATER \ \ ✓ ( \ / ' \ \ \
MANAGEMENT FACILITY PLANTING PLAN. 8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8" THICK LIFTS PRIOR TO I \ \� l \ \t!I/ e � \\ l �\ p \\\\\�" \\ \ \�
COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL ENGINEER. FILL LIFTS SHALL BE CONTINUOUS I T \ \ { /� S / �� \ RIP RAP ASS I RIPRAPIPAT012 \
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYER ALONG THE FOREBAY OVER THE ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL _. j . 1 _ \ f.: f f � / \ \ \ - NCDOT CLASS I THICK
BERM IN THE PROPOSED POND AFTER CONSTRUCTION / COMPACTION IS NOT DETERMINED SUITABLE BY A LIFTS AND CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION. '� I \ ! / \ 4L X 5'W X 9" 11iICK
PROTECT UNDERGROUND I's f j // % \ \ \\ D50 8"
LANDSCAPE PROFESSIONAL FOR THE POND PLANTINGS, THEN THE CONTRACTOR SHALL AMEND THE PLANTING AREA / I I \ I UTILITIES' L
OF THE STORMWATER MANAGEMENT FACILITY AS DIRECTED BY A LANDSCAPE PROFESSIONAL. 9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE CONCRETE CRADLE. SEE /d+;i /�A \ y ;" / y /j //// -2p \ (SEE DETAIL SHEET SW-4) ti
NOTE ON CRADLE DETAIL (SHEET SW-3). THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS
9. ANY PENETRATIONS INTO THE GROUND ON UNCW PROPERTY REQUIRES A DIG PERMIT FROM UNCW (UNCW FORM
CAN BE FOUND AT UNCW WEBSIIE: http://www.uncw.edu/be/f`acilities/Forms/dig CONTRACTOR 9.1. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN THE
SHALL ALSO CONTACT NORTH CAROLINA ONE CALL A MINIMUM OF 72 HOURS PRIOR TO BEGINNING STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF CONCRETE CRADLE ELEVATION. ONCE THE / \ if yy \ f>A" / // /r / \ ) / / \ \ �0�0,
CONSTRUCTION. STRUCTURAL FILL REACHES THE NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE I g - \` \ �\ �,' r/ / / / / 22 / \\\ \ <i - 1 \
ELEVATION OF THE TOP OF THE CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE TRENCH PER THE PROVIDED \/y \ : \ r,-: /}y*1 / / / / OF
10. ALL UTILITIES TO BE RELOCATED TO BE COORDINATED WITH UNCW AND THE DESIGN TEAM. EXISTING BUILDINGS DETAILS AND CONSTRUCT THE CONCRETE CRADLE AS PER THE PROVIDED CONCRETE CRADLE DETAIL. EARTHEN FOREBAY BERM (TO BE z
SHALL REMAIN FUNCTIONING AT ALL TIMES. CONTRACTOR SHALL MAKE ALL EFFORTS TO AVOID AND MINIMIZE 9.2. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN PRIOR TO COMPACTED TO THE SAME ' / ,`, j // / SEDIMENT J \ C
UTILITY SHUT DOWN DURING CONSTRUCTION. NEW UTILITIES SHALL BE INSTALLED AND TESTED PRIOR TO EXISTING CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK FOR THE CONCRETE CRADLE SHOULD BE INSTALLED SPECIFICATIONS AS THE DAM \ I�` f;.' / r / / FOREBAY \ @ `� - �� rn
UTILITY SHUT DOWN. ON THE FOUNDATION AND / OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED EMBANKMENT) PLEASE REFER TO ITEM 4 J// / l // //�
DETAILS AND THEN THE STRUCTURAL FILL EMBANKMENT CONSTRUCTED. / ," W
\ \ // // / ' / / / / \ ��\� \ J
11. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM EMBANKMENT ONCE UNDER "BERM AND SOIL COMPACTION SPECIFICATIONS" FOR ADDITIONAL I �``ti, • �{ /,_`'�j// �r / / � � \ � \� \ � 9
FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO 10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE LOCATED WITHIN THE TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE TOP 2"-3" OF THE BERM SECTION TO
RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN COMPLETED BY THE ENGINEER AND AN INFORMATION.
APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE AGENCIES. / F fit` " / l / i / \
PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3"-4"20
ON THE DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED TOPSOIL SHALL BE AMENDED, AS DIRECTED BY A / ( l O r t / / v / / A AV A 9 C A CQ
LANDSCAPE PROFESSIONAL PRIOR TO INSTALLATION ON THE EMBANKMENT.
11. INSTALL 24"0 RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SW-3. \ % ut;'�l �%
�`-A ✓ �� 29 LF 12" CLASS 111, RING R \} A Q �
EAS E.G. - EMBANKMENT SUB 12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS" A off / / \ _ \ \ / / / / / 040% (JOINTS WRAP IN V A \ \ I� C)
12. IT IS ANTICIPATED THAT DEWAIERING WILL BE NECESSARY IN THE EXCAVATION AR ( AND REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. All CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL r - AA / �/ / ON -WOVEN GEOTEXTTI.E(BRIC) V A A 9 CE'
GRADE, INTERIOR PORTIONS OF THE STORMWATER FACILITY, KEY TRENCH, ETC.). THEREFORE, THE CONTRACTOR \ , / - - / A } `Z ErJ'
ALL FURNISH INSTALL OPERATE AND MAINTAIN ANY PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF SHALL MEET THE STANDARDS SET FORTH IN "BERM AND SOIL COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND /t / / / INV. IN (FOREBAY) = 20.00 A V 0
SHALL MOISTURE REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE 3 /
WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY SIZE. DURING PLACEMENT OF FILL WITHIN THESE 6-FT AQUATIC SHELF / i / INV. OUT (MAIN POOL) 20.00 I O W
OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND �r �// �-� N��'34`�1 � �_ � � V �
AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION / FROM 23.50 TO 24.50 I /f' / i - _ ��
SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4-INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND �' - - - I I. + ECQ
CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS ®6:1 SLOPE (TO BE INSTALLED j p r / / - - - - - FOREBAY BERM 1 ( 9 Z
BOTTOM AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E. PUMPED WATER AROUND'SWMF PERIMETER) ltf� / / - - - TOP WIDTH - 5-FT V
DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION
MAY NEED TO BE DIRECTED TO AN APPROVED EROSION CONTROL DEVICE PRIOR TO DISCHARGE). .�-.--21 / w�•„ ' d� i' / / / r/ /� � TOP ELEV. 24.00 \ � : ( J( J '� Q E•%
SPECIFICATIONS". \ _ / i' '' EMERGENCY SPILLWAY WILT ( (ryp Acj ( I l Z
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING SCHEDULE. I j \ ) =_ p, �j / / - - - -SHAPE =TRAPEZOIDAL ) 9
BERM AND SOIL COMPACTION SPECIFICATIONS ,;; \�� , / r/' / _ - - - BOTTOM WIDTH = 35.00 FT. (MIN.) / / x z
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION SHOULD BE \ m /f.,!{/ /, / / ` CREST ELEV - 26.50 / /// � r � F �
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL IDENTIFY BORROW / FILL AREAS AND SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE / rl / // SIDE SLOPES = 3:1 (H:V) / / / `� E 4
VERIFY THEIR SUITABILITY FOR USE WITHIN THE DAM EMBANKMENT, ALSO, THE ON -SITE GEOTECHNICAL DAM CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL ITr ` ✓ / // //` / FORE13AY BERM EL. = 24.00 MAX. SLOPE = 10% / j / / 9 z Q
ENGINEER SHALL PERFORM STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT BE GRANTED. UPON FINAL APPROVAL FROM THE NC DEQ, CLOSE THE 8"0 BOTTOM DRAIN VALVE IN THE RISER BOX AND t !� 3 / % / MINIMUM WIDTH = 5 FT (SEE DETAIL SHEET SW-4) % i f CIS
OPTIMUM MOISTURE CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION. BEGIN IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE NC /,/t ( / TO BE COMPACTED LINER = (SEE SPECIFICATIONS, / / / / Z
/ / / / PER "BERM AND SOIL THIS SHEET)
2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS APPROVED' / / % / 26.50 9 Q'+ O0.4
BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, / / J // COMPACTION SPECIFICATIONS" MAIN POOL
STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE MATERIAL THE FOLLOWING SOIL TYPES ARE / / / / y ~
SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL. ALL FILL MATERIALS OUTLET STRUCTURE MATERIAL SPECIFICATIONS7 //// //l //�� <2ssQ y y
SHALL BE APPROVED BY THE ONSITE GEOTECHNICAL ENGINEER FOR THE INTENDED USE.
1. THE 24"0 RCP OUTLET BARREL AND 12" FOREBAY PIPE SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH LIFT REQUIREMENTS OF ASTM C76-LATEST. THE PIPES SHALL HAVE CONFINED 0-RING RUBBER GASKET JOINTS MEETING ASTM
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM C-443-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4. /
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL \ ` ` ° r /' £ ( J \ / / y y
PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY AND DRAINAGE STRUCTURES SHALL BE PLACED IN 2. THE STRUCTURAL DESIGN FOR THE 4' x 4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE SHALL BE PROVIDED BY \ / ? / ( \ / j // / /�/ / / + y y D
4-INCH (UNCOMPACTED) LIFTS AND HAND -COMPACTED TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS THE CONTRACTOR. PRIOR TO ORDERING THE STRUCTURES, THE CONTRACTOR SHALL PROVIDE, TO THE DESIGN ENGINEER FOR I lam/ ( \\ 1~\ / j f / / / / / %j n+i
AS THE ENTIRE EMBANKMENT. REVIEW, SHOP DRAWINGS AND SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E. REGISTERED IN NORTH CAROLINA / ' ` I ( ( \� �� \ _ _ - - W
4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE DEMONSTRATING THE PERTINENT VERTICAL LOADS ARE SUPPORTED BY THE CONCRETE RISER STRUCTURE. I * �, �` f + ( , I�\\ \ - - - - - - - - / v /�/ /
\, /4 I I \ \ Tr/ \ _ / 1 // y y y y y y W
STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE 3. IF THE ANTI -FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST RISER BOX ( ? ! `,�\ \ \ \ ` _ - _ _ / �` , / /
CONTENT WITHIN -1 TO +3 PERCENT OF 115 OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 14,914 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND`/� / y W y y y y y
PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY BLOCK OUTS FROM THE GROSS STRUCTURE WEIGHT. }1 \ # \ \ _ - - _ - - _ / / ( //41 v w w y w
COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE
NT SHALL CROSS ANY PIPE
COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENTS CONTRACTOR OPTS TO CAST -IN -PLACE THE ANTI -FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. EN11RE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE.
5. THE DESIGN ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE ON -SITE GEOTECHNICAL 4. THE RISER BOX JOINTS SHALL BE SEALED USING RUBBER SEALANT CONFORMING TO ASTM-C990-LATEST. THE CONTRACTOR (\ i / \ \ \ - _ - - - - _,�� / / y + + y y
ENGINEER, THAT THE GEOTECHNICAL ASPECTS OF THE FACILITY HAVE BEEN CONSTRUCTED PER PLAN. THESE
REPORTS AND CERTIFICATION WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS SHALL INCORPORATE A WA BOTH
T H INTO THE RISER BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE CONTRACTOR - - - - - Q
STORMWATER FACILITY. THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE TESTING SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT. i , / - - /
- 28.00 i f y y y y y y + + + (,
/
AND OBSERVATION WITH THE ON -SITE GEOTECHNICAL ENGINEER. 5. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER FOR REVIEW. a ,.' 1// /� / - - - z - - _ _Z7- - (10-FT. WIDE\MIN.) y y y y I y y y y
CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) •� r�1 w
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR } / //j / / / - - _ - _ - - - - = j y W y y y W y W y y y
COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR SECURING THE ACCESS HATCH. NOTE THE ACCESS HATCH SHALL LINE UP WITH THE ACCESS STEPS AFTER INSTALLATION. ; j/ �rj �O / - - - -� - - "c G -
EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS RECOMMENDED BY THE ON -SITE
GEOTECHNICAL ENGINEER. 6. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:��/� y y y y v y + w + w y y y y
7. TESTING WILL BE REQUIRED ALONG THE 24"0 RCP OUTLET BARREL AND 12" FOREBAY PIPE AT A FREQUENCY OF -MINIMUM 3000 PSI (28 DAY) �'"
-SLUMP = 3" - 5" ice/ / / //�i / PRECAST RISER OUTLT STRUCTURE CONTRACTOR SHALL LINE THE EMERGENCY
ONE LEST PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON -SITE GEOTECHNICAL i / / / / y y y SHAPE =SQUARE \� 2g W
-ENTRAINED AIR = 5% - 7% // / / INTERNAL DIMENSIONS = 4 FT. x 4 FT. SPILLWAY AND EXIT CHANNEL WITH TURF Z
%/i / /� .v ,v .v y y y y REINFORCEMENT MATTING AS SPECIFIED IN W y y y y O
ENGINEER. - i / / / TOP OF RISER = 25.30 A/
PLEASE NOTE NO CONCRETE SHALL BE POURED MEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED TO BE ABOVE 857 �� / �i � �' MATERIAL SPECIFICATIONS SHEET SW-4..
/ � w w v. .V y w 5.0"O INVERTED INTAKE ORIFICE = 24.00 y u' THE LINER SHALL BE INSTALLED PER
OR BELOW 407. CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING FOR A MINIMUM OF 48 HOURS. / /i / i INVERT OUT 24"0 O-RING RCP 24.00
( ) y y MANUFACTURER'S SPECIFICATIONS. PLEASE I y y y y
(SEE DETAIL ON SHEET SW-2) NOTE THAT THE SHADED AREA REPRESENTS E
STATEMENT OF RESPONSIBILITY 7. NON -WOVEN GEOTEXTILE FABRIC FOR THE 24"0 RCP OUTLET BARREL AND 12'0 RCP FOREBAY PIPE JOINTS SHALL BE _ / / / / VELOCITY DISSIPATOR
� � y y y y y w y AN APPROXIMATE EXTENT OF THE LINER. .v
ENGINEER APPROVED (SEE MATERIAL SPECIFICATIONS, SHEET SW-3). / NCDOT CLASS I RIPRAP 30 LF 24"0 CLASS III 0-RING RCP 01.007 N
1. ALL REQUIRED MAINTENANCE AND POST -CONSTRUCTION INSPECTIONS OF THE STORMWATER MANAGEMENT - y y y y 12'L X WIN X 22" THICK V + (JOINTS WRAPPED IN NON -WOVEN v w y y y y y y y y + y w y W
FACILITIES SHALL BE THE RESPONSIBWIY OF THE OWNER, PER THE EXECUTED OPERATION AND MAINTENANCE 8. STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BE 8" ECCENTRIC VALVE OR _ D50 = 6" GEOTEXTILE FABRIC, SEE MATERIAL'
AGREEMENT FOR THIS FACILITY. APPROVED EQUAL THIS VALVE IS IN ACCORDANCE WITH AWWA C-517, AND SHALL BE OPERABLE FROM TOP OF OUTLET Y y I I `(SEE DETAIL SHEET SW-4) I SPECIFICATIONS SHEET SW-2) i `V y y
`i' y y y STRUCTURE ABOVE THE TRASH RACK VIA A HAND WHEEL (SEE DETAIL SHEET SW-3). THE CONTRACTOR SHALL PROVIDE A y y y y y y y y y y 24"0 RCP SPILLWAY FILTER y y y y y y y y y y y y y y y z
REMOVABLE VALVE WRENCH WITH A HAND WHEEL ON TOP FOR OPERATION OF THE 8"0 PLUG VALVE. A CHAIN AND LOCK (SEE DETAIL SHEET SW-3)
SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE TRASH RACK. y y y y y y v y y y y y y + y y w y W
EXISTING WETLAND (TYP.) ENDWALL PER NCDOT STD. 838.80
v w y 41 w w + w y y INV. OUT (24"RCP) = EL 23.70 w y v y w y y w y + y y y
y + y y y y y y y y + y y y y y + y y y y y y .y NV. y y
.V y J• .Y y W •V y y y y W y y y y y .Y .y Jr y
�Y •Y .Y �Y y �V V •V y W �V V �Y �V �V y y y y y y y y y y y J' `Y
' Jr + `Y �Y •Y y y �L• y J�Y +Y V �V �V Vr y + Y �Y V �Y �Y y W y + V
V y v w I v y y y y y y y y y y y y y y y JWARNING. SENSITIVE ENVIRONMENTAL AREAS rRaBCYxo.
EXIST ADJACENT TO POND, CONTRACTOR UNW-16050,<
y y y y y y y y .V .v y v w w 41 y y y y y y y y SHALL TAKE EXTRA PRECAUTION NOT TO
y y y y y y y y y y y y y y y y y y y DISTURB OR IMPACT ANY SENSITIVE { ' UNW16050-SW:
CuRc•» BY; JCG
.v Y .V y .V y y y y .�. y y y y V y y W y •V +Y W. y y .}:;r `O`
F
5
DRAWN BY. RAS/HBD
BY:--_ SCAIM 1 "=30"
S" P"ATER MANAGEMENT FACILRIY PLAN VIEW GRAPHIC SCALE DATE: 06-09-2017
1" = 30• 30 0 11 31 80 �' F SH6Sf. ND. _
1 inch = 30 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
6 s J1 MCADA1rtS

1 2 1S 14 I%P OF HANDWHEEL TO 6 CONCRETE COLLARI iNOTES cry {� $f�Ar�
EXTEND 1-FOOT ABOVE THE TO BEFIELD BY THE CONTRACTOR, SCO # 17-1732 / 01
tom.
TRASH RACK.
pp
1. REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN TRASH RACK SEE DETAIL) N -
ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL APPROXIMATE LOCATION (SEE DETAIL) 12" COVER TOP OF DAM (10' MIN)-�''j 6" COVER ENDWALL PER
SCARIFY THE TOP 2- TO 3-INCHES OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE TOP OF AM L. 8.00 OF EXISTING GROUND INVERTED INTAKE (MIN,) 1 r- 1 _3,1 (MIN.) NCDOT STD, 838.80 U „E%_ Np
TOPSOIL DEPTH SHALL RANGE FROM 3- TO 4-INCHES ON THE DAM EMBANKMENT. 100-YEAR STORM EL = 27.54 WORST -CASE (SEE DETAIL SHEET SW-3) FI _t
EW-94 FOREBAY BERM
INV. EL. = 19.17 TOP WIDTH - 5-FT �. _
TOP ELEV. = 24.00 IOP OF RISER EL = 25.30 "-30 LF CLASS 111 24 0 O-RING --- O t A% - - - -- , d x tt�QQ
= WATER QUALITY VOLUME EL. = 25.28 Y . Z
NyySJ=/ 9a•m n-ewr. Rra wvFar Fi = 94 On
/ + A ------- ------------ + FOREBAY `-- --� .. (MIN e.. � A
1
-
,1
_-I I -I I -I I-1 I-1 I -I I- .' I I-! I! L -I !!=1 ! L
PROPOSED GRADE
_ - 5 0' (MIN) I
- - - 1=11 I -I I I -III -III -I I I -I I I -III -III -I ___ II I I-! ! I- !!-- ! !! ! I -I ! !1 I -I ! ! ! I -I ! I-1 -I I I ICI I I-11 I
-
-------------------- 1-�1111`tl -I I I 11!=1 !! I 1=1 va
- 1 ICNE010
__ 11-11 I- _ CL - -_--_---I 11_ I I11 II I 1-► I -I VELOGITY DISCEAN OUT L - 17.00 - - - - - - - - -
---- = 6,00 Lu
'Bs 21PRAP
_I _ _ _ _ --
- -
-- -- -- - - _ _ -- -- CONCRETE -CRADLE - - (SEE DETAIL SHEET SW-4)
-IIII -III-_I IIIIIIIII-IIIIIIIIIIII=1=i=1 i-III III -III -IIII 1-1 11III-III- I I-IIII 1 I -I -III-I I- -I I- I I- i -I i-III-I 11I 1- I I
- � -_ � -, I _- - -_ I I I � I III ! � ! (I ! � ( ( -_(SEE DETAIL SHEET SW-3) - -ill-1 1 1-
)I1 !- 12eOCLASSIII0-RINGRCP
�_�!!��i !�!-�I-1�1-1�!-I�II�I - -INVERT�■; A
-j = 1= _ - ! !) !- ! !! !- - (-I !--III-III Ij (-! ! - = -) I --- 1" THICK JOINT =.! !) I I ! �ALDOUBLE (LAYER OFTILE
I. I I l
(( ! ( ! ! ! ( ! - iI i- T I ! ! (!-I (I ! I! I !I 8" DIP DRAWDOWN I I !- ! I I FILLER MATERIAL NONWOVEN GEOTExTILE
SHALL BE PLACED 3� W WA4
INV 24.0o T I III
24"0 CLASS III 0-RING RCP I I- AROUND EACH JOINT OF THE (SEE DEkA1L�H�ET SW-4)
8"0 EMERGENCY DIP DRAI
INVERT = 24.00 24"0 O-RING RCP BARREL IN
N-- I-
WITH TRASH RACK 2' WIDE STRIPS CENTERED ON
ANTI -FLOTATION
CONCRETE
(SEE DETAIL SHEET SW-3) ANTI -FLOTATION BLOCK JOINT (SEE NON -WOVEN GEOTEXTILE FABRICMATERIAL ••N..CA...,,
' ,••• r
8" ENGINEER -APPROVED ECCENTRIC PLUG CONTRACTOR SHALL FORM INVERT OF SPECIFICATIONS.)
TOP OF DAM = 28.00 VALVE. THIS VALVE SHALL BE IN RISER STRUCTURE TO DRAIN KEY TRENCH (SEE BERM AND SOILerr-
=III=III-III=III-I I I -III SAND SHALL BECE HOPERABLE FROM TOP OF BARRELLY TO INVERT OF USING NON -SHRINK UG OUT COMPACTION SPECIFlCAITONS, DETAIL ' Q
6' WIDE _ III -I I I -I I1-1I I -I I I SHEET SW-1) KEY TRENCH TO BE
VEGETATED 6ISLOPE � 3151�� II�Ii III- OU17ET STRUCTURE VIA A HANDWHEEL NON -SHRINK GROUT PROVIDED PER THE DIRECTION OF -
B _ 29 =1 I I-i I - THE SrrE GEOTECHNICAL ENGINEER g '
_
NORMAL POOL_ , SLOPE -1 I I-III-III-.,•�
BOTTOM OF SHELF_ - = 1=I6i-III-1 I 1-ITT_ � � r
-
BOTTOM MAIN POOL= 16,00 --I I I I=I I I I I I I i; I I-
I II II I II II I I, I I WET POND CROSS SECTION
VEGETATED SHELF INSET N.T.S.
- I N.T.S.
NnrFc
1. ALL REBAR TO BE k4 REBAR.
2. WRAP OUTSIDE OF PIPE WITH ENGINEER -APPROVED WATERSTOP AT THE FACE OF THE
J"O GRADE 8 PRECAST STRUCTURE WALL PROVIDE 6" OVER LAP ON THE BOTTOM OF THE PIPE. G
STAINLESS STEEL
CONCRETE LAG
8.0'
SCREW PRECASTER SHALL PROVIDE 5.0' CONTRACTOR SH�S 4
3" ANCHOR DEPTH CONCRETE
A BLOCK OUT FOR THE 3" DRILL INTO PRECAST ANTI -FLOTATION
CLEARANCE 3" CLEARANCE BLOCK
12" X 4" X J" 1.5, 1,g 24"0 0-RING RCP TO OUTSIDE STRUCTURE WALL AND C3
C GALVANIZED STEEL 5.0' TO OUTSIDE
OF #4 OF #4 REBAR) SET ANCHORS USING (,` A �
STRAP (4 PER EPDXY GROUT ,'4 CID
RISER JOINT) REBAR)
WRAP OUTSIDE OF 4" Q Lo
°p" a CONCRETE CRADLE I?a
3" CLEARANCE PIPE WITH FLEXIBLE 1' DEPTH (CENTER TO 1' DEPTH G1r'" �
1.5 d ° a, (SEE DETAIL ON SHEET TO OUTSIDE OF WATERSTOP SEAL PRECAST CENTER) z
4 n 4. a SW-3) /4 REBAR) (SEE NOTE 2) STRUCTURE WALL 3000 PSI CONCRETE W Q
COLLAR
a a (MIN. 28 DAY STRENGTH) co
S
8 DIP DRAIN W/ TRASH
RACK (SEE DETAIL ON
SHEET SW-3)
°
a
c
a
d e °
d
c
g a
a
#4 REBAR ANCHORS.
CONTRACTOR SHALL
3" CLEARANCE
TO OUTSIDE OF
d
v
DRILL INTO PRECAST
#4 REBAR)
d
a
STRUCTURE WALL AND
- - - -
--z-
RISER JOINT CONNECTION DETAIL
SET ANCHORS USING
- --
-
----------------
3.625'
EPDXY GROUT
c
�
Mi
N.T.S.
a
24"0 0-RING RCP
24" Q-RING
4.375'
WRAP OUTSIDE OF
e'
24" O-RING
RCP
8.0'
S.0'
4
❑
a
c
FLOW -+G
RCP
PIPE WITH FLEXIBLE
WATERSTOP SEAL
5.5" CENTER TO
v
(SEE NOTE 2)
CENTER
INVERTED INTAKE
(SEE DETAIL
a
NOTES: HEFT Sw-3)
----
--
--------------
1
12
U
o
D
3" CLEARANCE
Z ;:ITO
OUTSIDE OF
j- - #4 REBAR)
��+ U
auz
I
�' Z
24"
I ROPING
E)
zoo
Z
-
0-4
a T.
1. CONCRETE ANTI -FLOTATION BLOCK TO BE PROVIDED WITH MINIMUM _--
g 4 ANCHOR ° a ° 12" ANCHOR DEPTH COLLAff R
TEMPERATURE AND SHRINKAGE STEEL REINFORCEMENT. ° v 4 DEPTH a
a. o a 4• v (MIN. 28 DAY
2. TRASH RACKS NOT SHOWN FOR CLARITY. a. n' ° e ° 4 ° a STRENGTH
4 a a 4 (CENTER TO p )
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE ° ° ° ° 4
DETERMINED IN THE FIELD BY THE CONTRACTOR. THE VALVE STEM tb a CENTER) °
e a � e PRECAST 3" CLEARANCE D
D MUST BE OPERABLE FROM THE TOP OF THE RISER VIA THE ° a° ° 4 C REBAR ANCHORS. STRUCTURE WALL TO OUTSIDE OF
HANDWHEEL WITH AN INSIGNIFICANT AMOUNT OF PLAY IN THE VALVE 1.5' a CONCRETE COLLAR CONTRACTOR SHALL DRILL
STEM, � (TO BE CONSTRUCTED IN THE FIELD BY 3" CLEARANCE INTO PRECAST BASE AND
� 4" 3.8 4' WRAP OUTSIDE OFJ #4 REBAR)
c THE CONTRACTOR - SEE DETAIL) (CENTER TO I (CENTER TO (CENTER TO TO OUTSIDE OF SET ANCHORS USING PIPE WITH FLEXIBLE
4. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO CENTER) CENTER) CENTER) #4 REBAR) EPDXY GROUT WATERSTOP SEAL j•�,�
MORE THAN 5-FT FROM THE RISER. (SEE NOTE 2)
CONCRETE CONCRETE ANTI -FLOTATION
o 8" ENGINEER -APPROVED ECCENTRIC PLUG ANTI -FLOTATION BLOCK
8 VALVE. THIS VALVE SHALL BE IN BLOCK $j0$ {%jaiP\ijB;W A
a IWNT
-
� ACCORDANCE WITH AWWA C-517, AND SHALL BE OPERABLE FRTOP OF
n OUTLET STRUCTURE VIA A HANDWHEEL F+TI
2C CONEM COLLAR DETAII.
N
5.0' VALVE STEM GUIDE N.T.S
TO BE INSTALLED PER
o MANUFACTURER'S..
g CONCRETE COLLAR 4 0' SPECIFICATIONS (SEE w
(TO BE CONSTRUCTED IN THE FORE T L WEIR =LF SPILLWAY
NOTE #3)
r FIELD BY THE CONTRACTOR TOP OF TRIP RAP (CREST) = 23,00
N 47 a ° ° a (SEE DETAIL) LINER = NCDOT CLASS I RIP RAP
o
° a 12" MIN. DEPTH
� 4 - ^ 29 LF 12" CLASS III, O-RING RCP ® INV. EL =EW1917
o °a a TOP OF RISER EL = 25 30 0OVE (JOINTS WRAPPED IN
a �\ ° ° c - - - - - - - - - - - NON -WOVEN GEOTEXTILE FABRIC) INLET DISSIPATER C•+
Ida 24"0 0-RING RCP INV. IN (FOREBAY) - 20.00
c / \ INV. OUT (MAIN POOL) = 20.00
o
O I INVERTED INTAKE n o FLOW -► E
i 0' (SEE DETAIL RIP RAP VELOCITY DISSIPATOR APPROXIMATE LOCATION a
Z I ° NCDOT CLASS 'B' RIPRAP - PROPOSED GRADE
SHEET SW-3) di O OF EXISTING GROUND O
8'0 DIP DRAIN \ ^ 1 / 1 ° 4'L X 5'W X 9" THICK
W/ TRASH RACK i D50 = 8" FOREBAY BERM
/ / d NWSE CONTROL EL = 24.00 �r-
c (SEE DETAIL ON 4.25' - - - d - - - - (SEE DETAIL SHEET SW-4) TOP WIDTH 5-FT
2 SHEET SW-3) - - d
0. 0' a a d
6" MIN. o °FORFRAY RFRm
\4 FO.-B
4 0 c MAIN POOL _ r
a. ° . a e - T[
1.25'
15" 4
a a 4 PRECASTER SHALL PROVIDE _
a _ II=141=III=III=III=III=11= I -III=111=III=III=III- il_III=III=III_III_III=I1 I�II"I-_'17 I 1=1 -I =1 _ _ _ - - = 1 111=III-III-III=III=IIJ=III-III=11
0 o A BLOCK OUT FOR THE _ _=- - --
_ _ _ _ _ _ = I III = _ _ _ =1 = _ _ I- - - I - _ = I - - I I- I=I -I I =I I IEz L= -III-II I=I - I I= I I -III- - _ --= - _-_-- ---- - - 1-III I I-III-III-1 I -III -I 1=1 I L-I I I_I 1=1 I III--1 I- III-� I I III I III -III- l I I I - - - _ -I - I1-1 I I_I III 1-
o � 24 0 0 RING RCP = _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - _ _ - _ - _ _ _ _- _ _ _ =1 =I = _ = = -1. =III=�I-1 =III=III=.-III-III=I I =I I I-III=III=1 = - - -
'-1 � I -I � I -I � I -III -I � I-�`-I � I -III -I � I -III- I � I -_I � I -III -III -I � �-I � I -I � I -I � I-1 I I -I � I -I � I -I � 1=1 � I -I � I -I � I -I � 1= I C I --I I L-I � I-III=1 I I_I � I III � I � I � I I C I � I � � � I- � �-- � 1 I f i-11J I C I I �
24" CLASS III
o-RING I I I I III -III -III I I I I III I I I I I I -III -I I I_I I I -III III III= I -III -I II_I I I_I I I-III-III-III-1 I I I I III I I
6" DIP DRAIN
RCP
io«f EE w TRASH RACK
c CONCRINVERT - 24.00
ANTI_FLOTATON CONTRACTOR SHALL FORM (SEE DETAIL ON CONCRETE ANTI -FLOTATION
I11- -
P'10 NO,
UNW-1605D
BLOCK INVERT OF RISER STRUCTURE SHEET SW-3)
BLOCK _ i f-111 111-1 I 1=1 I III=1 1=1 I-1 1=1 I -I I 1=1 I -III -I I' I III=1 1=1 I i t I 1=1 " -1 I L .I ICI I -1 I - u , �,,,,,: U
5 TO DRAIN POSITIVELY TO III=) I III= (= I I � ' � I W16050-^SW"
INVERT OF OUTLET BARREL CONTRACTOR SHALL SEAL NON -SHRINK -I 111= III 1 -I I' I- =III -III -III III-) III -III III -III III- I-
USING NON -SHRINK GROUT THE PIPE PENETRATION GROUT -III- .I II III III I I -I -III I -1- i I- vy gg CHOMM BY: JCG
INVERTED INTAKE USING A RUBBER BOOT -11 III n�nIIIIIII�IIIII i�II11111�11 1 § N
8"0 DIP DRAIN PIPE - � DRaxN BY:
i (SEE DETAIL) AND STAINLESS STEEL CONTRACTOR SHALL CORE -DRILL 8" ENGINEER -APPROVED ECCENTRIC ` I, RAS HBD
PLUG VALVE. THIS VALVE SHALL BE IN -� � � -� � �-� � � fit ^
j HARDWARE THE HOLE FOR THE 8"0 DIP PIPE � -
IN THE FIELD. PRECASTER SHALL SHALL ACCORDANCE WITH AWWA C-517, AND N.T.S.
OMIT REINFORCEMENT IN THIS OUTLET BSTRUCTURE VIA AE OPERABLE M TOP OF T Y..- -�06-09-2017
F PFi 04AMNT QU�L�i`ii S UClURE DETAIIS AREA HANDWHEEL WET POND CROSS SECTION
N.T.SF ar No. w_2
o -
N.T.S.
g
X FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MU MCADAMS
1 2 3 4 5 6 7 8`

1 2 8"0 DIP DRAIN PIPE 4 5 6 7 $
12" X 12" X 12" #4 REBAR TRASH RACK WITH 3" O.C. CONTRACTOR SHALL NOTES: SCO # 1 7- 1 7327-0 1
° SPACING SECURELY FASTENED TO WALL AND FLOOR. TRASH CORE -DRILL THE HOLE FOR 7f �7G
RACK SHALL BE PROVIDED WITH A HOT -DIPPED GALVANIZED THE 8"0 DIP IN THE FIELD. 1. ALL REINFORCING STEEL IN RISER ANTI -FLOATATION BLOCK TO BE GRADE 60 #4 BARS.
COATING OR ENGINEER APPROVED EQUIVALENT. CONTRACTOR PRECASTER SHALL OMIT 2. INSIDE OF RISER BOTTOM TO BE FORMED WITH NON -SHRINK GROUT TO INVERT ELEVATION OF BARREL ! V V�
TO PROVIDE SHOP DRAWINGS TO THE ENGINEER FOR REVIEW REINFORCEMENT IN THIS ,&
PRIOR TO ORDERING, FABRICATION, OR INSTALLATION. a AREA
° Ad 8" PLUG VALVE. THE VALVE SHALL BE 3. PRE -CAST RISER SECTIONS AND JOINTS SHALL BE SPACED SUCH THAT BASE SECTION WITHIN ANTI -FLOAT BLOCK DOES NOT HAVE A JOINT. J U
a Sol d AN ENGINEER -APPROVED PLUG 4. ALL PIPE PENETRATIONS THROUGH THE CONCRETE RISER STRUCTURE SHALL BE MADE WATERTIGHT. INSIDE OF RISER TO BE FORMED (� r� ■
ECCENTRIC VALVE. THIS VALVE SHALL WITH NON -SHRINK GROUT 1b '►�
CONTRACTOR SHALL SEAL THE BE IN ACCORDANCE WITH AWWA INVERT ELEVATION OF BARREL PRECAST RISER STRUCTURE IZ
° PIPE PENETRATION USING A C-517, AND SHALL BE OPERABLE (O8
A RUBBER BOOT FROM TOP OF OUTLET STRUCTURE VIA 24" 0 "5
1.00' AND STAINLESS STEEL HARDWARE A HANDWHEEL. e E" �\ RCPSTEEL REBAR A p
2 LF 1.00' 77
8"0 DIP "� •''" #4 REBAR VERTICAL .�
• A. A CONNECTION (TYP.)
d ° ° 2 LF 8"0 DIP a N 4 e..
e. 8" PLUG VALVE. THE VALVE SHALL BE a $ w �' 3000 PSI CONCRETE
° ° < AN ENGINEER -APPROVED PLUG n < CONTRACTOR SHALL SEAL THE • ¢ 8' • as
ECCENTRIC VALVE. THIS VALVE SHALL ° ° : + ° ANTI FLOTATION BLOCK
PIPE PENETRATION USING A M f , '
o- BE IN ACCORDANCE WITH AWWA C-517, ; .
n ° ° AND SHALL BE OPERABLE FROM TOP ° °' RUBBER BOOT `8.0'
OF OUTLET STRUCTURE VIA A AND STAINLESS STEEL HARDWARE
0.86' HANDWHEEL• #4 REBAR VERTICAL STEEL REBAR GRID
(CENTER TO CENTER) 8"0 DIP DRAIN PIPE CONNECTION (TYP,)
CONTRACTOR SHALL CORE -DRILL THE #4 REBAR (TYP.)
HOLE FOR THE 8"0 DIP IN THE FIELD. 8.0'
PRECASTER SHALL OMIT REINFORCEMENT IN
THIS AREA.
8"o EMERGENCY DIP DRAIN TRASH RACK DETAILS
` r
N.T.S.
6.
$BARREL PIPE FLOWABLE FILL CRADLE
` ..
CONSTRUCTION SEQUENCE 66' MIN.
0 0
QD •4 OD
1. IF OPTION 9.1 IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION SEQUENCE (SHEET SW-1), THEN BRING GRADE OF
DAM EMBANKMENT TO SPRINGLINE OF PIPE ELEVATION. IF OPTION 9.2 IS CHOSEN FROM NOTE 9 OF THE
CONSTRUCTION SEQUENCE, THEN CONSTRUCT FORMWORK FOR FLOWABLE FILL CRADLE ON EXISTING GRADE.
2. IF OPTION 9.1 IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION SEQUENCE, THEN EXCAVATE TRENCH FOR CRADLE
AND BARREL PER DIMENSIONS ON DRAWINGS. IF OPTION 9.2 IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, PROCEED TO STEP 3 BELOW.
3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR SHALL WRAP JOINTS WITH 2-FT WIDE STRIPS \� (MIN.)
OF NON -WOVEN FABRIC AT THIS STEP. 18" TYP.
,la,,,Y�NnCA
#4 REBAR - 2 p••
VERTICAL ; Q
CONNECTION -
4,
#4 REBAR (TYP.)
4. PLACE FLOWABLE FILL FOR CRADLE FOR EACH SECTION FROM ONE SIDE OF THE TRENCH. ALLOW FLOWABLE FILL i
TO FILL ENTIRE AREA UNDER PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE PLACING 24"0 0-RING RCP CROSS IN A=A" CPA= SF=ON B'-B'
FLOWABLE FILL ON THE OPPOSITE SIDE OF THE TRENCH. PLACE ENTIRE CRADLE AS ONE LIFT (VERTICALLY) PER '
DRAWINGS. f N.T.S.
N.T.S.
5. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY VIBRATING COMPACTION EQUIPMENT IS USED IN z
THE VICINITY OF THE BARREL PIPE. '. 4•., ,� / a. ALSERLANTI-F =ATION BI=K CONNECTION 0
6: TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY HAND. BACKFILL IS IN 8" LIFTS WHEN 15" ° ` N.T.S.
CONDUCTED BY MACHINE. MINIMUM OF 2 FEET COVER MUST BE PRESENT ON 24"0 RCP BEFORE DRIVING OVER WITH \ /
• ° _ , x
HEAVY EQUIPMENT. 4. . , ♦. ° , _ d - - /�II
.. • . a . _- _ LE FILL
NOTES.
50 P 1 0 AB
1. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO CD
C 12MIN.. CID
MORE THAN 5-FT FROM THE RISER. C A
" ! a ♦ r ' ° °
,' '• ,.
• . •• • ' u
• I i I - 1" THICK JOINT CONCRETE COLLAR ,`Z,
- - FILLER MATERIAL (SEE DETAIL W
SHEET SW-2)co
-I - -- --- I - - ° z w �
24" CONCRETE CRADLE DETAIL a a
N.T.S. 's d
U H �
° Z E
8'-6' 24"0 O-RING RCP 0 ,��
2'-6" O.D. a n v a FLOW z
24"0 O-RING RCP ° ,-1 0"
FLOW ° °'. a Q
(2) 4" CORRUGATED a ° ° 9 a C
Or
HDPE PIPE 3 -INCH MATH i I a
PERFOR TATIONS i 24'0 RCP d a a
a
D
D°
ei
.P� d ° r-1
qd
0 0
A.
°
f� 1' THICK JOINT 1' THICK JOINT
$ o 0 0 0 0 0 o FILLER MATERIAL FILLER MATERIAL A
0
BBLOCKETE ANTI -FLOTATION
o 0 0
CONCRETE 110P VII+'W SIDE VIEW
ANTI -FLOTATION 1
BLOCK
N ENDWALL PER NCDOT STD. 838.80
NOTE: 4" WEEPHOLES TO BE NO. 67 WASHED STONE
PROVIDED NTH VARMIT GUARD ON ENCASED IN NON -WOVEN
DOWNSTREAM SIDE AND GALVANIZED FILTER FABRIC (SEE MATERIAL
ci HARDWARE CLOTH ON UPSTREAM SIDE SPECIFICATIONS SHEET SW-3) RISER BnaML/ CRADIE CONNEMONDETAIL
ai (Y4 MAXIMUM OPENINGS)
N.T.S.
N 24"0 RCP O
\ PROPOSED GRADE z W
NOTE: GEOTEXTILE FABRIC (NON -WOVEN) FOR THE 24"0 RGP OUTLET BARREL AND 12"0 RCP
3' 3' FOREBAY PIPE JOINTS SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS. ° 6 0 PVC (SCH 40)
N6" MIN. W
o1
ENDWALL PER
to
E
III I(--I1'
NCDOT STD. 838.80
z
-III--)
MIN.
o �� o 0
��
ENDWALL PER
m
0 0
0 0 0 0 0
0 0
NCDOT STD. 838.80
o 0
a
24"0 RCP
o
o 0 0
o 0 0 <
c
oL
=
FLOW -�-
O O
/
3
°
e
L
36" O.C.
,
24' O.C.cs
6
'a
N
0
M
6`
6" PVC CAP WITH
° SCREW TYPE PLUG E
a d
NON -SHRINK °
GROUT I�j
a '"/�7•
d 6'
INVERT EL. _ 24,00 a'
6.
.2 e o 1 ° d . ' a 4 BOTTOM EL. = 23.50
a o 0
• • C o 0 0 0 0 0 0 o ASTM D 4751: AOS IS AMAXIMUM OPENING DIAMETER VALUE '
• a '
m ° , c
N '• -o v O o o C' o
m 1 • MIN. o
3
Z (2) 4- CORRUGATED HDPE
MECHANICAL PROPERTIES
TEST METHOD
UNIT
MINIMUM AVERAGE ROLL
VALUE
MD
CD
GRAB TENSILE STRENGTH
ASTM D 4632
N (Ibs)
912 (205)
912 (205)
GRAB TENSILE ELONGATION
ASTM D 4632
X
50
50
TRAPEZOID TEAR STRENGTH
ASTM D 4533
N (Ibs)
356 (80)
356 (80)
CSR PUNCTURE STRENGTH
ASTM D 6241
N (Ibs)
2225 (500)
APPARENT OPENING SIZE (AOS)1
ASTM D 4751
mm(U.S. SIEVE)
0.18 (80)
PERMITTIVITY
ASTM D 4491
see -1
1.1
FLOW RATE
ASTM D 4491
I/min/m:. (gal/min/ft')
3870 (95)
UV RESISTANCE (AT 500 HOURS)
ASTM D 4355
X STRENGTH RETAINED
70
PHYSICAL PROPERTIES
TEST METHOD
UNIT
TYPICAL VALUE
WEIGHT
ASTM D 5261
g/m' (oz/yd)
271 (8.0)
THICKNESS
ASTM D 5199
mm (mils).
1.8 (72)
ROLL DIMENSIONS (WIDTH X LENGTH)
-
ft
12.5 X 360
15 X 300
ROLL AREA
-
m' (yd')
418 (500).
ESTIMATED ROLL WEIGHT
-
k9 (Ib)
120 (265)
° 6" MIN EEI `3� ER
a a . a ° e_s•( PROMM NO. ;UNW-16050
� d ` a �
d °. c a a i rn NetiB: UNW16050-SW
d' 3" 6" PVC CA8YWRTH CRSCF61s BY: JCG'
:d MIN 5.0'0 DRILLED ORIFICE DRM BY: RAS%HBD
SCAU: N.T.S.
d
3l
PIPE WITH 3/8-INCH NO. 67 WASHED STONE
PERFORATATIONS ENCASED IN NON -WOVEN
(2) 4 CORRUGATED
HOPE PIPE WITH
°.
°
- a °
:uATX: 06-09-2017
Z
i
F
NO 67 WASHED STONE ENCASED
FILTER FABRIC (SEE MATERIAL
3/8-INCH
F
sRRsr No.
S
IN NON -WOVEN FILTER FABRIC
SPECIFICATIONS SHEET SW-3)
PERFORATATIONS
rt�
NON WOVEN GE07rJ FABRIC
TwTtsL�
a1�r.riMD MAIM DETAILiRISERI
y
(SEE MATERIAL SPECIFICATIONS
.F.
a
SHEET SW-3)
SPILLWAY FILTER DETAII.
MATERIAL SPECIFICA ON S
N.T.S.
"RELEASED
x
FINAL DRAWING - NOT FOR CONSTRUCTION
"J MCADAMS
2 N.T. . 3
4
5 6
7 8
1

1 2 3 4 5 1 g NOTE. 7 co �j
$ A GEOTEXTILE FILTER BLANKET IS TO BE INSTALLED SCO # 17-17327-01
BETWEEN THE RIP RAP AND SOIL 'FOUNDATION. THE N
FILTER BLANKET WILL CONSIST OF A MINIMUM 4"
co
THICK LAYER OF STONE (NCDOT #57) UNDERLAIN WITH NCDOT CLASS B" RIP -RAP
CONTRACTOR SHALL LINE THE SPILLWAY A GEOTEXTILE FABRIC (SEE GEOTEXTILE FABRIC yy
AND EXIT CHANNEL ENGINEER -APPROVED MATERIAL SPECIFICATIONS) 4DL x 5'Wwx 9" THICK F1
HIGH REINFORCEMENT TURF MATTING (SEE
12 CLASS III RCP (� o
MATERIAL SPECIFICATIONS). THE ANCHOR 4
PATTERN FOR INSTALLATION SHALL BE THE iz
TOP OF DAM = EL. 28.00 ANCHOR PATTERN PER THE A A w
MANUFACTURER'S SPECIFICATIONS FOR
o
A -I I 1-j=I APPROVED MATERIAL. THE LINER SHALL BE -III I I -III A
=I 1.5' S ECIFIIINSTALLED C TIONS.PER MANUFACTURER'S N A
5-FT g^
dT
EMERGENCY SPILLWAY = EL 26.50 r^
3 3 III 3-�
III III CONTRACTOR SHALL TRENCH THE ill
LINER INTO THE GROUND A "MINIMUM
35' (MIN.) OF 12". THE TRENCH SHALL THEN BE 4-FT 12" RCP INV. OUT / INTO
BACKFILLED AND COMPACTED TO THE
AmhII, t-
SAME SPECIFICATIONS AS THE DAM MAIN POOL = EL 20.0
EMBANKMENT. PLAN
12"RCP 9" THICK
V
I
EMERGENCY SPILLWAY DETAIL
4" FILTER BLANKET CA •`••�•
N.T.S. SECTION A -A o �N
FILTER BLANKET .`� 04`. ''. /'•
(SEE NOTE)
12"' FOREBAY BERM BARREL VELOCITY DISSIPATOR 9
B N.T.S. B i
F v
NOTES:
1. A GEOTEXTILE FABRIC IS TO BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION. THE BEDDING LAYER WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT #57) UNDERLAIN WITH ENGINEER -APPROVED GEOTEXTILE FABRIC (SEE MATERIAL
SPECIFICATIONS). z
E Z NOTES: Q A
�HOy� W1 FT.. D 8° THIS PRECAST ENDNALL MAYBE USED FOR THE FOLLOWINGQ�
STANDARDS: 838.01, 938.11'., B38.21, 838.27, 838.33, U_JoQ.T =
838.39. 838.61., 836, 57. 038.63 AND 830.69, o o u) =
_ On D D m ' INSTALL PRECAST ENDMALLB.. WITH WINDS AND PAY W Q ¢ W
24"0 0-RING RCP =TOQo 1-0 y Dn FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. GU<0
NCDOT CLASS "B" RIPRAP z,., 9r� ' USE aooD Psi cm�flerE. 1-x� zLu
07fl"y ♦:. - ' PROVIDE ALL. REINFORCING STEEL WHICH MEETS ASTM. A616 w1-1L0
12'L x 6'W x 22" THICK cc
OR GRADE"AND WELDED :MOPE FABRIC CONFDflNTNG COO)
ENDWALL PER �s D o I . TO ASTM A186 WITH 2" MIN: CLEARANCE: Z . . P.
NCDOT STD. 838.80 �y y@ I H2 * PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH Dy
Z CSIRCP N7 OSHA STANOAflD:1826.704. '.Ul0
ENDWALL PER
Hl I " PIPE TO BE GROUTED INTO HEADIIALL AT JOB SITE BY
NCDOT STD. 838.80 1 I CONTRACTOR U3
{ _ All ELEMENTS PRECAST TO BEET ASTIRC813. 0
t WELDED WIRE FABRIC MAY BE OU13STMTED: FOR NEW ll�
- -j AS LONG AS THE BAIZE AREA OF STEEL IS PROVIDED,
' CHAMFER ALL CORNERS 1 OR HAVE A RADIUS OF 1".��"7+
e".O'G.(TY4R) "' Q
T REFER TO GRANT REFER TO CHART
24"0 0-RING RCP a" o.c.(rm.y L
'a n1 FOR BM SIZE FOR BAR SIZE AT e" THE
MINIMUM BAR
RADTORZWILL IHAVEETHE SARSOPTION
z ELEVATION o J my-
12,
C m G) $TOE TO INCREASE THIS BAR SIZE AS NEEDED. LL Q "O
A} JA 6 N= Mom c q�
L.- z
C) D
W2 FT.
o
- o mew 22" LAYER OF
"B"
s z D
=I I I - CLASS RIPRAP
I 4 FILTER BLANKET
�I
hi m
I 111_I-�
III -II i- T
_T
-T
romp
FILTER BLANKET
(SEE NOTE)
,n z z
� D
oaQ
e.Q,
�
�r9
PLAN
12'
SECTION A A
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN. tMAX.
MIN./MAX.
11111.11141
MIN. IMAX.
MIN./MAX.
.
PIPE DIA.
BAR SIZE
III (FT.)
H2(FT.)
D (FT.)
Wl
W2
1.0
#5 0 S"
1.2512.00
2.00t3.75.
1.25/1.75:
3,00/3.7r,
5.5016 00
1.25
#5 @ 8"
1.25/2.00
3.0013.75
1.25t2.00
3.50/3.75
6.60/6.76
1.50
#5:0 B"
1.26/2.00
3.00/4.25
4.50/2.50
3.50/3.75
6.6016.75
2.0
#5 0 e"
1_60/2.50
4.00/4.75
1.75/2.50.
4,00/4.25
7.50/8.25-
2.5
#5. 111 8"
2.50/3.60
4.00/6.00
2.0013.00
4.60/5.60
10.00111.50
3.0
#5 IN 8"
3.0013.50
5.0016.00
2.75t3.50
5.25/5.75
11.50/11.75
3.5
#6 111 6"
3.2514.50
6.00t6.75
3.2613.50
6,00/6.75
12.00/13.25
4.0
#5 @ 0"
3.5014.50
6.5017.00
3.25/3.50
6.5016.75
13.00113.25
4.5
#5.0 B"
4..00/5.00.
6.50/8.50
3.26/4.00
7.00/9.25
13.50t15.75
6.0
#5 0 8"
4.50/5.00
7-00/8.50
3.25t4.00
7.25/9.26
t3.75115.75
5.5
#5 @ S"
4.60/6,00
7.6018.50
3.25/4.00
7.26/9.25
14.00115.75.
6.0
#5 9 8"
4.6015.00
7.50/8.50
3.2514.00
7.7519,25
14.75/16.75
qm Wa
d�
o W.a
W.N
I ,
Imo.
G
Zy
Hcq
�a�
zaOn
0 p,
a�
AWN
LU c.M
x
�.
z,.
U) '.
MR QU= BARREL VELOCITY DISSIPATOR
N.T.S.
EET 1 OF 1 kHEET T OF 1
838 , B-0-1 1838.801co
OUPLET ENDWALL DETAII.
�„,CD
O
D
N.T.S.
D
NOTES:
NOTE: THE EMERGENCY SPILLWAY AND OUTLET CHANNEL SHALL BE LINED WITH A HIGH
NOTE: THE GEOTEXTILE FABRIC PROPOSED BENEATH THE OUTLET VELOCITY DISSIPATER AND THE RIP
PERFORMANCE TURF REINFORCEMENT MATTING THAT SHALL CONFORM TO THE FOLLOWING
RAP LINER ACROSS THE FOREBAY BERM SHALL MEET THE FOLLOWING SPECIFICATIONS:
I
W
1. ALL REBAR TO BE #4 REBAR.
SPECIFICATIONS. INSTALLATION OF THIS MATERIAL SHALL BE PER MANUFACTURER'S
SPECIFICATIONS FOR A CHANNEL LINER. THE EXTENT OF THE LINER SHALL BE FROM THE
2. ALL REBAR AND ANGLES TO BE HOT -DIPPED GALVANIZED AND BE PROVIDED WITH AN EPDXY COATING
PROPOSED EMERGENCY SPILLWAY OF THE POND TO THE TOE OF SLOPE.
a
3. THE HOT -DIPPED, GALVANIZED 2"x0xt/4" FRAME SHALL BE WELDED TO THE REBAR TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY
SHALL BE PLACED ONTO THE RISER WITH FRAME SITTING DIRECTLY ON TOP OF RISER.
tFlill
a.
�
y
4. CONTRACTOR SHALL ANCHOR THE TRASH RACK TO MANHOLE WALL WITH FOUR 4"x1/4' CONCRETE ANCHOR BOLTS THROUGH ANGLES.
4.50'
a
M 4.50' 5'
M
n 5" (TYP.) CONCRETE ANCHOR BOLT
S (TYP., SEE NOTE #4) 28"
5
m
c
FABRICATED HINGES FOR THE CONCRETE ANCHOR BOLT ° v 4 4
ACCESS HATCH
5" (TYP) (TYP.. SEE NOTE #4) a
a
E 4 0
4 .
rn 5.33' THE BOLD LINETYPE DENOTES n
THE ACCESS HATCH TO BE 4.
o PROVIDED BY THE TRASH RACK
G FABRICATOR (SEE ITEM 5 -
o c "OUTLET STRUCTURE MATERIAL v
SPECIFICATIONS")
..4 .4 °
Ao 4 O
4
o
c,
o` ar
0
U
2"x2"xt/4"
c FRAME
PROPERTY
TEST METHOD
MARK
PHYSICAL
MASS/UMT AREA
ASTMD 6566
19.0 oz/yd'
THICKNESS
ASTM D 6525
0.41 in
LIGHT PENETRATION (% PASSING)
ASTM D 6567
15X
COLOR
VISUAL
BLACK
MECHANICAL
TENSILE STRENGTH (GRAB)
ASTM D 6818
1192 lb/ft
ELONGATION
ASTM.D 6818
19.0% (max)
RESILIENCY.
ASTM D 6524
93%
ENDURANCE
UV RESISTANCE O 1000 HOURS
ASTM D 4355
100%.
PERFORMANCE
VELOCITY (VEGETATED)
LARGE SCALE
25 ft/sec
SHEAR STRESS (VEGETATED)
LARGE SCALE
14 lb/ft'
MANNINGS "N' (UNVEGETATED)
CALCULATED
0.028
SEEDING EMERGENCE
ECTC DRAFT METHOD J4
426X
ROLL SIZES
8 ft X 112.5 ft
MECHANICAL PROPERTIES
TEST METHOD
UNIT
MINIMUM AVERAGE, ROLL
VALUE
MD
' CD
WIDE WIDTH TENSILE STRENGTH
ASTM D 4595
kN/m (Ibs/in)
39.4 (225)
25.4 (145)
GRAB TENSILE STRENGTH
ASTM D 4632
N.(lbs)
1647 (370)
1113 (250)
GRAB TENSILE ELONGATION.
ASTM.D 4632
%
15
15
TRAPEZOID TEAR STRENGTH
ASTM D 4533
N (Ibs).
445 (100)
287 (80)
CBR PUNCTURE STRENGTH
ASTM D 6241
N (IDS)
4228 (950)
APPARENT OPENING SIZE (AOS)1
-ASTM D 4751
mm (U.S. SIM
0.212 (70).
PERCENT OPEN AREA
COE-02215
%
4
PERMITTIVITY
ASTM D 4491
sec -1
0.28
PERMEABILITY
ASTM D.4491
cm/sec
0.01
FLOW RATE
ASTM D 4491
Vmin/m' (gal/min/ft').
733 (18)
UV RESISTANCE (AT 500 HOURS).
ASTM D.4355
%STRENGTH'. RETAINED
90
Q
Z.
0
Immull
'ASTM D 4751: ADS IS A MAXIMUM OPENING DIAMETER VALUE
PHYSICAL PROPERTIES
TEST METHOD
UNIT
TYPICAL VALUE
MASS / UNIT AREA
ASTM D 5261.
g/m' (oz/yd2)
- 210 (6.2)
THICKNESS
ASTM D 5199
mm (Milo) :
0.4.(15)
ROLL DIMENSIONS (WIDTH X. LENGTH).
-
-M (ft)
3.7 (12) X.91 (300)
ROLL AREA
-
m' (yd')
-%U (400).
ESTIMATED ROLL WEIGHT
-
kg (lbs)
74 (164).
#4 REBAR TRASH RACK (ABOVE)
ECE
PROTECT No UNW-16050 '
o
ANCHOR TRASH RACK TO MANHOLE WALL
MMAMIn UNW16050-SW
j
WITH FOUR EQUALLY SPACED HOT -DIPPED
4
�l
GALVANIZED STEEL CLAMPS. EACH CLAMP
"
mATTACHED
TO MANHOLE RISER BY
CHECKED BY: JCG
2-4"A/4* CONCRETE BOLTS
BY:
DwIf BI Y
RAS H80
CLAMP TO BE COATED W/HOR
AM EPDXY
HIEACH
HIGH REINFORCEMENT TURF MATTING
N.T.S.
COATING.
GEOTF.XrHZ FABRIC
MATERIAL SPECIFICATIONS
Iff
06-09-2017
MATERIAL SPECIFICATIONS
F RISER TRASH RACK DETAIL
F
o
N.T.S.
No.
SIN-4
1111
FINAL DRAWING -NOT RELEASED FOR CONSTRUCTION
1 2 3
4 5
6 7 g
MCADAMS

I
IM
C
7k
F
Z i
LEGEND
FACILITY PIA11TMG km SPECIFICATIONS
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
SHALLOW
WATER
275 LC
LOBELIA CARDINALIS CARDINAL FLOWER QD 4-INCH CONTAINER
24" O.C.
283 SC
SAURURUS GERNUUS LIZARD'S TAIL 4-INCH CONTAINER
24' O.C.
236 IV
IRIS VIRGINICA SOUTHERN BLUE FLAG IRIS v 4-INCH CONTAINER
24" O.C.
SHALLOW
LAND
267 PV PANICUM VIRGATUM BLUE SWITCH GRASS 4-INCH CONTAINER
324 CT CAREX TENERA QUILL SEDGE V V V 4-INCH CONTAINER
163 Al ASCLEPIAS INCARNATA SWAMP MILKWEED +++++ 4-INCH CONTAINER
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX
WITH SOIL (SEE PERMANENT SEEDING SCHEDULE).
5. CONTINUE TILLAGE UNTIL A WELL —PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED,
REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY
WITH SEEDING EQUIPMENT OR CUL11PACK AFTER SEEDING.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION
AFTER PERMANENT COVER IS ESTABLISHED.
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE RATE (LB/ACRE)
DEC i - APRIL 15 RYE (GRAIN) 120
KOBE LESPEDEZA 50
APRIL 15 - AUG 15 GERMAN MILLET 40
AUG 15 - DEC 30 RYE (GRAIN) 120
OMIT ANNUAL I FSPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO EXTEND BEYOND JUNE.
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND AGRICULTURE LIMESTONE
AND 750 LB/AC 10-10-10 FERTILIZER (NOTE: FROM AUG 15 - DEC 30, INCREASE 10-10-10 FERTILIZER
TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW BY TACKING WITH ASPHALT, NETTING OR A MULCH ANCHORING TOOL A DISK
WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB/AC
OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15. OVERSEED
WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE
PERMANENT SEEDING SCHEDULE. IF THE DAM IS SEEDED DURING A TIME OF THE YEAR THAT REQUIRES
USE OF THE TEMPORARY SEEDING SCHEDULE, THEN WHEN APPROPRIATE, THE SITE CONTRACTOR SHALL
REMOVE THE TEMPORARY VEGETATION AND RESEED THE DAM USING THE PERMANENT SEEDING SCHEDULE.
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING MIXTURE RATE (LBS/ACRE)
COMMON BERMUDAGRASS 15
SEEDING NOTES
USE COMMON BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT BECOME A PEST.
BERMUDAGRASS MAY BE REPLACED WITH 5 LB/ACRE CENTIPEDE GRASS.
SEEDING DATES
APRIL 1 - JULY 15
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 3000 LB/ACRE. GROUND
AGRICULTURAL LIMESTONE AND 500 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCH. ANCHOR BY
TACKING WITH ASPHALT, ROVING, OR NETTING OR BY CRIMPING WITH A MULCH ANCHORING TOOL. A DISK
WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE THE FOLLOWING APRIL WITH 50 LB/ACRE NITROGEN. REPEAT AS GROWTH REQUIRES. MAY
BE MOWED ONLY ONCE A YEAR.
24' O.C.
24" O.C.
24" O.C.
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. ENSURE THAT ROOTS, ONCE REMOVED FROM POT, ARE STRAIGHTENED AND FACE
DOWNWARD.
B. CREATE PLANTING AREA FOR EACH PLANT AND EXCAVATE PIT.
C. PLACE PLANTS IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD.
D. HEEL IN SOIL AROUND PLANT AND PROCEED TO NEXT PLANTING LOCATION.
E. NEWLY PLANTED PLANTS NEED TO BE FASTENED TO THE SUBSTRATE FOR THE
ESTABLISHMENT OF NEW ROOTS.
F. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED
ROOTS HALL BE CUT OFF CLEANLY.
G. THE DIAMETER OF THE PITS FOR ALL VEGETATIVE STOCK SHALL BE AT LEAST
THREE TIMES THE DIAMETER OF THE ROOT MASS. PLANT PIT WALL SHALL BE
SCARIFIED PRIOR TO PLANT INSTALLATION.
H. SET THE PLANTS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT
MASS SHOULD BE RESTING ON UNDISTURBED SOIL.
I. PLACE THE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS, AND
WORK EACH LAYER TO SETTLE BACKFILL AND TO ELIMINATE VOIDS AND AIR
POCKETS. WHEN PIT IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY BEFORE
PLACING REMAINDER OF THE BACKFILL WATER AGAIN AFTER PLACING FINAL LAYER
OF BACKFILL.
J. BROKEN OR DAMAGED PARTS WILL BE CUT BACK TO UNDAMAGED TISSUE, LEAVING
AS MUCH GREEN BASAL TISSUE AS POSSIBLE ABOVE THE ROOTS. IF MORE THAN
FIFTY PERCENT (50%) OF THE PLANT IS DAMAGED THEN CONTRACTOR SHALL
REPLACE THE PLANT.
CONTAINER STOCK,/ BARE ROOT
A. STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT
SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL TOGETHER ONCE
REMOVED FROM THE CONTAINER.
B. CONTAINER PLANTS WILL NEED TO BE WATERED REGULARLY AND PLACED IN SHADY
CONDITIONS UNTIL PLANTING OCCURS.
C. BARE ROOT PLANTS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOTS SPECIMENS ARE NOT TO BE PLANTED WITHIN FOUR (4) DAYS,
TEMPORARY HOLDING OF BARE ROOT SPECIMENS ARE TO BE COVERED ENTIRELY BY
A SUITABLE MEDIUM (ETC. SOIL, SAWDUST, MULCH OR THE LIKE) AND WATERED
REGULARLY SO AS TO NOT DRY OUT.
PLANT LOCATIONS
A. NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE
CHANGES HAVE BEEN MADE IN PROPOSED CONSTRUCTION.
B. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER
OR THE OWNER'S REPRESENTATIVE.
WATER
WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC TO PLANT LIFE.
4
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BY:
>?ews T No. UNW-16050
mmNAm: UNW16050-SW
CRECEM BY: JCG
GRAPHIC SCALE' W DUNN BY: RAS/HBD
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DSTs: 06-09-2017
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TREE PROTECTION NOTES:
BEFORE WORK BEGINS:
1. AGREEMENT WILL BE REACHED WITH GENERAL CONTRACTOR, UNCW FACILITIES DEPARTMENT,
AND UNIVERSITY ARBORIST ON SPECIFIC TREES THAT WILL BE PRESERVED. COMMUNICATION
BETWEEN GENERAL CONTRACTOR, UNCW FACILITIES DEPARTMENT, AND UNIVERSITY ARBORIST
IS ESSENTIAL FOR SUCCESS UNTIL PROJECT IS COMPLETED.
2. CONSIDER AND AGREE UPON SITE ACCESS ROUTES AS THEY RELATE TO DESIGNATED
TREES.
3. CONSTRUCTION FENCING WILL BE ERECTED JUST BEYOND THE DRIP LINE OF DESIGNATED
TREES AND WILL NOT BE REMOVED UNTIL COMPLETION OF PROJECT.
4. WOOD CHIPS AT A DEPTH OF 6-12" SHALL BE USED IN ROOTING ZONE, BEYOND
CONSTRUCTION FENCING, WHERE EQUIPMENT TRAFFIC OCCURS, FOR EFFECTIVE WEIGHT
DISPERSAL. THIS MUST BE REMOVED WITH CARE AS THE PROJECT PROCEEDS.
5. HEAVY EQUIPMENT WILL BE PARKED AWAY FROM THE ROOT ZONE OF THESE TREES.
TEMPORARY "CONSTRUCTION PARKING" SIGNS WILL BE ERECTED TO DIRECT OPERATORS.
NO SIGNS SHALL BE NAILED TO TREES.
/
STORM STRUCTURE
TO BE REMOVED
\ /(REFER TO
-\ ALTERNATE #1)
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TO BE REMOVED
(REFER TO 1
ALTERNATE #1tr
RM PIPE TO
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CONSTRUCTION FENCING 26 - - - - �,11 / \ I I (���� I ) \ / 1 1
(TYP.) �� / j /�-- - )IIJI� �e ,1 I Illy 26 WALL TO BE REMOVED
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26
SILT FENCE
FLARED END SECTION ,/ \
TO BE REMOVED
EX. RIPRAP TO
BE REUSED
SILT FENCE OUTLET
6. WATER AND UTILITY LINES SHALL BE ROUTED AROUND ROOTS OF DESIGNATED TREES WHEN
POSSIBLE. TUNNELING WILL BE MANDATORY WITHIN THE DRIP LINE OF TREES TO BE
PRESERVED, TO PREVENT CUTTING OF LARGE ROOTS.
DURING CONSTRUCTION:
1. WHEN EXCAVATING, AVOID CUTTING ROOTS LARGER THAN 2". WHEN THIS IS NOT
POSSIBLE, SHOVEL BY HAND AND SAW THE ROOT. ACCIDENTALLY BROKEN OR CRUSHED
ROOTS MUST BE CUT CLEANLY BETWEEN THE WOUND AND THE TRUNK TO PREVENT DECAY.
2. KEEP TRENCHES OUTSIDE THE DRIP LINE OF THE TREES TO BE PRESERVED. SOIL MUST
BE PILED ON THE SIDE AWAY FROM THE TREE TO MINIMIZE COMPACTION. A TARP OR
PLYWOOD BENEATH THE PILE WILL PREVENT CUTTING INTO SOIL SURFACE WITH BACKHOE
OF DOZER BLADE WHEN REFILLING THE TRENCH.
3. RE71LL OPEN TRENCHES AS SOON AS POSSIBLE. ROOT DEATH CAN OCCUR IN 10 MINUTES
IN UNFAVORABLE WEATHER CONDITIONS. EXPOSED ROOTS IN OPEN TRENCHES MUST BE
KEEP MOIST WITH A HOSE OR SPRINKLER.
4. RASING THE GRADE MORE THAN 6" AROUND A TREE TO BE PRESERVED WILL REQUIRE A
RETAINING WALL BEYOND THE EXISTING DRIP LINE.
x� 1 2 3
STORMWATER MANAGEMENT FACHXIY PLAN VIEW
1" = 30,
5. IF GRADE MUST BE LOWERED, TERRACING AS FAR FROM THE TREE TRUNK AS POSSIBLE
WILL BE REQUIRED TO PRESERVE AS MANY ROOTS AS POSSIBLE THIS CAN BE DONE IN
STEPS FOR A MORE NATURAL GRADE. WHEN THE GRADE MUST BE LOWERED COMPLETELY,
CONSTRUCTION OF AN ISLAND AT THE DRIP LINE WILL BE REQUIRED.
6. A HEAVY PLASTIC TARP MUST BE SPREAD IN CONCRETE MIXING AREAS AND AREAS WHERE
SHEETROCK WILL BE CUT. THE ALKALINITY OF THESE MATERIALS CAN CHANGE SOIL PH.
7. PAINT BRUSHES AND TOOLS SHALL NOT BE CLEANED OVER TREE ROOTS.
8. CHEMICAL WASTES (PAINT THINNER ETC.) SHALL BE DISPOSED OF PROPERLY AND NOT
DRAINED ON SITE.
9. EVEN WHEN BARRIERS ARE ERECTED, ACCIDENTAL BREAKS AND SCRAPES MAY OCCUR.
WATCH FOR DAMAGE AND REPORT THIS TO LANDSCAPE SERVICES PROMPTLY. DO NOT
ATTEMPT PRUNING OR REPAIR WORK. CAMPUS ARBORIST WILL DETERMINE BEST METHODS
AS THEY RELATE TO THE EXTENT OF INJURY.
POST CONSTRUCTION:
1. CONTRACTOR WILL BE HELD RESPONSIBLE FOR ANY VIOLATION OF POINTS LISTED, WITH
PENALTIES AND (OR) FINES AS SPECIFIED BY OWNER.
Know what's below.
Celli before you dig.
7 I s
SCO # 17-17327-0011
DEMOLITION LEGEND ■ ■
)8�REE TREE OR OTHER VEGETATION
TO BE REMOVED
UNDERGROUND UTILITY
TO BE REMOVED
AREA TO BE REMOVED
(SIDEWALK, CURB AND GUTTER,
......................... STRUCTURES, ASPHALT, CONCRETE
PAVING, ETC.)
NOTE: SEE PLAN FOR DETAILED DEMOLITION PROCEDURES,
SEQUENCING AND SPECIFICATIONS.
1. UTILITY STATEMENT: THE UNDERGROUND UTILITIES SHOWN HAVE BEEN
LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE
SURVEYOR MAKES NO GUARANTEES THAT THE UNDERGROUND UTILITIES
SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR
ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT THE
UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED
ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS
POSSIBLE FROM INFORMATION AVAILABLE. THE SURVEYOR HAS NOT
PHYSICALLY LOCATED UNDERGROUND UTILITIES.
2. ANY PENETRATIONS INTO THE GROUND ON UNCW PROPERTY REQUIRES A
DIG PERMIT FROM UNCW (UNCW FORM CAN BE FOUND AT UNCW WEBSITE:
http://www.uncw.edu/ba/f`acilities/Forms/dig-permlt.pdf). CONTRACTOR
SHALL ALSO CONTACT NC811 A MINIMUM OF 3 FULL BUSINESS DAYS PRIOR
TO BEGINNING CONSTRUCTION.
3. ALL UTILITIES TO BE RELOCATED SHALL BE COORDINATED WITH UNCW AND
THE DESIGN TEAM. EXISTING BUILDINGS SHALL REMAIN FUNCTIONING AT
ALL TIMES. CONTRACTOR SHALL MAKE ALL EFFORTS TO AVOID AND
MINIMIZE UTILITY SHUT DOWN DURING CONSTRUCTION. NEW UTILITIES SHALL
BE INSTALLED AND TESTED PRIOR TO EXISTING UTILITY SHUT DOWN.
4. THE CONTRACTOR SHALL FIELD VERIFY AND LOCATE ALL EXISTING UTILITIES
ON SITE PRIOR TO DEMOLITION.
5. THE CONTRACTOR SHALL PERFORM DEMOLITION ACTIVITIES AS NOTED AND
SHOWN ON THESE PLANS AND SPECIFICATIONS AND AS DIRECTED BY THE
OWNER.
6. IT WILL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN ANY PERMITS
AND PAY FEES REQUIRED FOR DEMOLITION AND HAUL -OFF FROM THE
APPROPRIATE AUTHORITIES. THESE FEES ARE TO BE INCLUDED WITH THE
BID. THE CONTRACTOR SHALL PREPARE ALL DOCUMENTS AND ACQUIRE
APPROPRIATE PERMITS AS REQUIRED PRIOR TO THE COMMENCEMENT OF
DEMOLITION.
7. THE DEMOLITION PLAN IS INTENDED TO DEPICT GENERAL DEMOLITION AND
UTILITY WORK. IT IS NOT INTENDED TO IDENTIFY EACH ELEMENT OF
DEMOLITION OR RELOCATION. CONTRACTOR SHALL COORDINATE NTH THE
OWNER AND APPROPRIATE UTILITY COMPANY PRIOR TO WORK.
B. CONTRACTOR SHALL COMPLETELY DEMOLISH ALL EXISTING IMPROVEMENTS
NOTED FOR REMOVAL ON THE APPROVED DEMOLITION PLAN. THIS INCLUDES,
AS NECESSARY, FOUNDATIONS AND OTHER APPURTENANCES LOCATED ON
AND AROUND THE IMPROVEMENTS SUCH AS SIGNS, CURBS, PAVEMENT,
SIDEWALKS, LIGHT POLE BASES, HYDRANTS, BOLLARDS, ETC. ALL REMOVED
MATERIAL SHALL BE DISPOSED OF OFFSITE IN A LAWFUL MANNER OR
RECYCLED. IF POSSIBLE, CONTRACTOR SHALL MAKE EVERY ATTEMPT TO
RECYCLE ANY DEBRIS AND RUBBISH THAT IS RECYCLABLE.
9. REMOVE AND/OR PLUG EXISTING UTILITIES AS SHOWN. THE CONTRACTOR IS
RESPONSIBLE FOR CONTACTING EACH UTILITY COMPANY TO COORDINATE
REMOVAL OF ALL UTILITIES AND FOR DETERMINING HORIZONTAL AND
VERTICAL LOCATIONS OF UTILITIES PRIOR TO COMMENCING WORK.
10. CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENT CONTROL
DEVICES AND TREE PROTECTION PRIOR TO BEGINNING DEMOLITION WORK.
CONTRACTOR SHALL TAKE EXTRA PRECAUTIONS AND CARE TO PRESERVE
TREES DURING CONSTRUCTION.
11. THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL UTILITIES
TO REMAIN IN PLACE.
12. ALL EXISTING ITEMS TO REMAIN WHICH ARE DAMAGED DURING
CONSTRUCTION SHALL BE RESTORED TO THEIR ORIGINAL CONDITION AT THE
SOLE EXPENSE OF THE CONTRACTOR.
13. CONTRACTOR TO COORDINATE WITH OWNER AND CONTACT ENGINEER IF
EXISTING FIBER OPTIC AND ELECTRIC UTILITIES NEED TO BE RELOCATED IN
THE AREA OF STORMWATER PIPE REPLACEMENT.
TOTAL DISTURBED AREA = 7.60 AC
CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF IINC811".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
BY:_-----"®
GRAPHIC SCALE
30 0 15 30 60
1 inch = 30 ft.
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FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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c;EMED sr' CMB
DasaN BY' MAG
SCALE: 1'=30"
DATE' 06-09-2017
'Jl McADS

UNIVERSITY OF
NORTH CAROLINA
WILMINGTON
CAMPUS
SEAHAW
LANDING
SITE
VICINITY MAP
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DRAINAGE AREA DONE BY THE JOHN R. McADAMS CO.
IN JUNE 2017. ONLY THE NORTHEAST PORTION HAS
BEEN MODIFIED BY NORRIS & TUNSTALL IN 2018.
2108 South Blvd.
Suite 205
Charlotte, NC 28203
704 602 0071
eypae.com
CONSULTANTS: CIVIL ENGINEER
NORRIS & TUNSTALL
CONSULTING ENGINEERS P.C. —
Licence #C-3641
902 AI ARKET S LRF PT
WIL1ffNGTON, NC 28401
PHONE [phone]
1429 ASH -LITTLE RIVER RD. NW
ASH NC 28420
PIIONE [phone]
NORTH PLAN NORTH
0
KEY PLAN
# Revision Date
ALLIED HEALTH
BUILDING/
VETERANS HALL
University of North
Carolina
Wilmington
1040 Walton Drive
SCO# 1615505-02-C
Code: 46628 Item: 301
STORM WATER POND
DRAINAGE AREA MAP
DATE: 10/16/2018 DESIGNED BY: TJC
SCALE: 1" = 60' DRAWN BY: SLF
CHECKED BY: JST
EYP PROJECT NUMBER: 1016055.02
SCALE: 1" = 60'
0 60 120 180 `Jd' Cj"�a't3 SW DA-2
Copyright®2018 EYP Inc.

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