20221617 Ver 2_Revised Eastfield Retail C-405_20230907

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6.0'
CRADLE
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SECTION A -A
TRASH RACK
STORM STRUCTURE SCHEDULE
STORM STRUCTURE SCHEDULE
-12"x24" ORIFICE
ELEV. = 171.25
NAME
TYPE
RIM ELEV.
(FT.)
INVERTS
NAME
TYPE
RIM ELEV.
(FT.)
INVERTS
A-42.1
NULL STRUCTURE
171.15'
INV IN = 169.63' (15")
INV OUT = 169.63' (15")
A - 63
CURB INLET
172.83'
INV IN = 165.50' (24")
INV IN = 165.50' (24")
INV OUT = 165.50' (30")
A-100
CYLINDRICAL JUNCTION STRUCTURE NF
167.57'
INV IN = 165.32' (24")
INV IN = 164.71' (15")
A-101
CYLINDRICAL JUNCTION STRUCTURE NF
170.14.
INV OUT = 167.89' (24")
A - 64
CURB INLET
173.56'
INV IN = 164.71' (30")
INV OUT = 164.71' (36")
A- 11
FLARED END SECTION
168.33'
INV IN = 165.00' (36")
A - 65
CURB INLET
175.60'
INV IN = 164.44' (36")
INV OUT = 164.44' (36")
INV IN = 165.40' (24")
A - 20
CURB INLET
174.73'
INV IN = 165.40' (24")
A - 67
CURB INLET
174.21'
INV IN = 164.19' (36")
INV OUT = 164.19' (36")
INV OUT = 165.40' (36")
A - 21
CURB INLET
175.13'
INV IN = 165.91' (18'
INV OUT = 165.91' (24")
A - 68
FLARED END SECTION
167.33'
INV IN = 164.00' (36")
A - 22
CURB INLET
175.47'
INV IN = 166.75' (18")
INV OUT = 166.75' (18")
A - 70
CURB INLET
175.82'
INV IN = 169.00' (15")
INV OUT = 169.00' (15")
-GROUT
A - 23
CURB INLET
175.47'
INV IN = 167.70' (15")
INV OUT = 167.70' (18")
A - 71
CURB INLET
176.27'
INV OUT = 171.50' (15")
A - 80
CURB INLET
174.69'
INV OUT = 170.00' (15")
A - 24
CURB INLET
175.24'
INV OUT = 168.54' (15")
A - 81
CURB INLET
174.78'
INV IN = 169.50' (15")
INV OUT = 169.50' (15")
INV IN = 166.16' (24")
A - 30
CURB INLET
173.65'
INV IN = 166.16' (24")
A - 82
CURB INLET
175.22'
INV IN = 168.00' (15")
INV OUT = 168.00' (15")
INV OUT = 166.16' (24")
A - 31
CURB INLET
173.78.
INV IN = 166.64' (18")
INV OUT = 166.64' (24")
A - 83
FLARED END SECTION
167.45'
INV IN = 166.00' (15")
A - 33
CURB INLET
174.00,
INV IN = 167.51' (15")
INV OUT = 167.51' (18")
A - 90
CURB INLET
172.67'
INV OUT = 168.00' (15")
A - 91
CURB INLET
173.16'
INV IN = 167.00' (15")
INV OUT = 167.00' (15")
A - 34
CURB INLET
173.98'
INV IN = 168.47' (15")
INV OUT = 168.47' (15")
A - 92
FLARED END SECTION
167.44'
INV IN = 166.00' (15")
A - 35
CURB INLET
173.78'
INV OUT = 169.31' (15")
FES - 1
FLARED END SECTION
174.14'
INV IN = 169.74' (24")
A - 40
CURB INLET
174.03'
INV IN = 166.91' (18")
INV OUT = 166.91' (24")
FES - 2
FLARED END SECTION
168.63'
INV IN = 165.42' (18")
A - 41
CURB INLET
174.00'
INV IN = 168.42' (18")
INV OUT = 168.42' (18")
OCS-1
OUTLET CONTROL STRUCTURE
173.75'
INV OUT = 170.00' (24")
OCS -2
OUTLET CONTROL STRUCTURE
169.25'
INV OUT = 167.25' (18")
A - 42
CURB INLET
172.97'
INV IN = 168.78' (15")
INV OUT = 168.78' (18")
SCM FES-1
FLARED END SECTION
166.12'
INV OUT = 164.75' (24")
A - 43
CURB INLET
174.13'
INV OUT = 170.49' (15")
SCM FES-2
FLARED END SECTION
166.12'
INV IN = 164.75' (24")
A - 50
CURB INLET
174.77'
INV OUT = 168.55' (15")
SCM FES-3
FLARED END SECTION
166.12'
INV OUT = 164.75' (24")
A - 51
CURB INLET
174.13'
INV IN = 167.71' (15")
INV OUT = 167.71' (18")
SCM FES-4
FLARED END SECTION
166.12'
INV IN = 164.75' (24")
Structure - (166)
CONCRETE RECTANGULAR HEADWALL
163.37'
INV OUT = 165.37' (48")
4" DIP FLANGE FILLER (TYP.)
1/2" X 1/2" MESH, 16 GAGUE EPDXY
COATED GALVANIZED WWM IN BETWEEN
FLANGE FILLER AND TEE (TYP.)
4" DIP FLAT BLIND FLANGE
IN RSER WITH ORIFICE
DRILLED AT INVERT
ELEVATION
INVERT
ELEVATION �2,0" DRILLED ORIFICE
O 4" X 4" DIP PIPE
TO RISER
4" X 4" DIP TEE
DRAWDOWN ORIFICE
PLAN VIEW
(TOP REMOVED)
e d °
FILL WITH 3' e
CONCRETE TO
INVERT ELEV. °
°d -d ° e e
SECTION B-B
NOT TO SCALE
EMERGENCY SPILLWAY
NOT TO SCALE
TOP OF DAM ELEVATION
= 174.50
EMERGENCY SPILLWAY CREST SLOPE
ELEVATION = 173.00 �= 3:1
BOTTOM WIDTH = 30 FT
6.0'
i
PLAN VIEW
(TOP REMOVED)
STAINLESS STEEL OR ALUMINUM
PEAK ROOF TRASH RACK WITH
2'X3' ACCESS HATCH CENTERED
ON STEPS, BOLTED TO RISER WITH
EF+++El STAINLESS STEEL HARDWARE
TOP OF RISER ELEV. 172.75' RISER STRUCTURES SHALL HAVE
9"X24" ORIFICE
7
ELEV 170.00'
2-
4" ORIFICE DRAWDOWN ASSEMBLY
BOTTOM OF STRUCTURE = 167.00
d d °
FILL WITH 4' e
CONCRETE TO
INVERT ELEV. °
d
° - d ° e e
NOTES:
1. RISER TO BE PRE -CAST CONCRETE STRUCTURE. SECTION B-B
CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR
APPROVAL.
2. AT THE CONCLUSION OF THE PROJECT ALL SCMS NOT TO SCALE
INSTALLED ON -SITE MUST BE CERTIFIED BY A DESIGN
PROFESSIONAL AND THE CITY OF DURHAM MUST RECEIVE
ALL AS -BUILT DRAWINGS PRIOR TO RECEIVING THE
WATERTIGHT JOINTS AND EACH SECTION
SHALL BE BOLTED TO ADJACENT SECTIONS
WITH STAINLESS STEEL STRAPS AND
HARDWARE IF CONSTRUCTED WITH
MULTIPLE BARREL SECTIONS
STEPS ON INSIDE AND
OUTSIDE OF RISER, 12"
O.C.
GROUT EACH SIDE
"0-RING" GASKETED
RCP --- --
---18" RCP OUTLET
CULVERT ELEV=170.00'
'--5'x5' PRECAST RC BOX, 6" WALLS
(ONE PIECE CAST)
CERTIFICATE OF OCCUPANCY. POND
A3
OCS-1 DETAILS
NOT TO SCALE
EMERGENCY SPILLWAY
NOT TO SCALE
TOP OF DAM ELEVATION
= 170.50
EMERGENCY SPILLWAY CREST SLOPE
ELEVATION = 169.00N�IN�= 3:1
BOTTOM WIDTH = 40 FT
LENGTH =10 FT
CLASS B RIPRAP Se = 3:1
So= 3:1
CROSS-SECTION
NOT TO SCALE
TOP OF RISER ELEV. 169.00'
MARKUPS TO THIS ELEV 168.2524"ORIFICE
DOCUMENT HAVE
BEEN MADE BY
THE GATEWAY
ENGINEERS, INC.
on 9/7/2023 8"ORIFICES
BOTTOM OF STRUCTURE = 164.25
NOTES:
1. RISER TO BE PRE -CAST CONCRETE STRUCTURE.
CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR
APPROVAL.
2. AT THE CONCLUSION OF THE PROJECT ALL SCMS
INSTALLED ON -SITE MUST BE CERTIFIED BY A DESIGN
PROFESSIONAL AND THE CITY OF DURHAM MUST RECEIVE
ALL AS -BUILT DRAWINGS PRIOR TO RECEIVING THE
CERTIFICATE OF OCCUPANCY. POND
A2
OCS-2 DETAILS
C
NOT TO SCALE
(1 11
a °
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° d °
SECTION A -A
STAINLESS STEEL OR ALUMINUM
PEAK ROOF TRASH RACK WITH
2'XT ACCESS HATCH CENTERED
ON STEPS, BOLTED TO RISER WITH
STAINLESS STEEL HARDWARE
RISER STRUCTURES SHALL HAVE
WATERTIGHT JOINTS AND EACH SECTION
SHALL BE BOLTED TO ADJACENT SECTIONS
WITH STAINLESS STEEL STRAPS AND
HARDWARE IF CONSTRUCTED WITH
MULTIPLE BARREL SECTIONS
STEPS ON INSIDE AND
OUTSIDE OF RISER, 12"
O.C.
GROUT EACH SIDE
"O-RING" GASKETED
RCP
�-15" RCP OUTLET
CULVERT ELEV=167.25'
'\-5'x5' PRECAST RC BOX, 6" WALLS
(ONE PIECE CAST)
CRADLE
INV IN = 166.87' (18")
A - 53
CURB INLET
173.32'
INV OUT = 166.87' (18")
Structure (167)
CONCRETE RECTANGULAR HEADWALL
163.15'
INV IN = 165.33' (48")
INV IN = 165.98' (18")
A - 54
CURB INLET
170.40,
INV OUT = 165.98' (24")
A - 60
CURB INLET
173.59'
INV OUT = 168.25' (15")
INV IN = 166.99' (15")
A - 61
CURB INLET
173.90
INV OUT = 166.99' (18")
INV IN = 166.16' (18")
A - 62
CURB INLET
172.93'
STORM SEWER PIPE SCHEDULE
FROM FROM TO TO PIPE SLOPE DIAMETER MATERIAL
INV INV LENGTH (/o) (IN.)
A-42.1
169.63'
A - 43
170.49'
122.20'
0.70%
15"
RCP
EKED TRASH RACK
A-100
165.32'
A-101
167.89'
38.51'
6.67%
24"
RCP
A - 11
165.00'
A - 20
165.40'
32.50'
1.24%
36"
RCP
A - 20
165.40'
A - 21
165.91'
72.36'
0.70%
24"
RCP
A - 20
165.40'
A - 30
166.16'
108.00'
0.70%
24"
RCP
A - 21
165.91'
A - 22
166.75'
120.10'
0.70%
18"
RCP
A - 22
166.75'
A - 23
167.70'
135.91'
0.70%
18"
RCP
A - 23
167.70'
A - 24
168.54'
120.03'
0.70%
15"
RCP
A - 30
166.16'
A - 40
166.91'
108.01'
0.70%
24"
RCP
A - 30
166.16'
A- 31
166.64'
68.87'
0.70%
24"
RCP
A - 31
166.64'
A - 33
167.51'
124.75'
0.70%
18"
RCP
A - 33
167.51'
A - 34
168.47'
136.08'
0.70%
15"
RCP
A- 34
168.47'
A- 35
169.31'
120.00'
0.70%
15"
RCP
A - 40
166.91'
A - 41
168.42'
214.72'
0.70%
18"
RCP
A - 41
168.42'
A - 42
168.78'
52.05'
0.70%
18"
RCP
A - 42
168.78'
A-42.1
169.63'
121.93'
0.70%
15"
RCP
-GROUT
A - 51
167.71'
A- 50
168.55'
120.03'
0.70%
15"
RCP
A - 53
166.87'
A - 51
167.71'
120.10'
0.70%
18"
RCP
A - 54
165.98'
A - 53
166.87'
127.19'
0.70%
18"
RCP
STORM SEWER PIPE SCHEDULE
FROM
FROM
INV
TO
TO
INV
PIPE
LENGTH
SLOPE
(/o)
DIAMETER
(IN.)
MATERIAL
A - 62
166.16'
A - 61
166.99'
117.76'
0.70%
18"
RCP
A - 63
165.50'
A - 54
165.98'
39.66'
1.21 %
24"
RCP
A - 63
165.50'
A - 62
166.16'
94.44'
0.70%
24"
RCP
A - 64
164.71'
A - 63
165.50'
104.49'
0.76%
30"
RCP
A - 64
164.71'
A - 70
169.00'
55.24'
7.77%
15"
RCP
A - 65
164.44'
A - 64
164.71'
37.51'
0.70%
36"
RCP
A - 67
164.19'
A - 65
164.44'
36.46'
0.70%
36"
RCP
A - 68
164.00'
A - 67
164.19'
26.79'
0.70%
36"
RCP
A - 70
169.00'
A - 71
171.50'
67.49'
3.70%
15"
RCP
A - 81
169.50'
A - 80
170.00'
36.32'
1.38%
15"
RCP
A - 82
168.00'
A - 81
169.50'
81.02'
1.85%
15"
RCP
A - 83
166.00'
A - 82
168.00'
72.09'
2.77%
15"
RCP
A - 91
167.00'
A- 90
168.00'
36.00'
2.78%
15"
RCP
A - 92
166.00'
A- 91
167.00'
22.00'
4.55%
15"
RCP
FES - 1
169.74'
OCS-1
170.00'
26.39'
1.00%
24"
RCP
FES - 2
165.42'
OCS - 2
167.25'
42.50'
4.31 %
18"
RCP
SCM FES-2
164.75'
SCM FES-1
164.75'
54.58'
0.00%
24"
RCP
SCM FES-4
164.75'
SCM FES-3
164.75'
54.58'
0.00%
24"
RCP
Structure - (167)
165.33'
Structure - (166)
165.37'
44.70'
0.09%
48"
RCP
�4
FILTER
BL
ECSC
12"f
NONFLY-ASH CONC. LEVEL
SPREADER
PARIAN BUFFER
LEVEL SPREADER DETAIL
NOT TO SCALE
#4 REBAR @ 12" OC IN FRONT & REAR FACE
OF COLLAR. REBAR TO HAVE 3" MIN. CONC
COVER FROM EDGE OR FACE OF COLLAR
NOTES:
1. INSTALL COLLARS ON POND OUTLET PIPES
2. ALL CONCRETE TO BE 3000 PSI NON -FLY ASH
3. APPLY 1/2" THICK WRAP OF ASPHALTIC CEMENT AROUND DISCHARGE PIPE 6" BEYOND
PLANNED SEEPAGE COLLAR ON BOTH SIDES.
4. APPLY ADDITIONAL ASPHALTIC CEMENT AT PIPE/SEEPAGE COLLAR INTERFACE ON
UPSTREAM FACES.
5. ASPHALTIC CEMENT TO MEET OR EXCEED FEDERAL SPECIFICATION SS-153 TYPE 1:
ASTM-D-2822-75 TYPE 1.
6. WHERE TOP CONFLICTS WITH PAVEMENT SECTION, STOP ANTI -SEEPAGE COLLAR AT
BOTTOM OF PAVEMENT SECTION.
ANTISEEP COLLAR DETAIL
NOT TO SCALE
POND CONSTRUCTION STANDARDS:
1. CONSTRUCTION SHALL BE PERFORMED UNDER THE OBSERVATION OF A QUALIFIED GEOTECHNICAL ENGINEER REGISTERED
AS A PE IN THE STATE OF NORTH CAROLINA. THE GEOTECHNICAL ENGINEER SHALL OBSERVE ALL ASPECTS OF THE
CONSTRUCTION OF THE POND. THE FREQUENCY OF OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS/HER PROFESSIONAL OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND
TESTED WERE INSTALLED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DRAWINGS, SPECIFICATIONS, AND
HIS/HER GEOTECHNICAL RECOMMENDATIONS, INCLUDING BUT NOT LIMITED TO:
1.1. THE INSTALLATION OF CONTROLLED FILL AROUND PIPES AND STRUCTURES EXITING AND ENTERING THE POND.
EARTHWORK COMPACTION WITHIN 3-FEET OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR PLATE COMPACTORS OR MINIATURE SELF-PROPELLED ROLLERS.
1.2. THE REMOVAL OF STONES AND VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS AND FROM THE FILL MATERIAL
PRIOR TO COMPACTION TO THE REQUIRED DENSITY. SOILS SHALL NOT CONTAIN STONES OR ORGANIC MATTER
CONTENT EXCEEDING THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.
1.3. FILL MATERIAL MINIMUM DENSITIES AND MOISTURE CONTENT RANGES. ANY FILL MATERIAL INSTALLED AT LOWER THAN
SPECIFIED MINIMUM DENSITIES, AT MOISTURE CONTENTS OUTSIDE THE SPECIFIED RANGES, OR OTHERWISE NOT
CONFORMING TO SPECIFIED REQUIREMENTS SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS.
1.4. THE CONTINUOUS CONTROL OF SURFACE WATER AND THE PLACEMENT OF CONTROLLED FILL.
1.5. UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE PLANS. ALL
SUCH UNDERCUTTING SHALL BE PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER AND SHALL BE
MONITORED AND DOCUMENTED.
1.6. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION DEWATERING AND ROCK FOUNDATION
PREPARATION (I.E., TREATMENT WITH SLUSH GROUTING, DENTAL CONCRETE, ETC.)
1.7. THE INSTALLATION OF ANY RETAINING WALLS WITHIN OR ADJACENT TO THE POND.
2. THE DEGREE (%) OF COMPACTION SHALL BE DIRECTED BY A GEOTECHNICAL ENGINEER AND BE PERFORMED AS A PART OF
THE NORMAL QUALITY CONTROL PROGRAM FOR CONSTRUCTION. TESTS SHALL BE CONDUCTED CONCURRENT WITH THE
INSTALLATION OF THE COMPACTED FILL, AND THE CONTRACTOR SHALL COORDINATE CONSTRUCTION SO THAT TESTING
CAN BE COMPLETED. SHOULD THE RESULTS OF THE TESTS INDICATE THAT THE SPECIFIED DEGREE OF COMPACTION HAS
NOT BEEN OBTAINED, THE PORTIONS REPRESENTED BY SUCH TESTS SHALL BE REWORKED OR REBUILT. ALL PORTIONS
SHALL ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION.
3. ALL EARTHEN FILLS SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ALL VEGETATIVE MATERIAL, TOPSOIL, AND ORGANIC
MATTER PRIOR TO CONSTRUCTION.
4. SOIL MATERIALS USED FOR EARTH FILL WHICH ARE CONSIDERED PERMEABLE OR WHICH EXHIBIT SIGNIFICANT
A - 61 166.99' A - 60 168.25' 180.00' 0.70% 15" RCP SHRINK/SWELL, SHALL NOT BE USED IN THE EMBANKMENT UNLESS A SPECIFIC DETAILED DESIGN REPORT FROM A
GEOTECHNICAL ENGINEER IS SUBMITTED AND ACCEPTED AS PART OF THE PLAN APPROVAL.
5. ALL EMBANKMENTS SHALL BE METHODICALLY BACK -FILLED WITH HIGHLY IMPERMEABLE MATERIAL AND COMPACTED TO AT
]POND OPERATION & MAINTENANCE REQUIREMENTS: LEAST NINETY-FIVE PERCENT (95%) OF STANDARD PROCTOR DENSITY.
6. PRINCIPAL SPILLWAY PIPE SHALL HAVE A MINIMUM PIPE STRENGTH CONFORMING TO ASTM C-76 CLASS III STANDARDS.
1. IMMEDIATELY AFTER THE WET DETENTION BASIN IS ESTABLISHED, THE PLANTS ON THE VEGETATED SHELF AND
PERIMETER OF THE BASIN SHOULD BE WATERED TWICE WEEKLY IF NEEDED, UNTIL THE PLANTS BECOME ESTABLISHED temporary pool elevation for pond A3 is 170.82
(COMMONLY SIX WEEKS).
2. NO PORTION OF THE WET POND SHOULD BE FERTILIZED AFTER THE INITIAL FERTILIZATION THAT IS REQUIRED TO
10' BERM ESTABLISH THE PLANTS ON THE VEGETATED SHELF.
TOP OF BERM 3. STABLE GROUNDCOVER WILL BE MAINTAINED IN THE DRAINAGE AREA TO REDUCE THE SEDIMENT LOAD TO THE WET
POND.
4. IF THE POND MUST BE DRAINED FOR AN EMERGENCY OR TO PERFORM MAINTENANCE, THE FLUSHING OF SEDIMENT
3 THROUGH THE EMERGENCY DRAIN WILL BE MINIMIZED AS MUCH AS POSSIBLE.
5. AT LEAST ONCE ANNUALLY, A DAM SAFETY EXPERT WILL INSPECT THE EMBANKMENT. ANY PROBLEMS THAT ARE
3 1 FOUND WILL BE REPAIRED IMMEDIATELY.
6. THE MEASURING DEVICE USED TO DETERMINE THE SEDIMENT ELEVATION SHALL BE SUCH THAT IT WILL GIVE AN
1 ACCURATE DEPTH READING AND NOT READILY PENETRATE INTO ACCUMULATED SEDIMENTS.
SIDESLOPES
6' VEGETATED SHELF
77
40.8' OF 24" RCP PIPE @ 0.97% 3 FOREBAY
RIP RAP DISSIPATER PAD (SEE 1
PLAN FOR EXTENTS
1 FT. OF SEDIMENT STORAGE
SEDIMENT CLEANOUT
MARKUPS TO THIS DOCUMENT HAVE
BEEN MADE BY THE GATEWAY
ENGINEERS, INC. on 5/11/2023
DRAW DOWN ASSEMBLY
Permanent pool elevation for pond A3 is 170.00 ELEV. AT PERMANENT POOL 3
Top of sediment storage for pond A3 is 164.5 1�
OUTLET STRUCTURE
sediment removal elevation for pond A3 is 164
TEMPORARY POOL
for Pond A2 is 167.71
6' BERM PERMANENT POOL'
for pond A2 is 167.25
TOP OF SEDIMENT STORAGE-,
P OF SEDIMENT STORAGE
Ele ion for pond A2 is 163.75
TOP OF SEDIMENT STORAGE
(BOTTOM OF FOREBAY)
V OF SEDIMENT STORAG
MAIN POND
SEDIMENT CLEANOUT-/
BOTTOM ELEVATION for pond A2 is 163.25
NOTES:
1. BASIN SHALL BE CLEANED OUT AND STABILIZED UPON CONVERSION TO WET DETENTION BASIN AND
RETURNED TO DESIGN STATE
WET DETENTION BASIN CROSS SECTION for Ponds A2 and A3
NOT TO SCALE
3
RCP OUTLET PIPE TO BE WRAPPED IN
NCDOT TYPE II GEOTEXTILE FILTER FABRIC.
THE FABRIC WRAP SHALL BE BETWEEN
TWO AND THREE FEET WIDE, SHALL BE
CENTERED ON EACH PIPE JOINT, AND
SHALL COVER A MINIMUM OF ONE -FOOT
LENGTH OF EACH PIPE SEGMENT
MERGENCY SPILLWAY
IMPERVIOUS CORE KEY TRENCH.
MINIMUM 5' WIDE, CENTERED ON
CENTERLINE OF DAM, AND
EXTEND A MINIMUM OF Z IN
DEPTH OR INTO SOILS SUITABLE
FOR EMBANKMENT FOUNDATION
(WHICHEVER IS LARGER).
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BARREL SECTIONS SHALL HAVE
GASKETTED JOINTS AND EACH SECTION
SHALL BE BOLTED TO ADJACENT SECTIONS
WITH STAINLESS STEEL STRAPS AND
HARDWARE IF CONSTRUCTED WITH
MULTIPLE BARREL SECTIONS
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REVISIONS
REV
DATE
COMMENT
DRAWN BY
CHECKED BY
1
07/02/2021
REV. PER COMMENTS
GJZ
GJZ
2
08/12/2021
REV. PER COMMENTS
GJZ
GJZ
3
02/14/2022
REV. PER COMMENTS
GJZ
GJZ
4
02/19/2022
REV. PER RFI &
COORDINATION
GJZ
GJZ
5
03/11/2022
REV PER NCDEQ
COMMENTS
GJZ
GJZ
6
04/04/2022
REV. PER NCDEQ
COMMENTS
GJZ
GJZ
7
1/24/23
REV. PER FIELD
CONDITIONS
CB
CY
Know what's below.
Call before you dig.
ALWAYS CALL 811
It's fast. It's free. It's the law.
PERMIT SET
THIS DRAWING IS INTENDED FOR MUNICIPAL AND/OR AGENCY
REVIEW AND APPROVAL. IT IS NOT INTENDED AS A CONSTRUCTION
DOCUMENT UNLESS INDICATED OTHERWISE.
PROJECT No.: NCR211024
DRAWN BY: JDW
CHECKED BY: GJZ
DATE: 07/02/2021
CAD I.D.: SDP-0
PROJECT:
PROPOSED SITE
PLAN - EAST FIELD
RETAIL.
FOR
EASTFIELD
ASSOCIATES,
LLC.
PROPOSED
DEVELOPMENT
101 US HIGHWAY 70- A E
SELMA, NC 27576
JOHNSTON COUNTY
BOHLERI
BOHLER ENGINEERING INC, PLLC
NCBELS P-1132
4130 PARKLAKE AVENUE, SUITE 130
RALEIGH, NC 27612
Phone: [phone]
[e-mail]
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SHEET TITLE:
STORM PIPE &
STRUCTURE
TABLES
SHEET NUMBER:
C = 405
NOT TO SCALE
REVISION 7 - 1/24/23