Attachment 1 - Lake_Lure_Dam_Reservoir_Drain_Drawings_For_Bid_February_2023 (2)

18C21024.020
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© Schnabel Engineering 2023 All Rights Reserved
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PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
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LAKE LURE DAM RESERVOIR DRAIN
NC DAM SAFETY ID RUTHE-003
PREPARED FOR
TOWN OF LAKE LURE
RUTHERFORD COUNTY, NORTH CAROLINA
PREPARED BY
SCHNABEL ENGINEERING SOUTH, PC
PROJECT NO. 18C21024.020
RUTHERFORD
COUNTY
KEY MAPLOCATION MAPVICINITY MAP
PROJECT SITE PROJECT SITE
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DA
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PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
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EXISTING FEATURES LEGEND
PROFILE INDICATOR
DIRECTION WHICH
PROFILE IS SHOWN
2
8
ADDITIONAL INFORMATION
PLAN / SECTION / DETAIL1
2
A-115
DRAWING SYMBOLS LEGEND
SECTION INDICATOR
SECTION NUMBER*
DRAWING NUMBER ON
WHICH SECTION APPEARS
PLAN, SECTION OR DETAIL LABEL
DIRECTION WHICH
SECTION IS SHOWN
PLAN, SECTION OR
DETAIL NUMBER
SCALE INDICATOR
VERBAL SCALE**
* SECTION AND ELEVATION INDICATORS ARE SIMILAR. SECTION AND ELEVATION NUMBERS ARE
COMBINED AND SEQUENTIAL ON EACH DRAWING.
** VERBAL SCALE IS SHOWN FOR CONVENIENCE. ALL DRAWINGS SHOULD BE CHECKED TO ENSURE
THAT THE SCALE BAR ITSELF IS SHOWN AT ACTUAL SIZE. DRAWINGS NOT PLOTTED AT THEIR
INTENDED SIZE (ANSI D 22" x 34") WILL NOT SCALE PROPERLY.
1.00"0.75"1.50"
PLAN, SECTION OR DETAIL TITLE
DETAIL INDICATOR
4
A-110
DETAIL NUMBER
DRAWING NUMBER ON
WHICH DETAIL APPEARS
OPTIONAL ADDITIONAL INFORMATION
00 1'2'
SCALE: 3/4"=1'0"
00 2'4'
SCALE: 1/2"=1'0"
00 1'
SCALE: 1-1/2"=1'0"
2'
ABBREVIATIONS
AB ANCHOR BOLTS
ABC AGGREGATE BASE COURSE
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ALT ALTERNATIVE, ALTERNATE
ANC ANCHOR
APPROX APPROXIMATE
ARV AIR RELEASE VALVE
ASSY ASSEMBLY
AWS AMERICAN WELDING SOCIETY
BM BENCH MARK
BOT BOTTOM
BF BOTTOM FACE
C-C CENTER TO CENTER
CHK CHECK
CIP CAST IRON PIPE
CG CENTER OF GRAVITY
CJ CONSTRUCTION JOINT
CJP COMPLETE JOINT PENETRATION WELD
CL CENTERLINE
CLR CLEAR
CRJ CONTRACTION JOINT
CTJ CONTROL JOINT
CTR CENTER, CENTERS
CNTR CENTER
CONC CONCRETE
CONN CONNECTION
CONT CONTINUOUS
CSP CONCRETE SURFACE PROFILE
DBA DEFORMED BAR ANCHOR
DEG DEGREES
DET DETAIL
DI DUCTILE IRON
DIA DIAMETER
DIP DUCTILE IRON PIPE
D/S DOWNSTREAM
DWG DRAWING
DWL DOWEL
EA EACH
EF EACH FACE
EJ EXPANSION JOINT
EL ELEVATION
EMB EMBEDMENT
EQ EQUAL
ES EQUAL SPACES, EQUALLY SPACED
EW EACH WAY
EXP ANC EXPANSION ANCHOR
FF FAR FACE
FS FAR SIDE
GALV GALVANIZED
GV GATE VALVE
GPM GALLONS PER MINUTE
HEX HEXAGONAL
HD HEAD
HDPE HIGH DENSITY POLYETHYLENE
HK HOOK
HLS HOLES
HORIZ HORIZONTAL
HS HIGH STRENGTH
HW HEADWATER
ID INSIDE DIAMETER
IN INCHES
INJ INJECTION
KIP KILOPOUND
KSI KIPS PER SQUARE INCH
LB POUND
LF LENGTH FOOT
LFT LEFT
Lg LARGE
LG LONG, LENGTH
MAX MAXIMUM
MIN MINIMUM
MJ MECHANICAL JOINT
NAVD 88 NORTH AMERICAN VERTICAL DATUM OF 1988
NCDOT NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
NF NEAR FACE
NOM NOMINAL
NPT NATIONAL PIPE TAPERED
NS NEAR SIDE
NTS NOT TO SCALE
OC ON CENTER
OCJ OPTIONAL CONSTRUCTION JOINT
OD OUTSIDE DIAMETER
PCF POUNDS PER CUBIC FOOT
PERP PERPENDICULAR
PL PLATE
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PT ANC POST-TENSIONED ANCHOR
PROJ PROJECT
PVC POLYVINYL CHLORIDE PIPE
R RADIUS
RCP REINFORCED CONCRETE PIPE
REINF REINFORCING, REINFORCED
REF REFERENCE
REQD REQUIRED
RJ RESTRAINED JOINT
RT RIGHT
RHT RIGHT HAND THREAD
SHT SHEET
SIM SIMILAR
SL STOP LOG
SP SPACE
SPEC SPECIFICATION
SS STAINLESS STEEL
STA STATION
STD STANDARD
STL STEEL
SQ SQUARE
SYM SYMMETRICAL
T/TOP OF
TBD TO BE DETERMINED
TEMP TEMPORARY
TF TOP FACE
TH TEST HOLE
THK THICK
TR TRASH RACK
TYP TYPICAL
TW TAILWATER
UNO UNLESS NOTED OTHERWISE
U/S UPSTREAM
UV UNIFORMLY VARYING
VERT VERTICAL
W/WITH
WL WATERLINE
WTP WATER TREATMENT PLANT
W/O WITHOUT
WP WORKING POINT
WS WATER STOP
Ø DIAMETER
LIGHT POLE
SEWER MANHOLE
TREE
LIMITS OF DISTURBANCE
SANITARY SEWER LINE
EXISTING TREELINE
CONCRETE
ASPHALT
FILTER SAND
GRAVEL DRAINFILL
S
LOD LOD
SS SS
ELECTRICAL POLE
LAKE LURE WATER SURFACE
2
8
DRAWING NUMBER ON
WHICH PROFILE APPEARS
PROFILE NUMBER*
CONSTRUCTION ENTRANCE
Sheet List Table
Sheet Number Sheet Title
1 COVER SHEET
2 LEGEND AND SHEET INDEX
3 STRUCTURAL GENERAL NOTES
4 EXISTING SITE PLAN
5 SITE AND ACCESS PLAN
6 ACCESS ROAD PLAN & PROFILE
7 EROSION & SEDIMENT CONTROL DETAILS
8 SEWER LINE REPLACEMENT PLAN
9 BAY 5 ENCASEMENT PLAN
10 STRUCTURAL PHASE 1 - SECTION
11 STRUCTURAL PHASE 2 - SECTION
12 CONCRETE ENCASEMENT DETAILS
13 PRECAST CONCRETE PORTAL AND CONCRETE CRADLE DETAILS
14 RESERVOIR DRAIN DETAILS
15 BULKHEAD DETAILS 1
16 BULKHEAD DETAILS 2
SS
SS
SS
SS
SS
SS
SS
SS
SSSS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
V
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SS
SS
S
S
S
S
7+000+00 1+00 2+00 3+00 4+00 5+00 6+00
89
0
90
0
90
0
91
0
9
1
0
92
0
9
2
0
93
0
93
0
9
4
0
94
0
95
0
9
5
0
96
0
96
0
97
0
970
980
98
0
990
9
9
0
99
0
100
0
1
0
0
0
1000
1
0
1
0
1
0
1
0
10
2
0
1
0
2
0
10
3
0
1
0
3
0
1
0
4
0
1
0
4
0
10
5
0
1
0
5
0
950
960
960
970
970
980
980
990
990
1000
10
0
0
101
0
10
2
0
1
0
0
0
NAIL
1000.14
NAIL
928.90
DISC
932.83
NAIL
933.99
NAIL
936.39
NAIL
1003.53
NAIL
1003.56
NAIL
922.66
DISC
1004.40 DCG
1002.91
RR SPIKE
1005.80
RR SPIKE
1006.57
DISC
1003.35
BR
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BAY #1 BAY #2 BAY #3 BAY #4 BAY #5 BAY #6 BAY #7 BAY #8 BAY #9 BAY #10 BAY #11 BAY #12 BAY #13
LAKE LURE
BU
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STARTER BLOCK
THRUST BLOCK
LIFT STATION
RECEIVING WELL
CONCRETE SLAB
EDGE OF SHALLOW
POOLING
6-IN DIA PVC
SANITARY SEWER
BLOW-OFF LINE
18-IN DIA DIP
SANITARY SEWER LINE
SEE NOTE 3
SURFACE BOULDERS
WITHIN HATCH AREA
PUMP STATION
JUNCTION BOX
18C21024.020
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© Schnabel Engineering 2023 All Rights Reserved
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DA
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:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
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NLPN
036183
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00 30'60'
SCALE: 1"=30'
JM
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3 OF 16
EXISTING SITE PLAN1
FLOW
NOTES
1. EXISTING STRUCTURE IS BASED ON SURVEY PERFORMED BY ED HOLMES AND
ASSOCIATES LAND SURVEYORS, PA DATED JANUARY 9TH, 2019.
2. THE SURVEY VERTICAL DATUM IS NAVD 88.
3. THE PORTION OF SANITARY SEWER LINE BETWEEN THE UPSTREAM FACE OF BAY 5
AND THE LIFT STATION STRUCTURE IS GENERALLY EXPOSED ABOVE GRADE. THE
PORTION OF THE SANITARY SEWER LINE DOWNSTREAM OF THE LIFT STATION IS
BELOW GRADE. THE PORTION OF THE SANITARY SEWER LINE UPSTREAM OF THE DAM
IS AT OR NEAR THE BOTTOM OF THE RESERVOIR.
4. LOCATIONS OF UTILITIES SHOWN ON THIS SURVEY WERE DETERMINED BY OBSERVED
EVIDENCE, LOCATION OF ABOVE GROUND UTILITY APPURTENANCES, GIS INFORMATION
AND UTILITY MARKINGS (PAINT, ETC.) PROVIDED BY ED HOLMES & ASSOCIATES. THESE
MARKINGS WERE OBSERVED DURING THE COURSE OF THIS SURVEY, WERE FIELD
LOCATED, ARE SHOWN FOR INFORMATIONAL PURPOSES, AND SHOULD BE FIELD
VERIFIED IF CRITICAL. UNDERGROUND UTILITIES NOT SHOWN, MAY EXIST. STORM
SEWER AND SANITARY SEWER DATA HAS BEEN COLLECTED FROM THE RIM OF THE
MANHOLE WITHOUT ENTERING THE STRUCTURE. PIPE SIZES AND TYPES SHOULD BE
CONSIDERED APPROXIMATE AND BE FIELD VERIFIED IF CRITICAL.
PAVED ACCESS ROAD
N
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ELECTRICAL
SUBSTATION
LARGE BOULDERS
MEDIUM BOULDERS
INTAKE TOWER
POWERHOUSE
CONCRETE
ACCESS RAMP
TOWN LAKE
OPERATIONS
BUILDING
PEDESTRIAN RIVER
CROSSING OVER
SANITARY SEWER LINE
WOODEN STAIRS
NORMAL POOL
EL 990.5
SPILLWAY RADIAL
GATES IN BAYS 1-3
MANHOLE
BRIDGE/DAM
CENTER LINE
ACCESS DURING
PRE-BID
960
970
980
990
1000
1010
890
890
LOD
LO
D
LO
D
LO
D
LOD
LOD
LO
D
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
LO
D
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
LOD
LOD
LOD
LO
D
LO
D
LO
D
LO
D
LOD
LOD
LOD
LOD
LOD
L
O
D
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
LOD
LOD
LOD
LO
D
LOD
LO
D
LO
DLOD
LOD
LO
D
LO
D
L
O
D
L
O
D
L
O
D
L
O
D
LO
D
LO
D
LO
D
L
O
D
LOD
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
O
D
L
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L
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L
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D
7+000+00 1+00 2+00 3+00 4+00 5+00 6+00
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
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LO
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LO
D
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L
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LOD LOD
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45'
50'
SS
SS
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7
0
0+5
0
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0
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3+
5
0
18C21024.020
SHEET
DE
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© Schnabel Engineering 2023 All Rights Reserved
LI
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DA
T
E
:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
S
C
R
I
P
T
I
O
N
NLPN
036183
E N EGIN E R
ASE L A
R O
HTOR L
O
C AR
ISESFONA I
C
H
A
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SI
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4 OF 16
NOTES
1. THE TEMPORARY ACCESS ROADS AND RIVER CROSSING SHALL BE CONSTRUCTED IN
GENERAL ACCORDANCE WITH NCDOT REQUIREMENTS FOR TEMPORARY STREAM
CROSSINGS. THE CONTRACTOR IS RESPONSIBLE FOR SUBMITTING AN ACCESS ROAD AND
RIVER CROSSING PLAN TO THE ENGINEER FOR APPROVAL AS DEFINED IN SECTION 01 50 00
OF THE TECHNICAL SPECIFICATIONS. UPON COMPLETION OF CONSTRUCTION, THE
CONTRACTOR SHALL LEAVE THE ACCESS ROADS AND RIVER CROSSING IN PLACE FOR
FUTURE USE BY THE OWNER.
2. CONTRACTOR SHALL FOLLOW ALL RECOMMENDATIONS IN NORTH CAROLINA DEQ EROSION
& SEDIMENT CONTROL HANDBOOK. IF DISTURBANCE IS MINIMIZED TO LESS THAN 1 ACRE,
NO EROSION & SEDIMENT CONTROL PERMITTING IS REQUIRED. STANDARD EROSION &
SEDIMENT CONTROL DETAILS ARE SHOWN ON SHEET 6.
3. THE PRIMARY OFF-SITE LAYDOWN AND STAGING AREA (1 TO 2 ACRES) IS LOCATED
ADJACENT TO THE LAKE LURE GOLF CLUB AT 658 MEMORIAL HIGHWAY, LAKE LURE, NC.
CONTRACTOR SHALL COORDINATE WITH THE OWNER REGARDING ACCESS TO THIS AREA.
THE CONTRACTOR SHALL SECURE ADDITIONAL OFF-SITE LAYDOWN AND STAGING AREA
PROVIDED THIS AREA AND THE ON-SITE AREAS SHOWN ARE NOT ADEQUATE FOR
EQUIPMENT AND MATERIAL STORAGE AND CONTRACTOR PARKING.
ACCESS ROAD ALIGNMENT
SEE NOTE 1 AND DETAIL 3
ON SHEET 5
MINIMUM 12-FT WIDE GRAVEL
ACCESS ROAD SEE NOTE 1
LOOSE BOULDERS REMOVED FROM
THE BAY 5 CONSTRUCTION ACCESS
AREA SHALL BE RELOCATED TO
THIS AREA. BOULDERS SHALL BE
PLACED FLAT AND UNIFORMLY TO
THE BEST EXTENT POSSIBLE.
CONTRACTOR TO GRADE AREA, INCLUDING REMOVAL
OF LOOSE BOULDERS, AS NEEDED TO FACILITATE
TEMPORARY CONSTRUCTION ACCESS TO BAY 5. DO
NOT EXCAVATE ROCK IN THIS AREA.
BAY #1 BAY #2 BAY #3 BAY #4 BAY #5 BAY #6 BAY #7 BAY #8 BAY #9 BAY #10 BAY #11 BAY #12 BAY #13
LAKE LURE
BU
F
F
A
L
O

S
H
O
A
L
S

R
O
A
D
00 30'60'
SCALE: 1"=30'
SITE AND ACCESS PLAN1
FLOW
N
B
U
F
F
A
L
O

S
H
O
A
L
S

R
O
A
D
ELECTRICAL
SUBSTATION
TEMPORARY LAYDOWN AND
STAGING AREAS.
CONTRACTOR TO MAINTAIN A
LANE FOR POWERHOUSE
ACCESS
ADDITIONAL TEMPORARY
STAGING AND LAYDOWN AREAS
RIVER CROSSING SEE NOTE 1
PROPOSED LIMITS OF
DISTURBANCE
PROPOSED LIMITS OF DISTURBANCE
PROPOSED RESERVOIR DRAIN
SEE DETAILS SHEETS 9 TO 16
1,000
SQFT
440 SQFT
3,620
SQFT
1,650
SQFT
BRIDGE/DAM
CENTER LINE
SEE SHEET 5 FOR REMAINDER OF SITE ACCESS ROAD.
SEE NOTE 3 THIS SHEET AND SHEET 5 FOR OFF-SITE
LAYDOWN AND STAGING AREA.
EX
I
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T
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G

A
C
C
E
S
S

R
O
A
D
EXISTING SEWER PIPE
(4) 65 FT, 48"
DIA CULVERTS
95
0
97
5
1000
102
5
1050
1075
1100
1125
V
EL
E
V
A
T
I
O
N
870
880
890
900
910
920
930
940
950
960
970
980
870
880
890
900
910
920
930
940
950
960
970
980
0+00 1+00 2+00 3+00 3+70
0+15 0+30 0+45 0+60 0+75 0+90 1+05 1+20 1+35 1+50 1+65 1+80 1+95 2+10 2+25 2+40 2+55 2+70 2+85 3+00 3+15 3+30 3+45 3+60 3+70
EXISTING GRADE
(4) 48" DIA
CULVERTS
GRAVEL ACCESS ROAD
EMBANKMENT WITH
12-FT WIDE CREST
GRAVEL ROAD AND
CONSTRUCTION
LAYDOWN AREA
0.0%-6.25%
-20%
-10.8%
-18%
1%
10-YEAR STORM
EL 894.5
NCDOT CLASS B RIPRAP OR
EQUIVALENT WITH NCDOT
CLASS 2 RIPRAP OR
EQUIVALENT ON THE OUTER
SHELLS OF THE EMBANKMENT
PROJECT SITE
OVERALL SITE ACCESS ROAD - PLAN1
18C21024.020
SHEET
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© Schnabel Engineering 2023 All Rights Reserved
LI
C
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B
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:

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0
3
6
1
8
3

DA
T
E
:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
S
C
R
I
P
T
I
O
N
NLPN
036183
E N EGIN E R
ASE L A
R O
HTOR L
O
C AR
ISESFONA I
C
H
A
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5 OF 16
PAVED ACCESS ROAD
PRIMARY ACCESS TO
CONSTRUCTION AREA
AND TOE OF DAM
US HI
G
H
W
A
Y

6
4
ALT HW
Y

7
4
MEM
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BUF
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N
LAKE LURE TOWN WTP
B
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ENTRANCE COORDINATES
LAT: 35.423711
LONG: -82.177409
NAD 1983 NC (US SURVEY FEET)
N: 624,257.83
E: 1,053,582.70
RIVER CROSSING - PROFILE3
00 20'40'
SCALE: 1"=20'
00 200'400'
SCALE: 1"=200'
ACCESS ROAD
RIVER CROSSING NOTES:
1. CONTRACTOR SHALL PROVIDE AN INSTALLATION AND LAYOUT PLAN FOR THE RIVER CROSSING AS DEFINED IN SECTION 01 50 00 OF
THE TECHNICAL SPECIFICATIONS.
N
OFF-SITE LAYDOWN AREA - PLAN2
00 100'200'
SCALE: 1"=100'
APPROXIMATE AREA FOR
OFF-SITE LAYDOWN AREA
OLD GOLF COURSE CLUBHOUSE
658 MEMORIAL HIGHWAY
HW
Y

6
4

M
E
M
O
R
I
A
L

H
W
Y
PRIMARY OFF-SITE
STAGING AREA LOCATED
0.4 MILES TO THE WEST AT
THE LAKE LURE GOLF CLUB
- SEE DETAIL 2 THIS SHEET
2-3" WASHED STONE
EXI
S
T
I
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G

P
A
V
E
M
E
N
T
50' MIN.
AS
REQ
U
I
R
E
D
12'
M
I
N
.
6" MIN.
THICKNESS
STEEL POST WIRE MESH FENCE
FABRIC FASTENED TO UPSLOPE
SIDE OF POSTS
COMPACTED SOIL
BACKFILL IN TRENCH
12" OF FABRIC INSTALLED BURIED
8" MIN.
24" MIN.
24" MAX.
FABRIC HEIGHT
4" MIN.
PLAN VIEW
DISCHARGE HOSE
PUMP
ELEVATION VIEW
WELL VEGETATED, GRASSY AREA
FILTER BAG
WELL VEGETATED AREA
INTAKE HOSE
CLAMPS
DISCHARGE HOSE
CLAMPS
WELL VEGETATED, GRASSY AREA
FILTER BAG
INTAKE HOSE
PUMP
SEEDING DETAIL2
TEMPORARY SILT FENCE MATERIAL PROPERTY REQUIREMENTS
TEST MATERIAL UNITS SUPPORTED1
SILT FENCE
UNSUPPORTED1
SILT FENCE
TYPE OF
VALUE
GRAB STRENGTH ASTM D 4632 N (LBS)
MACHINE DIRECTION 400 550 MARV
(90)(90)
X-MACHINE DIRECTION 400 450 MARV
(90)(90)
PERMITTIVITY2 ASTM D 4491 SEC-1 0.05 0.05 MARV
APPARENT OPENING
SIZE2
ASTM D 4751 MM 0.60 0.60 MAX. ARV3
(US SIEVE #)(30)(30)
ULTRAVIOLET
STABILITY ASTM D 4355
%
RETAINED
STRENGTH
70% AFTER
500 HOURS OF
EXPOSURE
70% AFTER
500 HOURS OF
EXPOSURE
TYPICAL
1 SILT FENCE SUPPORT SHALL CONSIST OF 14 GAUGE STEEL WIRE WITH A MESH SPACING OF 150 MM (6 INCHES), OR PREFABRICATED
POLYMER MESH OF EQUIVALENT STRENGTH.
2 THESE DEFAULT VALUES ARE BASED ON EMPIRICAL EVIDENCE WITH A VARIETY OF SEDIMENT. FOR ENVIRONMENTALLY SENSITIVE
AREAS, A REVIEW OF PREVIOUS EXPERIENCE AND/OR SITE OR REGIONALLY SPECIFIC GEOTEXTILE TESTS IN ACCORDANCE WITH ASTM
D 5141 SHOULD BE PERFORMED TO CONFIRM SUITABILITY OF THESE REQUIREMENTS.
3 AS MEASURED IN ACCORDANCE WITH ASTM D 4632.
18C21024.020
SHEET
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© Schnabel Engineering 2023 All Rights Reserved
LI
C
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N
S
E

N
U
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B
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:

C
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2
5
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0
3
6
1
8
3

DA
T
E
:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
S
C
R
I
P
T
I
O
N
NLPN
036183
E N EGIN E R
ASE L A
R O
HTOR L
O
C AR
ISESFONA I
C
H
A
RLES M . J O H NSON
ER
O
S
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D
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NA
M
CM
J
6 OF 16
N.T.S.
SILT FENCE DETAIL1
N.T.S.
CONSTRUCTION ENTRANCE DETAIL3
MATERIALS:
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH IS CERTIFIED BY THE
MANUFACTURER OR SUPPLIER AS CONFORMING TO THE REQUIREMENTS IN ASTM D 6461, WHICH IS SHOWN IN PART BELOW.
SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6
MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0 TO 120°F.
2. POSTS FOR SEDIMENT FENCES SHALL BE 1.33 LB/LINEAR FT STEEL WITH A MINIMUM LENGTH OF 5 FT. POSTS SHALL HAVE
PROJECTIONS TO FACILITATE FASTENING THE FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND A MAXIMUM
MESH SPACING OF 6 INCHES.
CONSTRUCTION NOTES:
1. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE.
2. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN
JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER FABRIC ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO
THE NEXT POST.
3. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS
USING TIE WIRES. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT,
THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHALL HAVE A MINIMUM 50-POUND
TENSILE STRENGTH.
4. SPACE POSTS A MAXIMUM OF 6 FT FOR UNSUPPORTED SEDIMENT FENCE AND 8 FT FOR SUPPORTED SEDIMENT FENCE.
SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND TO A MINIMUM OF 24 INCHES.
5. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND
UPSLOPE FROM THE BARRIER.
6. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
7. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT.
8. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE NOTES:
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH SIGNIFICANT RAINFALL EVENT (1/2 INCH OR GREATER).
MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED WITH SEED AND MULCH.
CONSTRUCTION NOTES:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND
OTHER OBJECTIONABLE MATERIAL AND GRADE PROPERLY.
2. PLACE FILTER FABRIC OVER CLEARED AREA.
3. PLACE WASH STONE TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON
THE PLANS AND SMOOTH IT.
4. PROVIDE DRAINAGE TO CARRY WATER TO A SUITABLE OUTLET.
MAINTENANCE NOTES:
1. MAINTAIN THE STONE PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT
FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC
TOPDRESSING WITH 2-INCH STONE.
2. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT
AND CLEAN IT OUT AS NECESSARY.
3. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED,
OR TRACKED ONTO PUBLIC ROADWAYS.
NOTES
1. COARSE AGGREGATE: 2-3 INCH WASHED STONE
2. MINIMUM THICKNESS: 6 INCHES
3. MINIMUM LENGTH: 50 FEET
4. MINIMUM WIDTH: 25 FEET
5. GEOTEXTILE: REQUIRED TO SEPARATE COARSE AGGREGATE FROM
SUBGRADE
6. MAINTAIN TO PREVENT TRANSPORT OF SEDIMENT ONTO PUBLIC ROADS.
PLACE ADDITIONAL COARSE AGGREGATE AS CONDITIONS DEMAND.
PERMANENT SEEDING:
LIME: BASED ON SOIL TEST OR 2 TONS/ACRE
FERTILIZER: BASED ON SOIL TEST OR 1000 LBS/ACRE OF 5-10-10
FERTILIZER
SEEDING MIXTURE:
SEED TYPES: SEEDING RATES:
(POUNDS/ACRE):
TALL FESCUE 100
RYE GRAIN 40
KOREAN LESPEDEZA 20
TEMPORARY SEEDING:
LIME: 1 TON/ACRE
FERTILIZER: 1000 LBS/ACRE OF 10-10-10 FERTILIZER (RYE ONLY)
750 LBS/ACRE OF 10-10-10 FERTILIZER
SEED TYPES:SEEDING DATES: SEEDING RATES:
(POUNDS/ACRE):
RYE GRAIN AUG 16 TO APRIL 30 120
KOREAN LESPEDEZA AUG 16 TO APRIL 30 40
RYE GRAIN MAY 1 TO AUG 15 120
GERMAN MILLET MAY 1 TO AUG 15 40
MULCH AND MATTING:
TYPE AND RATE OF MULCH:
CLEAN STRAW AT 2 TONS/ACRE
METHOD OF ANCHORING:
ANCHORED WITH TACKING AGENT APPROVED BY CONTRACTOR.
TYPE OF MATTING:
MATTING SHALL BE HEAVY TWISTED JUTE MESH. OPENING BETWEEN
STRANDS SHALL BE APPROXIMATELY 1" SQUARE.
GENERAL SEEDING NOTES:
1. IF WORK IN DISTURBED AREAS STOPS FOR MORE THAN 21 WORKING
DAYS, TEMPORARY SEEDING SHALL BE APPLIED TO STABILIZE THE
AREA.
2. TILL OR DISC THE PREPARED AREAS TO BE SEEDED TO A MINIMUM
DEPTH OF FOUR (4) INCHES. REMOVE ALL STONES LARGER THAN
THREE (3) INCHES ON ANY SIDE, STICKS, ROOTS, AND OTHER
EXTRANEOUS MATERIALS AT THE SURFACE DURING THE BED
PREPARATION.
3. RECOMPACT THE AREA USING A CULTIPACKER ROLLER. THE FINISHED
GRADE SHALL BE A SMOOTH, EVEN SOIL SURFACE WITH A LOOSE,
UNIFORMLY FINE TEXTURE. ALL RIDGES AND DEPRESSIONS SHALL BE
REMOVED AND FILLED TO PROVIDE THE APPROVED SURFACE
DRAINAGE. SEEDING OF GRADED AREAS IS TO BE DONE IMMEDIATELY
AFTER FINISHED GRADES ARE OBTAINED AND SEEDBED PREPARATION
IS COMPLETED.
NOTIFICATION OF LAND RESOURCES SEDIMENT
AND EROSION CONTROL SELF-INSPECTION PROGRAM:
THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT PERSONS
RESPONSIBLE FOR LAND-DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH PHASE OF THE
PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING
FOLLOWED. RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS TOOK EFFECT OCTOBER 1,
2010. THE SELF-INSPECTION PROGRAM IS SEPARATE FROM THE WEEKLY SELF-MONITORING PROGRAM OF
THE NPDES STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF-INSPECTION
REPORT IS THE INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL MEASURES
ACCORDING TO THE APPROVED PLAN. THE CONTRACTOR SHALL CONDUCT THE INSPECTIONS AFTER EACH
PHASE OF THE PROJECT, AND THE CONTRACTOR SHALL CONTINUE TO CONDUCT THE INSPECTIONS UNTIL
PERMANENT GROUND COVER IS ESTABLISHED IN ACCORDANCE WITH NCGS 113A-54.1 AND 15A NCAC
4B.0131. THE SELF-INSPECTION REPORT FORM IS AVAILABLE FROM
HTTPS://DEQ.NC.GOV/ABOUT/DIVISIONS/ENERGY-MINERAL-LAND-RESOURCES/EROSION-SEDIMENT-CONTROL/FORMS
IF YOU HAVE QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE CONTACT THIS OFFICE AT [phone].
N.T.S.
SEDIMENT FILTER BAG3
FILTER BAG NOTES:
1. USE FILTER BAGS AS NECESSARY TO TREAT WATER PUMPED FROM EXCAVATION.
2. PLACE FILTER BAGS IN WELL VEGETATED AREAS UPSTREAM OF ADDITIONAL EROSION AND SEDIMENT
CONTROL MEASURES.
MAINTENANCE NOTES:
1. SEDIMENT FILTER BAG SHALL BE DISPOSED OF AND REPLACED WHEN IT IS 3/4 FULL OF SEDIMENT OR WHEN IT
IS IMPRACTICAL FOR THE BAG TO FILTER THE SEDIMENT OUT AT A REASONABLE FLOW RATE.
2. INSPECT THE BAG INLET PERIODICALLY FOR DAMAGE AND/OR COME BLOCKAGE.
N.T.S.
COCONUT FIBER ROLL DETAIL4
GENERAL NOTES:
1. MATERIALS USED IN COCONUT FIBER ROLL TO BE 100% WOVEN COCONUT
FIBER TWINE.
2. COCONUT FIBER ROLLS TO BE LOCATED AS SHOWN ON THE PLAN.
3. PRIOR TO INSTALLATION, CLEAR ALL OBSTRUCTIONS, INCLUDING ROCKS,
CLODS, AND OTHER DEBRIS GREATER THAN ONE INCH THAT MAY
INTERFERE WITH PROPER FUNCTION OF THE ROLL.
4. COCONUT FIBER ROLL SHALL BE INSTALLED ALONG THE GRADED SLOPE
PARALLEL TO THE TOE OF THE SLOPE.
5. OAK OR OTHER DURABLE HARDWOOD STAKES 2 INCHES X 2 INCHES IN
CROSS-SECTION SHALL BE DRIVEN VERTICALLY PLUMB, THROUGH THE
CENTER OF THE ROLL. STAKES SHALL BE PLACED AT A MAXIMUM INTERVAL
OF 4 FEET. THE STAKES SHALL BE DRIVEN TO A MINIMUM DEPTH OF 12
INCHES WITH A MINIMUM OF 3 INCHES PROTRUDING ABOVE THE ROLL.
MAINTENANCE NOTES:
1. INSPECT COCONUT FIBER ROLL WEEKLY AND AFTER EACH SIGNIFICANT
RAINFALL EVENT (1/2 INCH OR GREATER).
2. REMOVE ACCUMULATED SEDIMENT AND ANY DEBRIS.
3. THE ROLL SHALL BE REPLACED IF CLOGGED OR TORN.
4. THE ROLL SHALL BE REINSTALLED IF UNDERMINED OR DISLODGED.
BOARD FENCE
SNOW FENCE
DRIP LINE
PLASTIC FENCE
CORD FENCE
N.T.S.
TREE PROTECTION FENCING2
1. PLACE TREE PROTECTION ZONE (TPZ) BARRIERS TO PREVENT THE APPROACH OF
EQUIPMENT WITHIN THE DRIP LINE OF TREES TO BE RETAINED. TEMPORARY TREE
PROTECTION FENCING SHOULD BE ERECTED BEFORE CLEARING, DELIVERIES AND OTHER
CONSTRUCTION ACTIVITIES BEGIN ON THE SITE.
2. PROHIBIT OR RESTRICT ACCESS TO TPZs. POST "KEEP OUT" SIGNS ON ALL SIDES OF
FENCING. DO NOT PLACE EQUIPMENT, CONSTRUCTION MATERIALS, TOPSOIL, OR FILL DIRT
WITHIN THE TPZs.
3. DO NOT NAIL BOARDS TO TREES DURING BUILDING OPERATIONS.
4. MONITOR TPZs DURING ALL PHASES OF CONSTRUCTION.
5. DO NOT CUT TREE ROOTS INSIDE THE TREE DRIP LINE. IF A TREE MARKED FOR
PRESERVATION IS DAMAGED, REMOVE IT AND REPLACE IT WITH A TREE OF THE SAME OR
SIMILAR SPECIES, 2-IN CALIPER OR LARGER, FROM BALLED AND BURLAPED NURSERY
STOCK WHEN ACTIVITY IN THE AREA IS COMPLETE.
6. OPTIMIZE TREE HEALTH FOR ALL TREE WITHIN TPZs. ASSIGN A TRAINED CREWMEMBER OR
HIRE A PROFESSIONAL TO COMPLETE REGULAR TREE MAINTENANCE TASKS, INCLUDING
WATERING, FERTILIZATION, AND MULCHING TO PROTECT TREE ROOTS. CONSULT A TREE
PROFESSIONAL FOR ADVICE ON THESE PRACTICES IF NEEDED. DO NOT CHANGE THE SOIL,
GRADE, DRAINAGE, OR ACTION WITHOUT PROTECTING TREES THAT ARE TO BE KEPT.
7. ONCE PROJECT IS COMPLETED, TREE PROTECTION FENCING SHOULD BE LEFT UNTIL
EROSION & SEDIMENT CONTROLS ARE REMOVED. WHEN TPZ FENCING IS BEING REMOVED,
PRUNE ANY DAMAGED TREES AND REPAIR ANY ROOTS THAT MIGHT HAVE BEEN HARMED.
COCONUT
FIBER ROLL
AREA TO BE
PROTECTEDFLOW
3-IN
12-IN MIN
2-IN X 2-IN
STAKES
FLOW 4-FT M
A
X
SECTION
GENERAL CONSTRUCTION NOTES:
1. IF LAND DISTURBANCE IS KEPT BELOW 1 ACRE, NO EROSION & SEDIMENT CONTROL PERMITTING IS REQUIRED BY
THE STATE OF NORTH CAROLINA. HOWEVER, ALL EROSION & SEDIMENT CONTROL BEST PRACTICES MUST BE
IMPLEMENTED ONSITE WHERE APPROPRIATE.
2. NOT ALL EROSION & SEDIMENT CONTROL DETAILS WILL BE USED OR REPRESENT ALL OF THE MEASURES
NECESSARY FOR THIS PROJECT. THE CONTRACTOR SHALL IMPLEMENT AS NECESSARY FOR ONSITE CONDITIONS.
3. SILT FENCE SHALL BE PLACED ON ALL DOWNSTREAM SIDES OF ANY EXCAVATION OR FILL THAT MAY RELEASE
SEDIMENT INTO A WATERBODY. IF SILT FENCE CAN NOT BE PROPERLY INSTALLED DUE TO SITE CONSTRAINTS
COCONUT FIBER ROLLS MAY BE USED IN PLACE.
4. ALL AREAS THAT MUST PUMP SEDIMENT LADEN WATER OFF SITE MUST USE THE APPROPRIATE SIZED FILTER BAG
TO CAPTURE ALL SEDIMENT BEFORE RELEASING WATER BACK INTO A WATERBODY.
5. TREE PROTECTION FENCE AND SEDIMENT FENCE MAY BE COMBINED WHERE NECESSARY.
6. TEMPORARY AND PERMANENT SEEDING MAY BE ALTERED TO BETTER SUIT THE MOUNTAIN REGION. ANY
CHANGES MUST BE APPROVED BY THE ENGINEER.
T=AsFy
T=AsFy
2" MIN
Ldh
D
Z
Q
D
NTS
VERTICAL CONSTRUCTION JOINT (CJ) IN ENCASEMENT1
MINIMUM REINF. BAR LAP
SPLICE LENGTH (IN)
BAR
SIZE TOP OTHER
#3 15 12
#4 20 15
#5 25 19
#6 29 23
#7 43 33
#8 49 37
#9 60 46
#10 74 57
#11 89 68
MINIMUM REINF. BAR
DEVELOPMENT LENGTH
(IN)
BAR
SIZE TOP OTHER
#3 12 12
#4 15 12
#5 19 15
#6 23 18
#7 33 25
#8 37 29
#9 46 36
#10 57 44
#11 68 53
NOTES:
1.TABULATED VALUES ARE BASED ON UNCOATED GRADE 60 REBAR AND STRUCTURAL CONCRETE WITH SPECIFIED COMPRESSIVE
STRENGTH AND 2" MINIMUM COVER.
2.TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE LENGTHS ARE CALCULATED IN ACCORDANCE WITH ACI 12.2.3 AND 12.15,
RESPECTIVELY.
3.LAP SPLICE LENGTHS ARE MULTIPLES OF TENSION DEVELOPMENT LENGTHS; CLASS A=1.0*ld AND CLASS B=1.3*ld (ACI 12.15.1).
4.BAR CENTER-TO-CENTER SPACING WAS ASSUMED TO BE GREATER THAN TWICE THE STRUCTURAL CONCRETE COVER PLUS ONE BAR
DIAMETER, SO THAT "c" WAS GOVERNED BY STRUCTURAL CONCRETE COVER RATHER THAN BY BAR SPACING. THEREFORE
TABULATED VALUES ARE NOT APPLICABLE FOR CENTER-TO-CENTER BAR SPACING LESS THAN 6".
5.TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF STRUCTURAL CONCRETE CAST BELOW THE BARS.
* SIDE COVER MUST BE > 2-IN
* END COVER MUST BE > 2-IN
MINIMUM END HOOK
DEVELOPMENT LENGTH (IN)*
BAR
SIZE Ldh Q Z D
#3 6 4.5 2.5 2.25
#4 7 6 2.5 3
#5 9 7.5 2.5 3.75
#6 10 9 3 4.5
#7 12 10.5 3.5 5.25
#8 14 12 4 6
#9 15 13.5 4.5 9.5
#10 17 15.5 5.5 11
#11 19 17 6 12

STANDARD DEVELOPMENT, LAP SPLICE AND HOOK LENGTHS5
GENERAL NOTES FOR STRUCTURAL CONCRETE:
1.EXCEPT WHERE OTHERWISE SPECIFIED, THESE GENERAL NOTES SHALL APPLY TO THE STRUCTURAL CONCRETE
STRUCTURES.
2.STRUCTURAL CONCRETE SHALL CONFORM TO THE CODE REQUIREMENTS FOR ENVIRONMENTAL ENGINEERING
STRUCTURAL CONCRETE STRUCTURES, ACI 350-06.
3.STRUCTURAL DESIGN FOR STRUCTURAL CONCRETE AS DEFINED IN SPECIFICATION SECTION 03 30 00 IS BASED UPON
STRUCTURAL CONCRETE WITH A COMPRESSIVE STRENGTH OF 4500 PSI AT 28 DAYS AND REINFORCEMENT WITH A
MINIMUM YIELD STRENGTH OF 60,000 PSI.
4.STRUCTURAL CONCRETE TESTING SHALL BE IN COMPLIANCE WITH THE FOLLOWING ASTM STANDARDS: C31, C39, C138,
C143, C172, C173, AND C231.
5.FOR REINFORCING STEEL (SEE SPEC 03 20 00):
a.UNLESS SPECIFIED ON DRAWINGS, FOR MINIMUM DEVELOPMENT (EMBEDMENT) AND LAPPED SPLICE LENGTH,
SEE TABLES ON THIS DRAWING.
b.VERTICAL REINFORCEMENT SHALL BE CONTINUED ITS DEVELOPMENT (EMBEDMENT) LENGTH INTO THE BASE
OF THE ADJOINING SECTION.
c.REINFORCEMENT SHALL BE DRILLED AND EPOXY GROUTED INTO STRUCTURAL CONCRETE IN ACCORDANCE
WITH THE MANUFACTURER'S REQUIREMENTS ONLY AT LOCATIONS SHOWN ON THE DRAWINGS. REBAR
DOWELS SHALL BE INSTALLED IN CLEAN, DRY HOLES.
d.REINFORCEMENT SHALL HAVE A MINIMUM LENGTH OF 20'-0" BETWEEN SPLICES UNLESS OTHERWISE SHOWN.
e.SPLICES SHALL NOT CROSS CONSTRUCTION JOINT (CJ) OR CONTRACTION JOINT (CRJ).
6.FOR REINFORCEMENT DOWEL BARS (SEE SPEC 03 20 00):
a.REINFORCEMENT DOWEL BARS SHALL BE 1.128-IN NOMINAL DIAMETER RIBBED STEEL (#9) IN ACCORDANCE
WITH ASTM 615 GRADE 60. SEE SPECIFICATIONS FOR MATERIAL.
b.PROVIDE TWO COMPONENT SPEED DOWEL SYSTEM TO ASSURE PROPER FIELD POSITIONING AND ALIGNMENT
AT SPECIFIED ENCASEMENT/ROCK INTERFACE.
c.DOWELS SHALL BE KEPT IN STRAIGHT ALIGNMENT, IN THE ORIENTATION SHOWN, DURING AND SUBSEQUENT
TO STRUCTURAL CONCRETE PLACEMENT.
d.DOWELS SHALL BE PLACED NO CLOSER THAN 12 INCHES FROM THE INTERSECTION OF ANY JOINTS.
e.DOWELS SHALL BE EMENDED IN ROCK AT LEAST 4 FEET AND EMBEDMENT LENGTH IN THE CONCRETE SHALL
BE AT LEAST EQUAL TO DEVELOPMENT LENGTH ACCORDING TO TABULATED VALUES UNLESS SPECIFIED ON
DRAWINGS.
7.FOR CHAMFERS:
a.CHAMFER ALL EXPOSED PROTRUDING CORNERS 3/4-IN UNLESS OTHERWISE SHOWN OR DESIGNATED.
8.CUT OR BEND STEEL REINFORCING BARS AS NECESSARY TO INSTALL DRAIN PIPES. SEE DETAIL 4 ON THIS SHEET.
DEVELOPMENT AND LAP SPLICE LENGTHS FOR
REINFORCEMENT IN 4500 PSI (MIN) STRUCTURAL CONCRETE
NTS
PIPE OUTLET REINFORCEMENT4
AVOID CUTTING MAIN BARS FOR
6" PVC PIPE DRAIN PENETRATIONS.
ADJUST SPACING OF MAIN BARS BY
1-INCH MAXIMUM TO CLEAR PIPE.
TOP OF ROCK
SEE NOTE
PROVIDE BENT BARS
IF NECESSARY
2'-0" TYP
NOTE: FOR PIPE OPENINGS LARGER THAN 6" DIAMETER, ADD VERTICAL AND
HORIZONTAL BARS TO COMPENSATE FOR CUT BARS OF MAIN
REINFORCEMENT AND ADD DIAGONAL BARS AS SHOWN EACH FACE OF WALL.
RL
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9.JOINTS
a.CONSTRUCTION JOINTS, IDENTIFIED CJ, SHALL BE PROVIDED WHERE SHOWN ON THE DRAWINGS.
b.ADDITIONAL CONSTRUCTION JOINTS OR RELOCATION OF CONSTRUCTION JOINTS MAY BE USED SUBJECT TO APPROVAL BY THE
ENGINEER.
c.6-IN WATERSTOPS REQUIRED ON ALL STRUCTURAL CONCRETE CONTRACTION JOINTS AND CONSTRUCTION JOINTS UNLESS
OTHERWISE SHOWN.
d.CONSTRUCTION JOINTS SHALL BE AS SHOWN ON THE PLANS.
10.EMBEDDED MATERIALS
BEFORE PLACING STRUCTURAL CONCRETE, CARE SHALL BE TAKEN THAT ALL EMBEDDED ITEMS ARE IN POSITION AND SECURELY
FASTENED IN PLACE. ANCHOR BOLT LOCATION AND SETTING ARE SHOWN ON THE STRUCTURAL STEEL, MISCELLANEOUS METAL,
STRUCTURAL CONCRETE, AND EQUIPMENT DRAWINGS. CONDUITS AND GROUNDING CABLES ARE SHOWN ON THE MANUFACTURER'S
DRAWINGS. ALUMINUM EMBEDMENTS OF ANY KIND ARE NOT PERMITTED. ALL PROJECTING WATERSTOPS SHALL BE SUPPORTED AND
PROTECTED FROM DAMAGE AND EXPOSURE.
11.NON-WOVEN GEOTEXTILE CALLED OUT ON THIS SHEET REFERS TO NON-WOVEN, POLYPROPYLENE GEOTEXTILE.
NON-WOVEN GEOTEXTILE SHALL BE PLACED ON SOIL SIDE OF EVERY CONTRACTION JOINT AND CONSTRUCTION JOINT.
NON-WOVEN GEOTEXTILE SHALL EXTEND 1-FT MINIMUM ON EITHER SIDE OF JOINT.
NON-WOVEN GEOTEXTILE SHALL BE PLACE ON COARSE AGGREGATE FOR DRAIN PIPE AS SPECIFIED IN DRAWINGS.
18C21024.020
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DA
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PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
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036183
E N EGIN E R
ASE L A
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ISESFONA I
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THICKNESS VARIES
PER SECTIONS
6" MIN
UNO
6-IN RIBBED PVC WATERSTOP
AS SPECIFIED. REFER TO
OTHER DETAILS THIS SHEET
CARRY ALL HORIZONTAL
STEEL THROUGH JOINT
EXPOSED FACE OF ENCASEMENT
THICKNESS VARIES
PER SECTIONS
6" MIN
UNO
CARRY ALL VERTICAL
STEEL THROUGH JOINT
6-IN RIBBED PVC WATERSTOP AS
SPECIFIED. REFER TO OTHER
DETAILS THIS SHEET
EXPOSED FACE OF ENCASEMENT
NTS
HORIZONTAL CONSTRUCTION JOINT (CJ) IN ENCASEMENT2
NTS
TYPICAL PVC WATERSTOP3A
6"
3 8"
18"
1/2-IN ID AND
1-IN OD
UNLESS SPECIFIED OTHERWISE PROVIDE AT
CONTRUCTION (CJ) JOINTS
SIKA GREENSTREAK #717 RIBBED CENTERBULB
OR APPROVED EQUIVALENT
NTS
TYPICAL PVC WATERSTOP3BOPTIONAL ONLY AT APPROVED LOCATIONS
AT CONSTRUCTION JOINTS (CJ)
SIKA GREENSTREAK #783 FLAT RIBBED
OR APPROVED EQUIVALENT
18"
3 8"
1 4"
NTS
SPLIT FLANGE PVC WATERSTOP3C
6"
3 8"
3/8-IN ID AND
5/8-IN OD
3 16"
SIKA GREENSTREAK #724
OR APPROVED EQUIVALENT
OPTIONAL ONLY AT APPROVED LOCATIONS
JOINT INTENTIONALLY ROUGHENED 1/4-IN
AMPLITUDE (SEE SPEC 03 30 00)
JOINT INTENTIONALLY ROUGHENED TO
1/4-IN AMPLITUDE (SEE SPEC 03 30 00)
o
o
2+
0
0
3+
0
0
91
0
910
904
902
90
0
898
896
89
4
908
912
89
2
890
888
886
884
88
2
8
8
2
S
BAY 6
BAY 5
BAY 4
BROAD RIVER
WITHOUT TURBINES GENERATING EL 886.0 ±
WITH TURBINE 2 ONLY GENERATING EL 889.7 ±
GENERAL SEQUENCE OF REPLACING SEWER LINE
1.DISCONNECT EXISTING BLOW OFF LINE FROM EXISTING SEWER LINE.
2.INSTALL TEMPORARY BYPASS AT THE EXISTING BLOW OFF LOCATION THAT DISCHARGES INTO THE WET WELL OF THE LIFT
STATION.
3.INSTALL A PIPE PLUG IN THE SEWER LINE THROUGH THE EXISTING ACCESS PORT.
4.REMOVE EXISTING SEWER AND APPURTENANCES (MANHOLE, JUNCTION BOX, PUMP STATION, VALVE, ETC.) BETWEEN THE
ACCESS PORT ALL THE WAY DOWN TO THE LEFT SIDE OF THE RIVER CROSSING.
5.INSTALL NEW SEWER LINE THAT IS ROUTED UNDERNEATH THE PROPOSED RESERVOIR DRAIN ENCASEMENT/JET FLOW GATE
VALVE AND RECONNECT TO THE EXISTING PIPE AT THE RIVER CROSSING. CONNECTIONS BETWEEN THE EXISTING SEWER LINE
(CIP) AND REPLACEMENT SEWER LINE (DIP) SHOULD BE MADE USING COMPATIBLE MEGA-LUG CONNECTIONS. PIPE JOINTS FOR
REPLACEMENT SEWER LINE SHALL BE RESTRAINED (RJ). INSTALL VERTICAL 18-IN TEES WITH PLUGGED BRANCH (RJ) AT
LOCATIONS SHOWN.
6.REMOVE THE PIPE PLUG AND TEMPORARY BYPASS.
N
18C21024.020
SHEET
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© Schnabel Engineering 2023 All Rights Reserved
LI
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0
3
6
1
8
3

DA
T
E
:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
S
C
R
I
P
T
I
O
N
NLPN
036183
E N EGIN E R
ASE L A
R O
HTOR L
O
C AR
ISESFONA I
C
H
A
RLES M . J O H NSON
SE
W
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R

L
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T
PL
A
N
00 10'20'
SCALE: 1"=10'
SEWER LINE REPLACEMENT PLAN1
FLOW
SK
CM
J
SK
EXISTING 18-IN DIA
DIP SEWER LINE
THROUGH DAM
EXISTING SEWER LINE
BLOW OFF VALVE
TO REMAIN
18-IN DIA DIP SEWER LINE (RJ)
EXISTING 18-IN DIA CIP SEWER LINE
TO BE DEMOLISHED
EXISTING PUMP STATION
TO BE DEMOLISHED
EXISTING SEWER LINE
ACCESS PORT AND
TEMPORARY PIPE PLUG
EXISTING 6-IN DIA PVC
BLOW OFF LINE
TO BE REMOVED
FROM BLOW OFF VALVE
TO DOWNSTREAM END
BAY 7
EXISTING CONCRETE SLAB
TO BE DEMOLISHED
EXISTING JUNCTION BOX
TO BE DEMOLISHED
EXISTING MANHOLE
TO BE DEMOLISHED
CONNECT EXISTING SEWER LINE (CIP)
AND REPLACEMENT SEWER LINE (DIP)
WITH COMPATIBLE MEGA-LUG CONNECTION
EXISTING THRUST BLOCK
EXISTING STARTER BLOCK
C BAY 5 AND DRAIN PIPE (NOT SHOWN)L
GENERAL NOTES
1.EXISTING STRUCTURE IS BASED ON SURVEY PERFORMED BY ED HOLMES AND ASSOCIATES LAND
SURVEYORS, PA DATED JANUARY 9TH, 2019.
2.THE SURVEY VERTICAL DATUM IS BASED ON NAVD 88.
3.CONTRACTOR SHALL FIELD VERIFY DIMENSIONS NECESSARY FOR FIT-UP OF NEW CONSTRUCTION
COMPONENTS TO EXISTING FEATURES.
TOP EL 891.6
TOP EL 891.7
TOP EL 892.4
8 OF 16
10.4°
23.1'
137.8'
3.6'
21.5°
EXISTING SEWER LINE SUPPORT PIER
SECURE REPLACEMENT SEWER
LINE TO COMPETENT ROCK BELOW.
PROVIDE PIERS FOR SUPPORT PER
DETAILS 2 AND 3 ON SHEET 9.
DAM/BRIDGE
CENTER LINE
AWWA C110
18- IN DIA DUCTILE
IRON PIPE (RJ)
CONNECT EXISTING SEWER LINE (CIP)
AND REPLACEMENT SEWER LINE (DIP)
WITH COMPATIBLE MEGA-LUG CONNECTION
TOP EL 891.85
VERTICAL 18-INCH TEE WITH
PLUGGED BRANCH - ALL RJ, TYP.
- SEE DETAIL 4 ON SHEET 9
VERTICAL 18-INCH TEE WITH
PLUGGED BRANCH - ALL RJ, TYP.
- SEE DETAIL 4 ON SHEET 9
904
902
90
0
898
896
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888
886
N
18C21024.020
SHEET
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1
8
3

DA
T
E
:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
S
C
R
I
P
T
I
O
N
NLPN
036183
E N EGIN E R
ASE L A
R O
HTOR L
O
C AR
ISESFONA I
C
H
A
RLES M . J O H NSON
BA
Y

5

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00 10'20'
SCALE: 1"=10'
BAY 5 ENCASEMENT PLAN1
FLOW
VS
CM
J
VS
EXISTING 18-IN DIA
DIP SEWER LINE
THROUGH DAM
EXISTING THRUST BLOCK BELOW
GENERAL NOTES
1.EXISTING STRUCTURE IS BASED ON SURVEY PERFORMED BY ED HOLMES AND ASSOCIATES LAND
SURVEYORS, PA DATED JANUARY 9TH, 2019.
2.THE SURVEY VERTICAL DATUM IS BASED ON NAVD 88.
3.CONTRACTOR SHALL FIELD VERIFY DIMENSIONS NECESSARY FOR FIT-UP OF NEW CONSTRUCTION
COMPONENTS TO EXISTING FEATURES.
9 OF 16
1
12
2
12
9.0'30.0'35.0'32.5'
18.0'19.0'
1
10&11
GUARD VALVE
RESERVOIR DRAIN PIPE
CONCRETE ENCASEMENT
EXISTING BUTTRESS
EXISTING ARCH
EXISTING BUTTRESS
JET FLOW GATE VALVE
SLOPE
DOWN
SLOPE
DOWN
EXISTING BRIDGE ABOVE
6-IN PVC PIPE,
NO SLOTS
6" DIA SLOTTED PVC PIPE
SEE SHEET 12
6.67'
NTS
SEWER LINE PIER SUPPORT2
TOTAL HEIGHT VARIES
MINIMUM 3.8 FEET FOR
ABOVEGROUND SUPPORT
1/2" X 3" STAINLESS STEEL STRAP
WITH 1/2" X 3" NEOPRENE PAD ADHERED
TO STRAP
3/4" Ø X 4 1/2" MIN EFFECTIVE
EMBEDMENT STAINLESS STEEL
POST-INSTALLED EXPANSION
ANCHOR BOLT, HILTI KWIK BOLT TZ2
OR APPROVED EQUIVALENT, TYP
18-IN DIA DIP
SEWER LINE
NTS
SEWER LINE PIER SUPPORT3
1/2" X 3" STAINLESS STEEL STRAP
WITH 1/2" X 3" NEOPRENE PAD ADHERED
TO STRAP
18-IN DIA DIP SEWER LINE
1
5
CONCRETE PIER AT 20' OC MAX,
LOCATE ONE PIER WITHIN 2 FEET
OF ANY PIPE BENDS AND PIPE
JOINTS
EXCAVATE TO COMPETENT
ROCK AS DETERMINED BY
THE ENGINEER
112"
3'-6"
1'-0"
3"
6-IN PVC PIPE,
NO SLOTS
EXISTING STARTER
BLOCK BELOW
3"
CLR
TYP
3" CLR
TYP
3#5
4#5
OMIT TOP, CENTER BAR
TO AVOID CONFLICT
WITH ANCHOR BOLTS
3" CLR
VERTICAL
CLEANOUT
SEE SHEET 14
1.00'
NTS
SEWER LINE VERTICAL TEE CLEANOUT4
18-IN DIA DIP SEWER LINE (RJ)18-IN DIA DIP SEWER LINE (RJ)
18-IN DIA DIP SEWER LINE (RJ)
WITH THREADED CAP
18-IN DIP VERTICAL TEE
FLANGED FITTING
18-IN DUCTILE IRON REMOVABLE PLUG
12-IN MIN
RESERVOIR DRAIN PIPE
EXCAVATE TO COMPETENT
ROCK AS DETERMINED BY
THE ENGINEER
1/2" THICK NEOPRENE PAD,
PROVIDE WIDTH OF PIER
RESERVOIR DRAIN PIPE - FILL BYPASS
RESERVOIR DRAIN PIPE - DRAIN VACUUM VALVE
EL
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(
F
E
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T
)
870
880
890
900
910
920
930
940
950
960
970
980
990
1000
1010
1020
870
880
890
900
910
920
930
940
950
960
970
980
990
1000
1010
1020
01020304050607080901001101201301401501600 -10 -20 -30 -40 -50 -60 -70 -80 -90 -100
LAKE LURE
EXISTING SEDIMENT TO BE CLEANED OFF
OF DAM AS NECESSARY TO FACILITATE
RESERVOIR DRAIN AND TRASH RACK
INSTALLATION
NORMAL WATER SURFACE
EL 990.0 ±
UPSTREAM FACE OF EXISTING ARCH
EXISTING THRUST
BLOCK BEYOND
EXISTING GRADE AT SECTION
(BAY CENTERLINE)
EXISTING CORBEL BEYOND
EXISTING BUTTRESS
BEYOND (TAPERED
ON SIDES)
CREST OF EXISTING ROAD
EL 1002.44
APPROXIMATE EXISTING LIFT LINE LOCATION, TYP.
18-IN DIA DIP SEWER LINE
EXISTING GRADE AT
BUTTRESS BEYOND
GROUT AROUND PIPE
AFTER INSTALLATION
STEEL BULKHEAD
SEE DETAIL 1 ON SHEET 15
PRECAST CONCRETE PORTAL
SEE DETAILS 1 THROUGH 4 ON SHEET 13
72-IN DIA WELDED STEEL PIPE
INVERT EL 892.8 ±
1
1
C OF RESERVOIR DRAIN PIPE AT
DOWNSTREAM FACE OF ARCH
EL 904.5
CONCRETE ENCASEMENT
L
FOUR-MITER 45 DEG BEND
SEE DETAIL 1 ON SHEET 14
EL 891.5 ±
2.75'
8.5' SQUARE
9.25'16.75'
11.0'±3.5'
22.7'
12.5'
TRASH RACK OUTLINE
SEE DETAIL 2 ON SHEET 15
8.5'
6.18'
PHASE 2
CONCRETE
PHASE 1
CONCRETE
R9.0'
1.92'
BUSH HAMMER 2-FT STRIP
ON DOWNSTREAM FACE OF ARCH
ALL AROUND CUT
2'
1'-6"
GENERAL NOTES
1.PROPOSED FOUNDATION GRADE LOCATED BELOW RESERVOIR DRAIN TO BE COMPETENT ROCK AS
DETERMINED IN FIELD BY ENGINEER.
2.EXISTING STRUCTURE IS BASED ON SURVEY PERFORMED BY ED HOLMES AND ASSOCIATES LAND
SURVEYORS, PA DATED JANUARY 9TH, 2019.
3.THE SURVEY VERTICAL DATUM IS BASED ON NAVD 88.
4.CONTRACTOR SHALL FIELD VERIFY DIMENSIONS AND ELEVATIONS NECESSARY FOR FIT-UP OF NEW
CONSTRUCTION COMPONENTS TO EXISTING FEATURES.
18C21024.020
SHEET
DE
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© Schnabel Engineering 2023 All Rights Reserved
LI
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B
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:

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9
9
11
A

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0
3
6
1
8
3

DA
T
E
:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
S
C
R
I
P
T
I
O
N
NLPN
036183
E N EGIN E R
ASE L A
R O
HTOR L
O
C AR
ISESFONA I
C
H
A
RLES M . J O H NSON
00 10'20'
SCALE: 1"=10'
BAY 5 SECTION - STRUCTURAL PHASE 11
10
10 OF 16
FLOW
SK
SK
CM
J
RESERVOIR DRAIN GENERAL CONSTRUCTION SEQUENCE - PHASE 1
1.INSTALL EROSION AND SEDIMENT CONTROL MEASURES AND TEMPORARY ENVIRONMENTAL CONTROLS AS NEEDED.
2.CREATE ACCESS FOR CONSTRUCTION IN BAY 5, INCLUDING CONSTRUCTION OF THE RIVER CROSSING. RELOCATE BOULDERS AS NECESSARY TO FACILITATE CONSTRUCTION ACCESS AND CREATE
A SURFACE WATER DIVERSION AROUND THE WORK AREA.
3.DEMOLISH THE EXISTING SANITARY SEWER LIFT STATION AND OTHER SANITARY SEWER APPURTENANCES IN BAY 5 AS SHOWN ON THE DRAWINGS.
4.RELOCATE AND REPLACE THE PORTION OF THE EXISTING SANITARY SEWER LINE AS SHOWN ON THE DRAWINGS.
5.EXCAVATE DOWNSTREAM SUBGRADE WITHIN BAY 5 TO EXPOSE COMPETENT ROCK AS APPROVED BY THE ENGINEER, AS SHOWN OF THE CONCRETE ENCASEMENT. PROTECT AND SUPPORT THE
RELOCATED SANITARY SEWER LINE AS NEEDED.
6.LOCATE THE RESERVOIR DRAIN CENTER AT THE CENTER OF THE DOWNSTREAM SIDE OF THE ARCH AND DRILL A ONE-INCH DIA HOLE THROUGH THE ARCH TO DETERMINE THE CENTER OF THE
DRAIN ON THE UPSTREAM FACE OF THE DAM. CONTRACTOR SHALL PROVIDE APPROPRIATE TOOLS FOR DRILLING INTO A FULL HEAD RESERVOIR AND ADEQUATELY SEAL PENETRATION. EITHER
LEAVE THE DRILL ROD PROTRUDING OR INSTALL A ROD PROJECTING THROUGH THE HOLE AND SECURE ON THE DOWNSTREAM FACE.
7.POUR FIRST SECTION OF REINFORCED CONCRETE ENCASEMENT TO EXTENTS SHOWN, LEAVING 8'-6” SQUARE BLOCK-OUT INSIDE THE ENCASEMENT FOR PENETRATION THROUGH ARCH. PLACE
GROUT TUBES TO BE INJECTED IN THE AREA BETWEEN THE ENCASEMENT AND ARCH TO ENSURE A TIGHT SEAL AND FULL BEARING.
8.INSTALL THE PRECAST REINFORCED CONCRETE PORTAL ON THE UPSTREAM FACE OF THE ARCH CENTERED WITH THE PROJECTING ROD VIA DIVER ACCESS. SEE SHEET 15.
8.1.SECURE THE PORTAL BY DRILLING ANCHORS THROUGH THE PERIMETER LOCATIONS PROVIDED AND ANCHOR TO THE FACE OF THE DAM.
8.2.SEAL THE INSIDE AND OUTSIDE PERIMETER OF THE PORTAL COLLAR WITH AN UNDERWATER EPOXY OR GROUT SUCH AS SPLASH ZONE OR APPROVED EQUIVALENT.
8.3.GROUT THE CONTACT ZONE OF THE PORTAL ON THE DAM FACE THROUGH THE LOWER PORTAL PORT WITH A NON-SHRINK UNDERWATER GROUT UNTIL RETURN IS CONSISTENT AT BOTH
UPSTREAM PORTS.
8.4.INSTALL STEEL BULKHEAD ON THE CONCRETE PORTAL.
9.REMOVE THE ROD FROM THE DOWNSTREAM SIDE OF THE ARCH, CONFIRM THE CONCRETE PORTAL AND STEEL BULKHEAD ARE SEALED TO THE ARCH, AND DRILL AN 18-INCH DIA HOLE THROUGH
THE ARCH CENTERED WITH ONE-INCH DIA HOLE.
10.DRILL EIGHT PERIMETER HOLES FOR WIRE SAWING THE OCTAGONAL OPENING PATTERN AS SHOWN IN DETAIL 1 ON SHEET 13.
11.INSTALL THE 72-IN DIA WELDED STEEL PIPE.
12.INSTALL THE 6-IN DIA SEAMLESS STEEL BYPASS PIPE AS SPECIFIED IN SHEET 14, DETAIL 5.
13.WELD THE PIPE JOINTS AS SPECIFIED IN SHEET 14.
14.GROUT THE ANNULUS BETWEEN THE PIPE, PRECAST CONCRETE PORTAL, DAM, AND CONCRETE ENCASEMENT.
15.INSTALL STEEL TRASH RACK AND JACK SCREW FOR LIFTING THE BULKHEAD. DRILL AND GROUT ANCHORS TO EXISTING ARCH PER SHEETS 15 AND 16.
16.SEE SHEET 11 FOR STRUCTURAL PHASE 2 OF RESERVOIR DRAIN CONSTRUCTION.
ST
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-
SE
C
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I
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N
DOWNSTREAM FACE OF EXISTING ARCH
EXCAVATE TO COMPETENT ROCK,
DO NOT UNDERMINE EXISTING
STRUCTURES
6-IN DIA PVC DRAIN PIPE,
SEE DETAIL 3 ON SHEET 12
6" PIPE FOR FILL BYPASS
EL
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(
F
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870
880
890
900
910
920
930
940
950
960
970
980
990
1000
1010
1020
870
880
890
900
910
920
930
940
950
960
970
980
990
1000
1010
1020
01020304050607080901001101201301401501600 -10 -20 -30 -40 -50 -60 -70 -80 -90 -100
LAKE LURE
PROPOSED GRADE, EXCAVATE TO ROCK
(SEE GENERAL NOTE 1)
NORMAL WATER SURFACE
EL 990.0 ±
UPSTREAM FACE OF EXISTING ARCH
EXISTING THRUST
BLOCK BEYOND
EXISTING CORBEL BEYOND
EXISTING BUTTRESS
BEYOND (TAPERED
ON SIDES)
CREST OF EXISTING ROAD
EL 1002.44
APPROXIMATE EXISTING LIFT LINE LOCATION, TYP.
LAKE LURE
CONCRETE CRADLE FOR PIPE BEND
BUILT UP TO CENTER LINE OF PIPE (180°)
CONSTRUCTION JOINT, TYP
9.0'
DRESSER
COUPLING
60-IN JET FLOW GATE VALVE SUPPORTS TO
CONCRETE ENCASEMENT BY VALVE AND
ACTUATOR MANUFACTURERS
72-IN KNIFE GATE VALVE, CONNECT TO
PIPE WITH AWWA CLASS D FLANGE. SEE
VALVE SPEC. PROVIDE ACCESS
PLATFORM MIN OF 3' X 4' AROUND KNIFE
GATE TO SERVICE OPERATOR.
PIPE INVERT EL 893.0±
EL 895 ±
22.5°
30.0'35.0'10.0'
3.5'
2.0'
18-IN DIA DIP SEWER PIPE
THREE-MITER 22.5 DEG BEND
SEE DETAIL 3 ON SHEET 14
16.75'
4.0'
40.0'40.0'
8.0'
20.0'
3.0'
32.5'
PHASE 2
CONCRETE
PHASE 1
CONCRETE
R9.0'
JET FLOW GATE VALVE
CONNECTED TO PIPE
USING AWWA CLASS D
FLANGE, SEE VALVE SPEC
1.92'
2'
1'-6"
18C21024.020
SHEET
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DA
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:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
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NLPN
036183
E N EGIN E R
ASE L A
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ISESFONA I
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ST
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-
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00 10'20'
SCALE: 1"=10'
BAY 5 SECTION - STRUCTURAL PHASE 21
11
11 OF 16
FLOW
SK
SK
CM
J
RESERVOIR DRAIN GENERAL CONSTRUCTION SEQUENCE PHASE 2
1.PLACE CONCRETE FOUNDATION BLOCK UNDER 72-IN KNIFE GATE VALVE.
2.INSTALL AND ANCHOR 72-IN KNIFE GATE VALVE.
3.INSTALL TWO 6-IN DIA PVC DRAIN PIPE CONNECTING TWO SIDES OF CONCRETE ENCASEMENT (CROSS CANYON) AT SHOWN LOCATIONS, INVERT
EL 891.5. NOTE THAT THE SPECIFIED ELEVATION MAY BE CHANGED, DEPENDING ON THE ELEVATION OF COMPETENT ROCK LEVEL.
4.PLACE CONCRETE FOUNDATION UNDER THE HORIZONTAL PORTION OF THE PIPE.
5.INSTALL THE HORIZONTAL PORTION OF THE PIPE. WELD THE SPECIFIED PIPE JOINT AS SHOWN IN SHEET 14.
6.INSTALL 6" BYPASS GATE VALVE AND PIPING AS SHOWN IN SHEET 14, DETAIL 5.
7.INSTALL 6" DRAIN GATE VALVE AND PIPING AS SHOWN IN SHEET 12.
8.INSTALL 2" AIR/VACUUM RELIEF VALVE.
9.PLACE CONCRETE TO ENCASE THE PIPE.
10.PLACE THE CONCRETE FOUNDATION FOR JET FLOW GATE VALVE AND ENCASEMENT FOR SEWAGE PIPE.
11.INSTALL THE DOWNSTREAM BENT SECTIONS OF THE PIPE AND POUR CONCRETE CRADLE AROUND THE BEND. INSTALL PIPE STRAP ON THE
UNCONFINED PART OF PIPE AS SHOWN IN SHEET 13.
12.INSTALL AND ANCHOR JET FLOW GATE VALVE.
13.PROVIDE PERMANENT ACCESS PLATFORMS FOR MAINTENANCE OF GATE, KNIFE GATE, AND JET FLOW GATE VALVES PER SPECIFICATIONS.
ENGINEER SHALL APPROVE PLATFORM DETAIL BEFORE CONSTRUCTION.
14.CLOSE KNIFE GATE VALVE AND 6" DRAIN GATE VALVE (NOT SHOWN, SHEET 14).
15.OPEN THE BULKHEAD FILL VALVE TO EQUALIZE THE PRESSURE IN THE PIPE AND THE RESERVOIR.
16.WITH SATISFACTORY LEAKAGE OF THE KNIFE GATE VALVE, LIFT THE BULKHEAD ON ITS HINGES AND SECURE IN THE OPEN POSITION.
17.OPEN 6" KNIFE GATE VALVE BYPASS TO EQUALIZE PRESSURE BETWEEN KNIFE GATE VALVE AND JET FLOW GATE VALVE.
18.CONDUCT START-UP PROCEDURES FOR BOTH VALVES PER THE SPECIFICATIONS.
TBD BY VALVE MANUFACTURER
CONTRACTOR COORDINATE
GENERAL NOTES
1.PROPOSED FOUNDATION GRADE LOCATED BELOW RESERVOIR DRAIN TO BE COMPETENT ROCK AS
DETERMINED IN FIELD BY ENGINEER.
2.EXISTING STRUCTURE IS BASED ON SURVEY PERFORMED BY ED HOLMES AND ASSOCIATES LAND
SURVEYORS, PA DATED JANUARY 9TH, 2019.
3.THE SURVEY VERTICAL DATUM IS BASED ON NAVD 88.
4.CONTRACTOR SHALL VERIFY DIMENSIONS REQUIRED FOR VALVE FIT-UP AND SUPPORT WITH VALVE
MANUFACTURER.
5.WELDING ELECTRODE SHALL BE E70 WITH DEEP PENETRATION.
BASE OF EXISTING ARCH
DOWNSTREAM FACE OF EXISTING ARCH
5
13
BULKHEAD HINGE
2
12
23°'
6" DIA PVC PIPE
PROVIDE ACCESS PLATFORM
MIN OF 3' X 4' UPSTREAM SIDE
OF JET FLOW GATE VALVE6" PIPE FOR BYPASS
6" GATE VALVE, PROVIDE SUPPORT PIPE
SUPPORT ON BOTH SIDES OF VALVE
2" AIR/VACUUM RELIEF VALVE
TO TOP OF PIPE SPOOL
6" DIA STEEL
DRAIN PIPE
1" BALL VALVE AND
PRESSURE GAUGE,
BOTH SIDES OF VALVE
4'-0"
3" CLR,
TYP
9"
3'-0"
3'-6"
3'-6"
3'-6"3'-6"3'-6"2'-6"2'-6"2'-6"2'-6"3'-6"3'-6"3'-6"
9#5 (GALV)
9#9 (GALV)9#9 (GALV)
1
1
18C21024.020
SHEET
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DA
T
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:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
S
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NLPN
036183
E N EGIN E R
ASE L A
R O
HTOR L
O
C AR
ISESFONA I
C
H
A
RLES M . J O H NSONCONCRETE ENCASEMENT SECTION1
12
00 4'8'
SCALE: 1/4"=1'0"
CO
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12 OF 16
PIPE ENCASEMENT SECTION2
12
00 4'8'
SCALE: 1/4"=1'0"
CONCRETE ENCASEMENT SECTION3
12
00 4'8'
SCALE: 1/4"=1'0"
REBAR DOWELS AT EXISTING STARTER BLOCK4
12
00 4'8'
SCALE: 1/4"=1'0"
R9'-0"
2'-9"
4'-3"
4'-3"
5'-6"
8'-6"EQ EQ
4'-0"
TYP
4 ROWS OF #9@5'
(GALV)
SEE DETAIL 5 ON
THIS SHEET
HYDROPHILIC WS
AROUND PIPE
2'-0" LAP
2'-0" LAP
2'-0"2'-0"
HYDROPHILIC WS EXTENDED TO
6-IN BELOW TOP OF SIDE
COARSE AGGREGATE BACKFILL
HYDROPHILIC WS
6-IN DIA SLOTTED
PVC DRAIN
#5@12"
(GALV)
6"
NCDOT #78M COARSE AGGREGATE
ENCLOSED BY NON-WOVEN GEOTEXTILE
EXCEPT BOTTOM SIDE
6" DIA PVC PIPE, NO SLOTS,
GEOTEXTILE, AND DRAINAGE COARSE
AGGREGATE
6-IN DIA PVC T-FITTING
1
1
4'-0"#9@10'
(GALV)
2'-0"
1'-0"
6"
GENERAL NOTES
1.PROPOSED FOUNDATION GRADE LOCATED BELOW RESERVOIR
DRAIN TO BE AT COMPETENT ROCK TO BE DETERMINED IN FIELD BY
ENGINEER.
2.EXISTING STRUCTURE IS BASED ON SURVEY PERFORMED BY ED
HOLMES AND ASSOCIATES LAND SURVEYORS, PA DATED JANUARY
9TH, 2019.
3.THE SURVEY VERTICAL DATUM IS BASED ON NAVD 88.
4.CONTRACTOR SHALL FIELD VERIFY DIMENSIONS AND ELEVATIONS.
6'-8"6"
2'-0" TYP
#5@12" EW, TYP
AT HORIZONTAL
LIFT LINES
#5@8" TYP AROUND 72-IN PIPE
#6@6" TYP AT EXPOSED
SURFACES
#9 (GALV),
TYP
2'-6"
#6@6" TYP AT EXPOSED SURFACES
#5@8"
6" DIA PVC DRAIN PIPE OUTLET
#5@12"
#5@8"
#5@8"
HYDROPHILIC WS EXTENDED AROUND ARCH
SURFACE TO BUTTRESS SURFACES
HYDROPHILIC WS EXTENDED
INTO COARSE AGGREGATE BACKFILL
HYDROPHILIC WS
AROUND PIPE
SEE DETAIL 6 ON SHEET 13
COARSE AGGREGATE BACKFILL
BOTH SIDES OF ENCASEMENT TO
EL 891
2'-0"
TRASH RACK
NOT SHOWN
FOR CLARITY
1 & 2
13
4
13
TOP OF ROCK UNKNOWN,
FOUNDATION EXCAVATION SHALL
BE APPROVED BY THE ENGINEER.
LEVELING CONCRETE MAY BE
REQUIRED FOR FOUNDATION.
6'-3"
1'-113 4"
WS
SEWER PIPE WITH SUPPORTS
PER DETAILS 2 AND 3 ON SHEET 9
2'-0"
LAP,
TYP
3" CLR
GROUT
TOP OF ROCK
UNKNOWN
10'-0"
6"
7'-0"
4'-3"
TOP OF ROCK
UNKNOWN
4
12
EXISTING STARTER BLOCK
REBAR DOWEL PER
DETAIL 4 ON THIS
SHEET, DRILL AND
EPOXY 4'-0" MIN INTO
EXISTING CONCRETE,
TYP
16'-9"
#6@6" TYP AT
EXPOSED SURFACES
REBAR DOWEL DETAIL5
12
00 2'4'
SCALE: 1/2"=1'0"
CENTRALIZERS AT 2-FT OC
3" MIN DIA DRILL HOLE
GROUT
TOP OF ROCK
ACI STANDARD 90-DEGREE HOOK
#9 REBAR DOWEL (GALV) PER
ENCASEMENT DETAILS
HIGH POINT OF STARTER BLOCK AT UPSTREAM
EDGE WHERE ABUTS DOWNSTREAM FACE OF ARCH
DIMENSIONS ALONG SLOPED FACE OF STARTER BLOCK
4'-0" MIN
8"
1'-1"
8'-0"10'-0"8'-0"
5'-0"5'-0"5'-0"2'-6"
2'-6"
5'-0"
5'-0"
5'-0"
8'-0"10'-0"8'-0"EQ EQ
HORIZ
DIMENSIONS
6-IN PVC VERTICAL
CLEANOUT
SEE SHEET 14
ANCHORS PER DETAILS 3
AND 4 ON THIS SHEET
2'-0"
6-IN GATE VALVE
6-IN SEAMLESS STEEL PIPE,
KNIFE GATE BYPASS
6-IN GATE VALVE
6-IN SEAMLESS
STEEL DRAIN PIPE
10'-6"
18C21024.020
SHEET
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© Schnabel Engineering 2023 All Rights Reserved
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0
3
6
1
8
3

DA
T
E
:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
S
C
R
I
P
T
I
O
N
NLPN
036183
E N EGIN E R
ASE L A
R O
HTOR L
O
C AR
ISESFONA I
C
H
A
RLES M . J O H NSONCONCRETE PORTAL PLAN - TOP2
13
00 2'4'
SCALE: 3/8"=1'0"
RESERVOIR DRAIN SECTION4
13
00 1'2'
SCALE: 3/4"=1'0"
5'-11" DIA
8'-0" DIA
6'-6"
C ARCH, PORTAL,
AND DRAIN
5'-11" DIA PRECAST CONCRETE
PORTAL UPSTREAM HOLE
ARCH LIFT
LINE
10'-6"
2'-012"
PRECAST CONCRETE PORTAL
STEEL BULKHEAD,
SEE SHEET 15 AND 16
EXISTING
ARCH
PR
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13 OF 16
BULKHEAD FILL VALVE
11'-0"
L
C PORTAL
AND DRAIN
L
R5"
HYDROPHILIC WS
ALL AROUND PIPE
HEADED STUDS
EMBED BEARING PLATE,
SEE DETAIL 1 ON SHEET 16
2'-312"
CONCRETE CRADLE DETAIL5
13
00 2'4'
SCALE: 3/8"=1'0"
5'-1114"±
2'-111 4"±
2'-0"
VARIES
EXCAVATE TO COMPETENT ROCK,
DO NOT UNDERMINE EXISTING
STRUCTURE
#5@8" EW, TYP
#5@8" EW, TYP
#9@10'
(GALV)
1/2" X 3" STAINLESS STEEL STRAP WITH
1/2" X 3" NEOPRENE PAD ADHERED TO STRAP
NTS
LIFT LINE DETAIL6
13
DOWNSTREAM FACE
OF ARCH
TOP SURFACE OF ENCASEMENT
ARCH LIFT LINE ABOVE
DRAIN PENETRATION
WATERPROOFING TAPE
5-IN MIN EPOXY
BOND WIDTH
2-IN MIN FREE LENGTH
(UNBONDED)
PREPARE SURFACE
BEFORE TAPE INSTALLATION,
SEE MANUFACTURER SPEC
TAPE SHALL BE PROTECTED FROM
DAMAGE THROUGHOUT CONSTRUCTION
1/2 " Ø X 4 1/2" STAINLESS
POST-INSTALLED ADHESIVE
ANCHOR BOLTS
10'-0"
3"3"
3" CLR
4'-0"
2'-6"2'-6"
1'-0"
5"
1'-11 4"
5"
#5@16"
5'-0"
5" MIN EPOXY
BOND WIDTH
CONCRETE PORTAL PLAN - BOTTOM3
13
00 2'4'
SCALE: 3/8"=1'0"
2'-0"
1'-0"
10'-6"
11'-0"
1'-3"
8'-0" DIA PRECAST
CONCRETE PORTAL
INNER INSET
PRECAST CONCRETE
PORTAL
R4'-0"
ARCH AT CONCRETE PORTAL PLAN1
13
00 2'4'
SCALE: 3/8"=1'0"
DRILL HOLE
THROUGH
ARCH, TYP
ARCH LIFT LINE
2'-9"
1'-9"
SAW CUT BETWEEN
DRILL HOLES, BUSH HAMMER
SURFACE OF SAW CUT CONCRETE
FACE
10'-6"
11'-0"
2'-0"
C PORTAL PENETRATION,
18-IN DIA PILOT HOLE,
AND DRAIN
L
6'-6"
6'-6"2'-0"
6'-6"
PRECAST CONCRETE
PORTAL ABOVE
PRECAST CONCRETE
PORTAL
R2'-1112"
1#51#5
3" CLR, TYP
C ARCH, PORTAL,
18-IN DIA HOLE, AND
DRAIN
C ARCH, PORTAL,
AND DRAIN
L
C PORTAL
AND DRAIN
L
3" CLR, TYP
L
#5@8" EW
#5@8" EW
3" CLR
4'-0"
4'-0"
#5@8" STIRRUPS EW
(OPTIONAL LAP SPLICE
AT LONG LEGS)
#5@8"
VARIES
(1'-3" MIN)
VARIES
(1'-3" MIN)
1" NONSHRINK GROUT ALL
AROUND WITH 1-IN THICK BEAD
OF SPLASH ZONE EPOXY OR
APPROVED EQUIVALENT
CONTINUOUS AROUND INSIDE
AND OUTSIDE PERIMETERS
R23'-114"
1#5, TYP (4 TOTAL)
BENT PL 3/8x6x12x0'-8" LONG (SS) WITH
(2) 3/4-IN DIA SS HILTI KWIK BOLT TZ2
ANCHOR BOLTS WITH 6-IN MIN
EFFECTIVE EMBEDMENT AT
MID-LENGTH OF PL (2 PL PER BOTTOM
EDGE AT 6-FT OC AND 1 PL AT
MID-LENGTH OF TOP AND 2 SIDES)
7"
2"
R9"
2'-0"
MIN
8" TYP FROM
EA CORNER
1" DIA SS THREADED ROD THROUGH
1-1/8" DIA FORMED HOLE IN
CONCRETE PORTAL AT EA CORNER
(4 TOTAL), DRILL AND EPOXY 24-IN
MIN INTO EXIST CONCRETE ARCH
8" TYP FROM
EA CORNER
2'-0"
MIN
18C21024.020
SHEET
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0
3
6
1
8
3

DA
T
E
:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
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NLPN
036183
E N EGIN E R
ASE L A
R O
HTOR L
O
C AR
ISESFONA I
C
H
A
RLES M . J O H NSON
RESERVOIR DRAIN BEND PROFILE1
14
00 2'4'
SCALE: 1/2"=1'0"
RESERVOIR DRAIN BEND SECTION3
14
00 2'4'
SCALE: 1/2"=1'0"
RE
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14 OF 16
FLOW FLOW
45°108.93"
14.22"
14.22"
28.44"
28.44"
47.39"
47.39"
23.70"
23.70"
18.96"
37.92"
37.92''
18.96"
108.52"
22.5°
21.27"
28.37"
35.46"
10.64"
14.18"
17.73"
10.64"
14.18"
17.73"
181.55"
180.87"
WP WP
45°
45°CJP,
TYP
UNO
45°CJP, TYP
UNO
45°
40'
RESERVOIR DRAIN INTERMEDIATE JOINT2
14
00 2'4'
SCALE: 1/2"=1'0"
FLOW
72-IN OD STEEL PIPE
WITH 1/2-IN THICKNESS
SEE DETAIL 1 ON SHEET 11
FOR JET FLOW VALVE
DRAIN PIPE VERTICAL CLEANOUT4
14 NTS
REMOVABLE THREADED PLUG
FLUSH WITH CONCRETE TOP
SURFACEENCASEMENT TOP SURFACE
6-IN DIA PVC
DRAIN PIPE NO 10 304 STAINLESS
STEEL MESH SCREEN
SEE SPEC 31 27 10
6-IN DIA PVC
CLEANOUT PIPE
45 DEG PVC BEND
6-IN DIA 45 DEG
PVC WYE
12"
CJP,
TYP
CJP,
TYP
00 2'4'
SCALE: 1/2"=1'0"
2 PLACES
45°
10'-0"
6" SCH 40 SEAMLESS STEEL PIPE
RESERVOIR DRAIN BYPASS SECTION5
14
CJP,
TYP
AWWA CLASS D FLANGE
CONNECTION
18C21024.020
SHEET
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.

0
3
6
1
8
3

DA
T
E
:
PROJECT:
DATE:
FOR BID
FEBRUARY 2023
NOT ISSUED FOR CONSTRUCTION
DE
S
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I
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NLPN
036183
E N EGIN E R
ASE L A
R O
HTOR L
O
C AR
ISESFONA I
C
H
A
RLES M . J O H NSON
DRAIN BULKHEAD PLAN VIEW1
15
00 2'4'
SCALE: 1/2"=1'0"
DRAIN BULKHEAD SECTION2
15
00 2'4'
SCALE: 1/2"=1'0"
BU
L
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1
SK
NS
CM
J
15 OF 16
2
15
8'
-
6
"

Ø

x

1
"

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1'
-
4
"
1'
-
7
"
1'
-
4
"
1'
-
4
"
W1
0
x
3
3

R
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B
S
9'
-
2
5
16
"
3'-11"
1'
-
7
"
1'
-
4
"
9"
FITTED STIFFENER
PL12x8 CENTERED
AT LIFTING LUG
2'-1"
EMBED PL12x10 x 0'-10"
w/ 12"Øx6" HEADED
STUDS (Ga=7)
15
8"
CL
R
PL1x6x0'-6" w/
114"Ø FOR PIN
AND BUSHING
1"Ø SS PIN
McMASTER -CARR
PRODUCT 90378A261
OR EQUIVALENT
SS COTTER PIN
McMASTER-CARR
PRODUCT 92391A175
OR EQUIVALENT
HINGE
PLAN VIEW
HINGE DETAIL3
15
00 1'2'
SCALE: 1"=1'0"
W10
WELD PLs TO W10
JACK SCREW ROD
w\ THR'D END
2"
1"Ø SS PIN
McMASTER -CARR
PRODUCT 90378A261
OR EQUIVALENT
SS COTTER PIN
McMASTER-CARR
PRODUCT
92391A175 OR
EQUIVALENTPLAN VIEW SIDE VIEW
LIFTING LUG DETAILS4
15
00 1'2'
SCALE: 1"=1'0"
T/ PRECAST
CONC PORTAL
15 8"
CLR
2"
PL1x4x0'-4" w/
1116"Ø FOR
HINGE PIN
JACK ROD
CONN PL
W10 FLG
CL OF LIFTING LUG IS CL OF
BULKHEAD AND MIDWAY
BETWEEN THE HINGES
1 3 4"
3
1
2"7"
CONN PL1x312 x 0'-7" w/ 5 8"Ø
NUT WELDED ON END TO
MATCH SCREW ROD
THREADING
LIFTING JACK CONNECTION DETAILS5
15
00 1'2'
SCALE: 1"=1'0"
BOTTOM VIEW
SIDE VIEW
BOLT PATTERN FOR
SCREW JACK
412"
612"
41
4"
214"
21 4"21 4"
1116"Ø HLS
CAP PL12x6 x 0'-8"
HSS 3x3 (BELOW)
63
4"
6"
2"
HSS3x3x14 x 1'-03 4"
STL CAP PLATE
FOR JACK SCREW
114 "Ø HOLE FOR
PIVOT PIN AND
BUSHING
TRASH RACK
FRAMING
(BY OTHERS)
9"
1'-5"
812"812"
412"
41
2"
1116"Ø HLS FOR GALV 5 8"Ø ASTM
A325 BOLTS. TRASH RACK
SHOULD HAVE LONG SLOTTED
HLS PERP TO ROTATION TO
PROVIDE FOR FITUP
TOLERANCE
1"Ø -0.004
-0.002 x 112" SMOOTH SS ROD w/
BRASS BUSHING (McMASTER-CARR
PRODUCT 6338K438 OR EQUIVALENT),
EACH SIDE OF HSS3x3
L4x4x14 FRAME
LIFTING JACK
CONNECTION DETAIL. SEE
DETAIL 5 ON SHEET 15
911
16
"
12
12
2"
2"
R =

4
"
HINGE BAR
FRONT VIEW
1" THK HINGE BAR
CUT FROM PLATE
4"
2"
PL12x4 CROSS
BAR BETWEEN
HINGE BARS
3"
12"
1
16
7'-53 4"
1'
-
1
"
2"
(12) 5 8"Ø BOLTS THRU 1"Ø HLS
IN COVER PLATE. BOLTS SHALL
BE EVENLY SPACED (30°)
AROUND PERIMETER OF
BULKHEAD.
GENERAL STEEL NOTES:
1.CONTRACTOR SHALL COORDINATE LAYOUT AND ASSEMBLY PROCESS
WITH TRASH RACK SUPPLIER / DESIGNER AND PRECAST CONCRETE
SUPPLIER.
2.FILLET WELDS SHALL BE AT LEAST 14" BUT NOT LESS THAN PRESCRIBED BY
AISC 360-10 TABLE J2.4 OR AS OTHERWISE CALLED OUT ON PLAN.
3.ALL WELDING SHALL BE CONTINUOUS SEAL WELDING.
4.ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS
CERTIFIED IN THE WELDING PROCEDURE TO BE PERFORMED.
5.WELDING SHALL BE MADE USING E70xx ELECTRODES.
6.STAINLESS STEEL TO CARBON STEEL WELDING SHALL USE 309 FILLER AND
A LOW-HEAT PROCEDURE.
BRASH BUSING FOR
1"Ø PIN.
McMASTER -CARR
PRODUCT 6338K438
OR EQUIVALENT
BRASS BUSHING
FOR 1"Ø PIN.
McMASTER -CARR
PRODUCT 6338K438
OR EQUIVALENT
23 4"Ø HOLE
FITTED END
STIFFENER PL 1/2
PL1/2x5" RIM
BAND
HINGE BAR
114"Ø HOLE MATCH DRILLED
THROUGH ALL PLATES AT
HINGES
HINGE BARS, SEE
DETAIL 3 ON
SHEET 15
SEAL PLATE AND O-RING
(BELOW), SEE DETAIL 1
ON SHEET 16
LIFTING LUG. SEE
DETAIL 4 ON SHEET 15
PRECAST CONCRETE
PORTAL, SEE SHEET 13
TRASH RACK SHALL BE
DESIGNED TO SUPPORT A 6.0
KIP AXIAL LOAD THRU AN ANGLE
OF 0° TO 35° FROM VERTICAL AS
SHOWN. AXIAL LOAD SHALL BE
APPLIED AT THE PIVOT POINT AS
DEFINED ABOVE.
APPROXIMATE TRASH RACK OUTLINE
DESIGNED BY TRASH RACK SUPPLIER.
REFER TO DETAIL 2 ON SHEET 16 AND
SPECIFICATIONS FOR ADDITIONAL
PERFORMANCE REQUIREMENTS
2 STIFFENER PLATES AT
3RD POINTS ON UN-RIBBED
ENDS OF COVER PLATE, TYP
2" NPT BRASS FILL BALL VALVE
BULKHEAD HINGE, SEE
DETAIL 3 ON SHEET 15
PIVOT POINT OF BULKHEAD LIFTING JACK SCREW.
HORIZONTAL POSITION LOCATES JACK SCREW ROD IN
VERTICAL POSITION WHEN HATCH IS 100° OPEN. VERTICAL
DIMENSION IS MINIMUM AND MAY BE ADJUSTED UPWARD AT
THE DISCRETION OF THE TRASH RACK DESIGNER.
LIFTING LUG.
SEE DETAIL 4
ON SHEET 15
DRAIN BULKHEAD
OPEN POSITION
BULKHEAD
BEAM, TYP
PL12x4 CROSS BAR
BETWEEN HINGE BARS
CL HINGE BARS
4"
4"
1'-0"
4"4"
1'-8"
5"
5"
JOYCE-DAYTON 5 TON
STAINLESS STEEL SCREW JACK
(MODEL SWJ65-I3S) OR
APPROVED EQUIVALENT
CENTERLINE OF
PENETRATION AND
PORTAL OPENING
TRASH RACK ROOF SHALL BE
DESIGNED FOR SUPPORT POINT
FOR BULKHEAD, PROVIDE CHAIN
OR OTHER LOAD-RATED (6 KIP)
MECHANICAL MEANS TO
SUPPORT BULKHEAD WHEN
OPEN, COORDINATE LIFTING
CONNECTION REQUIREMENTS
WITH BULKHEAD FABRICATOR
18C21024.020
SHEET
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© Schnabel Engineering 2023 All Rights Reserved
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DA
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:
PROJECT:
DATE:FEBRUARY 2023
DE
S
C
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O
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NLPN
036183
E N EGIN E R
ASE L A
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16 OF 16
BULKHEAD COVER PLATE
SECTION AT O-RING CONNECTION1
16
00 1'
SCALE: 1-1/2"=1'0"
2'
BULKHEAD BEAM
4'
-
2
"
(M
A
X
)
2'-111 4"
6'
-
1
1
4"
WORKING POINT IS
CL OF HINGE PIN
PRECAST CONC
PORTAL
24°66°
INSIDE RADIUS = 3 32"
OUTSIDE RADIUS = 0.02" +0.005
-0.000
0.317" +0.002
-0.002 TO SHARP
CORNER
FULL SCALE
DOVETAIL DETAIL1a
16
9"
CL OF EMBED PLATE,
O-RING, AND SEAL PLATES
INSIDE EDGE OF CONCRETE
PORTAL AND 72"Ø (OD) PIPE
1/4
1/4
0"

+0
.
0
4
5
-0
.
0
0
BULKHEAD PERIMETER
PLATE
16
'
-
0
"
10'-7"
412"
1/4
1/4
TRASH RACK SECTION2
16
00 4'8'
SCALE: 1/4"=1'0"
3
16
TRASH RACK FRAME BEARING DETAIL3
16
00 1'2'
SCALE: 3/4"=1'0"
CONT SS PL 3/8X4", MILL
TOP SURFACE AFTER
WELDING TO EMBED PLATE
CONT PL12x5" w/ 12"Øx6"
HEADED STUDS @ 9" OC (MAX)
ZAMAC 5 ZINC ALLOY CAST IN
PLACE INSERT TO RECEIVE
5 8 - 11 UNC THREADED BOLT
CONT SS PL5 8x4" w/ DOVETAIL
GROOVE. MILL BOT SURFACE
AFTER WELDING TO BULKHEAD
COVER PLATE. CUT DOVETAIL
AFTER MILLING, SEE DETAIL 1a
ON THIS SHEET
SS 5 8"Ø -11 UNC x 3" LONG
(MIN) BOLT
INTERMEDIATE SUPPORTS
AS REQD, ON SIDES
CROSS BEARING BEAM
PROVIDE SUPPORT AND
CONTROL PLACEMENT OF
TRASH RACK DURING
INSTALLATION
TRASH RACK SHALL NOT
BEAR ON DAM SURFACE
BEYOND THE LIMITS NEW
ARCH INFILL CONCRETE
BAR GRATING
INTERMEDIATE
SUPPORTS BY TRASH
RACK DESIGNER, TYP,
INSET AS REQD FOR
CLEARANCES
SIDE FRAME. CLEAR
DISTANCE BETWEEN
FRAMES IS 12'-6"
PANEL RIBS, IF USED, MAY
BE TURNED IN OR OUT
10'-10"
INTERMEDIATE FRAMING
TO SUPPORT SCREW
JACK BOX, TYP
BOTTOM PANEL OF
TRASH RACK GRATING
INCLINED PANELS ON THE BACK
MAY SPAN HORIZONTALLY OR
VERTICALLY
TOP AND REAR PANELS ARE
SOLID PLATE w/ SUPPORT AS
DETERMINED BY TRASH RACK
DESIGNER.
STOP BAR AND
SUPPORT BY
TRASH RACK
DESIGNER
"SKID" PL PITCHED TO MATCH CONTRACTOR'S FIELD
VERIFIED CONTACT AT ARCH, ATTACH TO EACH
SUPPORT LEG OF SIDE FRAME. AFTER TRASH RACK IS
IN PLACE, CONNECT TO ARCH AT THREE PLACES
SIDE FRAME TRASH RACK (BEHIND)
BOTTOM PANEL TRASH RACK
SIDE FRAME
PRECAST CONCRETE PORTAL
HORIZONTAL SUPPORTS
6"
4"
NOT ISSUED FOR CONSTRUCTION
FOR BID
0.315" TO 0.319"
3 8"Ø SHORE A 70
O-RING (0.375" +0.007
-0.007 )