A22 - W912EK24R0007 Amend 0004 Plan Set_Drawings_20240710.pdf
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- Solicitation number
- W912EK24R0007_LD22_FPIP_RFP
About this file
This document is a plan set and drawings related to the Request for Proposal (RFP) for the Lock & Dam 22 Fish Passage Improvement Project on the Upper Mississippi River. The RFP solicits proposals for a project that includes demolition, construction of a rock ramp fishway, concrete bridge, ice and debris boom, sheet piling, concrete work, earthwork, stone and boulder placement, access ramp work, building and deck erection, electrical work, design and installation of computer and monitoring components, cybersecurity, surveying, and site restoration. The project has a NAICS code of 237990, a small business size standard of $45M, an estimated range between $25M and $100M, and a 898-consecutive calendar day period of performance. The RFP is an unrestricted best value tradeoff opportunity issued by the U.S. Army Corps of Engineers, Rock Island District.
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5772WATER VALVE
472.2
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SCALE: 1" = 200'
PLAN - GENERAL - SITE KEYPLAN
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PER SHEET DBOOM/SB101
DEBRIS BOOM
SHEET FSHWAY/CS103
ROCK RAMP FISHWAY PER
ECRD PER SHEET ECRD/S-101
PER SHEET CFRBOX/SB101
COFFERBOX
PER SHEET STAGE/CS101
STAGING AREA
MISSISSIPPI RIVER
F L
O W
MISSOURI ILLINOIS
LOCK
MAIN
LOCK
AUXILIARY
PER SHEET FSHWAY/S-101
FISHWAY INTAKE STRUCTURE
PER SHEET FSHWAY/SS101
MOORING DOLPHINSOPTION C:
NORTH
PLAN
PARK AND FISH
HEREIN ARE PART OF THE BASE BID.
UNLESS IDENTIFIED AS OPTION A, B, OR C, ALL OTHER WORKS DESCRIBED 4.
WORK IS PRESENT ON A SHEET.
SHEETS INCLUDE GENERAL NOTES DESCRIBING OPTION C EFFORTS WHERE
ROAD, AND MOORING BOLLARDS ON THE SUBMERSIBLE DIKE. SUBSEQUENT
THE MOORING DOLPHINS, STAIRS, MOORING BOLLARDS ON THE ACCESS
OPTION C INCLUDES THE MOORING STRUCTURE TO WHICH COMPRISES OF 3.
ARE PART OF OPTION B. SEE SHEET EI201 FOR HANDHOLE LOCATION.
OF THE BASE BID. CONDUITS FROM THE HANDHOLES TO THE ECRD BUILDING
HH-ECRD-02 NEAR THE ECRD ARE PROVIDED BY THE CONTRACTOR AS PART
OPTION B INCLUDES THE ECRD CONDUITS TO HANDHOLES HH-ECRD-01 AND 2.
WORK IS PRESENT ON A SHEET.
SHEETS INCLUDE GENERAL NOTES DESCRIBING OPTION A EFFORTS WHERE
FISHWAY WORKS ARE INCLUDED WITH THE BASE BID EFFORTS. SUBSEQUENT
THE DOTTED LINES AND TEXT CALL OUT ON THIS SHEET. ALL OTHER
OPTION A INCLUDES THE FISHWAY WEIR STONES ONLY DEPICTED WITHIN 1.
GENERAL SHEET NOTES
WEIR STONE
ROCK RAMP FISHWAY OPTION A:
MOORING STRUCTUREOPTION C:
ECRD BUILDINGOPTION B:
EXISTING SUBMERSIBLE DIKE
T R
U E N
400'0 200'
APPROXIMATE FEDERAL TRACT LIMITS
JIM YOUNG CHUTE ROAD
APPROXIMATE FEDERAL TRACT LIMITS
RAILROAD TRACKS
E ROAD
GENERATOR PLATFORM
WORK LIMITS
SEE FISHWAY/CS102 FOR LIMITS NEAR ISLAND
MISSOURI ILLINOIS
STATE BOUNDARY LINE
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INTERNATIONAL CODE COUNCIL, INC. AS MODIFIED BY UFC 3-301-01.
BUILDING CODE: INTERNATIONAL BUILDING CODE (IBC) 2018; PUBLISHED BY
ACI 318-14; PUBLISHED BY AMERICAN CONCRETE INSTITUTE.
CONCRETE DESIGN CODE: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE,
PUBLISHED BY AMERICAN SOCIETY OF CIVIL ENGINEERS.
ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES;
FLOOR LIVE LOADS:
A. UNIFORM LIVE LOAD: FLOOR: 40 PSF
1.
2.
3.
BEAMS AND SLAB: 5000 PSIB.
DRILLED PIERS: 6000 PSIA.
CONCRETE COMPRESSIVE STRENGTH: 4.
5. REINFORCING STEEL: ASTM A615, GRADE 60.
DECK SPAN
MOMENT CONNECTION
METAL DECK
SLAB CONTROL JOINT
SLAB CONSTRUCTION JOINT
SLOPESLOPE ARROW
SLAB EXPANSION JOINT DECK SPAN
GUARDRAIL
ANCHOR BOLT (AB)
(EXPANSION ANCHOR, UNO)
MECHANICAL ANCHOR (MA)
ADHESIVE ANCHOR (AA)
ROUGHEN SURFACE BEFORE PLACING CONCRETE FOR HORIZONTAL SECTION.
STRENGTH BEFORE BEAMS SUPPORTED THEREON ARE PLACED. REMOVE LAITANCE AND
CONCRETE IN VERTICAL PIERS SHALL REACH A MINIMUM OF 75% OF ITS SPECIFIED DESIGN
WITHSTAND LOADING AND UNTIL REQUIRED SHORING AND BRACING HAVE BEEN INSTALLED.
CONCRETE SHALL NOT BE LOADED UNTIL IT HAS ATTAINED SUFFICIENT STRENGTH TO SAFELY
DURING CONSTRUCTION.
CONTRACTOR IS RESPONSIBLE FOR PREVENTION OF FLOATATION OF STRUCTURES
BY CONTRACTING OFFICER.
DO NOT PLACE CONCRETE UNTIL REINFORCING STEEL PLACEMENT HAS BEEN VERIFIED
ON BEAMS.
CONSTRUCTION CRANE OR OTHER HEAVY ERECTION EQUIPMENT WILL NOT BE PERMITTED
AND ASTM A386 AS APPLICABLE.
SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM A123
ALL METAL FABRICATIONS EMBEDDED IN CONCRETE, OTHER THAN REINFORCING,
CONCRETE IS PLACED AGAINST PRECAST CONCRETE.
PROVIDE RETROFIT PVC WATERSTOPS OR HYDROPHILIC WATERSTOPS WHERE FRESH
1. EXPOSED CONCRETE CORNER CHAMFER: 1" UNLESS SHOWN OTHERWISE.
2. CONSTRUCTION JOINTS NOT PERMITTED WHERE NOT SHOWN ON THE DRAWINGS.
3.
6.
7.
8.
9.
10.
11.
#8
#9
67 75 84
#10 #11
97 107
#4
#5
#6
#7
BAR SIZE
TOP BARS
OTHER BARS
#3
CONTRACTING OFFICER. CUTTING OF REINFORCING BARS NOT PERMITTED.
CONTRACTING OFFICER'S APPROVAL AND ADD EXTRA REINFORCING BAR IF REQUESTED BY
SHIFT REINFORCING BARS TO CLEAR ANCHOR BOLTS AND EMBEDDED ITEMS; OBTAIN
OTHERWISE BY CONTRACTING OFFICER.
OR MECHANICALLY CONNECT ALL #14 AND LARGER BAR SPLICES UNLESS APPROVED
LAP OR MECHANICALLY CONNECT ALL #11 AND SMALLER BAR SPLICES AND WELD
SHOWN ON DRAWINGS, USE MINIMUM LENGTH SHOWN IN THE FOLLOWING TABLE.
MINIMUM BAR SPLICE LAP LENGTH SHALL BE AS SHOWN. WHERE LAP LENGTH IS NOT
MINIMUM SPLICE LAP LENGTH IN INCHES
REINFORCING BAR FOR CLASS B SPLICE
CONCRETE, UNCOATED BARS AND FOLLOWING:
CLASS B SPLICE FOR fy = 60,000 PSI, f'c = 5000 PSI, NORMAL WEIGHT
CLEAR SPACING OF BARS 2 BAR DIA AND COVER BAR DIA, OR
ACI CODE MINIMUM.
STIRRUPS OR TIES THROUGHOUT LAP NOT LESS THAN
CLEAR SPACING OF BARS DIA BAR AND COVER DIA BAR, AND
CONCRETE REINFORCEMENT."
CONFORM WITH ACI 318 AND ACI STANDARD FOR "DETAILS AND DETAILING OF
THAN 12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.
TOP BARS ARE DEFINED AS HORIZONTAL BARS PLACED SO THAT MORE
OTHERWISE.
REINFORCING SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINTS UNLESS SHOWN
LOCATE SPLICES WHERE SHOWN.
CONTRACTING OFFICER.
REINFORCING BAR SPLICES PERMITTED ONLY WHERE SHOWN OR APPROVED BY
APPROVED BY ENGINEER.
SHOWN OTHERWISE. 180 DEGREE HOOKS ARE AN ACCEPTABLE ALTERNATE WHERE
ALL BARS INDICATED AS BEING BENT SHALL HAVE STANDARD 90 DEGREE HOOKS UNLESS
DISCONTINUOUS ENDS OF ALL BEAMS UNLESS SHOWN OTHERWISE.
PROVIDE STANDARD 90 DEGREE HOOKS FOR TOP AND BOTTOM REINFORCING BARS AT
1.
2. REINFORCING SHALL BE CONTINUOUS AROUND ALL CORNERS UNLESS SHOWN OTHERWISE.
3.
4.
5. TERMINATE ALL REINFORCING STEEL AT EXPANSION JOINTS UNLESS SHOWN OTHERWISE.
6.
7.
TACK WELDING TO REINFORCING BARS IS NOT PERMITTED.
8.
A.
1)
2)
B.
9.
10.
11.
14.
BEAM.
LOCATE FIRST STIRRUP ONE-HALF STIRRUP SPACE FROM END OF PIER JOINT OR
13.
D > 12"
-1/8", +3/8"
COVER
SPECIFIED
GREATER
1-1/2" OR
D 12"
3/8"
3/4"
TOLERANCE
-1/8", +1/4"
+ TOLERANCE
SPECIFIED COVER
D
OR LESS; 4" IN BEAMS AND JOINTS; AS SHOWN ON PLANS FOR DRILLED PIERS.
REINFORCING CONCRETE COVER UNLESS OTHERWISE SHOWN: 2" IN MEMBERS 12" THICK
RELATIVE TO FORMED OR UNFORMED CONCRETE SURFACE:
CONCRETE REINFORCEMENT SHALL BE PLACED WITHIN FOLLOWING TOLERANCE
SIZE CHAIRS AND SPACERS FOR SPECIFIED COVER.
TOLERANCES APPLY ONLY AT LOCAL ANOMALIES.
CONCRETE. PLACING BARS INTO WET CONCRETE IS PROHIBITED.
ALL BARS SHALL BE SECURELY PLACED IN FINAL POSITION PRIOR TO PLACING
-1/4", +3/8"1" 1/4"
-3/8", +1/2"
15. LOCATE FIRST STIRRUP ONE-HALF STIRRUP SPACE FROM EDGE OF SUPPORT.
16.
17.
18.
NOTE:
STRUCTURAL DESIGN CRITERIA REINFORCING STEEL NOTES GENERAL STRUCTURAL SYMBOLS
CONCRETE NOTES
6. FROST DEPTH: 20 INCHES
7.
FIELD MEASUREMENT NOTES
OF BEAM ELEVATION BEING BELOW FLAT POOL.
AND OTHER IMPACTS TO CONSTRUCTION OF THE DEBRIS BOOM REQUIRED BY THE BOTTOM
CASING FOR BEAM BELOW FLAT POOL, DEWATERING FOR CONCRETE PLACEMENT IN JOINTS,
LEVELS, WATER AND DEBRIS LOADING ON BEAM, OPENING IN TEMPORARY/PERMANENT
OF THE SPECIFIED 28 DAY DESIGN STRENGTH. CONTRACTOR MUST CONSIDER RIVER
TO THE DRILLED PIERS UNTIL FINAL CONCRETE POUR BETWEEN BEAMS HAS ACHIEVED 100%
DOWN OF RIVER ELEVATION IS NOT FEASIBLE. CONTRACTOR TO BRACE DEBRIS BOOM BEAM
FLAT POOL ELEVATION IS 6" ABOVE BOTTOM OF DEBRIS BOOM BEAM. INTENTIONAL DRAW
STRENGTH.
DRILLED PIERS UNTIL THE DRILLED PIER CONCRETE HAS ACHIEVED IT'S SPECIFIED DESIGN
CONTRACTOR SHALL DESIGN AND INSTALL TEMPORARY CASING AND / OR SHORING FOR THE 1.
2.
STRUCTURAL STABILITY
CONFIRMATION OF DIMENSIONS BY FIELD MEASUREMENTS SHALL BE BORNE BY CONTRACTOR.
TO FABRICATION. COSTS FOR MODIFICATIONS OF NEW CONSTRUCTION, DUE TO LACK OF
AND COORDINATES SHOWN ON DRAWINGS AND TO PROVIDE DIMENSIONS NOT SHOWN, PRIOR
ALL NECESSARY FIELD MEASUREMENTS OF EXISTING STRUCTURES TO VERIFY DIMENSIONS
ALL DIMENSIONS OF EXISTING CONSTRUCTION ARE APPROXIMATE; CONTRACTOR SHALL MAKE 1.
GENERAL NOTES
1.
FOR GENERAL LEGEND AND ABBREVIATIONS, SEE "G" DRAWINGS.2.
ALL SYMBOLS SHOWN ON THIS LEGEND MAY NOT APPEAR ON THIS SET OF DRAWINGS.
PROVIDE WATERSTOPS WHERE SHOWN.4.
OTHER APPROVED METHOD.
PLACEMENT OF CONCRETE. SECURE BY TYING WITH WIRE TO REINFORCING STEEL OR
SECURE WATERSTOPS TO PREVENT DIPLACEMENT OF FOLDING OVER DURING 5.
12. EXTRA REINFORCING SHALL BE IN ADDITION TO REINFORCING SHOWN.
DIMENSIONS ARE REQUIRED ON BOTH SYMBOLS, EVEN IF SAME DIMENSIONS.
SHOWN ON SAME SIDE OF REFERENCE LINE AS THE WELD SYMBOL. IF "WELD BOTH SIDES",
TAIL AND ARROW ARE REVERSED
REMAIN AS SHOWN WHEN
S T
REFERENCE
OR OTHER
PROCESS
SPECIFICATION
NOT USED
REFERENCE IS
PROCESS OR
WHEN SPECIFICATION
TAIL-OMITTED
A
R
@L(E) ( )
P
OR SURFACE (MOST COMMON)
OF JOINTARROW SIDEON
BASIC WELD SYMBOL-WELD
(NOTE 2)
(OMIT FOR CONTINUOUS WELDS)
TO-CENTER SPACING
PITCH OF WELDS-CENTER
(NOTE 1)
FIELD WELD SYMBOL
(NOTE 1)
WELD ALL AROUND SYMBOL
JOINT OR SURFACE.
LINE TO ONE SIDE OF A
ARROW-CONNECTS REFERENCE
(BEVEL FLUSH)
GROOVE WELD
(BEVEL CONVEX)
GROOVE WELD
(SQUARE CONVEX)
GROOVE WELD
(SQUARE FLUSH)
GROOVE WELD
DOUBLE STAGGERED
FILLET WELD
FOR PLUG WELDS
OF COUNTERSINK
OR INCLUDED ANGLE
GROOVE ANGLE
(NOTE 2)
EFFECTIVE THROAT
F
FINISH SYMBOL
(NOTE 1)
CONTOUR SYMBOL
OR SURFACE
OF JOINTOTHER SIDE
BASIC WELD SYMBOL-WELD ON
(NOTE 2)
(OMIT FOR CONTINUOUS WELDS)
LENGTH OF WELD
WELDS
FILLING FOR PLUG AND SLOT
ROOT OPENING-DEPTH OF
FILLET WELD DOUBLE SIDE
FILLET WELD SINGLE SIDE
GROOVE WELD (FLARE V)
GROOVE WELD (FLARE BEVEL)
GROOVE WELD (SQUARE)
GROOVE WELD (V)
GROOVE WELD (BEVEL)
GROOVE WELD (U)
GROOVE WELD (J)
PLUG WELD
BACK OR BACKING WELD
SURFACING WELD
SIZE (NOTE 2)
REFERENCE LINE
(1) SUPPLEMENTARY SYMBOL.
(2)
NOTES:
ELEMENTS IN THIS AREA
WELD SYMBOLS
LOCATION OF ELEMENTS OF A WELDING SYMBOLS
FLOOD DESIGN DATA:8.
A. DESIGN FLOOD ELEVATION:
100 YEAR 472.4 FEET1.
500 YEAR 475.4 FEET2.
B. ICE LOADING: 5 KIPS/FT
C. DEBRIS LOADING: 5 KIPS/FT
THE DEBRIS BOOM BEAMS IT IS ONLY TO INDICATE THAT THEY WILL BE LIFTED INTO PLACE.
SPECIFICATION SECTION. WHEREVER THE TERM "PRECAST" IS USED WITH REFERENCE TO
THE DEBRIS BOOM BEAM SHALL BE CONSTRUCTED PER THE 03 30 00 CAST-IN-PLACE 3.
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2'-6" 2'-6"
DRI
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PI
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'-0
PRECAST BEAM (TYP)
WALL (TYP)
WALL (TYP)
WALL (TYP)
PRECAST BEAM (TYP)
PRECAST BEAM (TYP)
'-0
'-0
'-0
2'-6"
D R
IL
LE
D P
IE
R 0' -0
DRIL
LED P
IER 1
0'-0
2'-6"
2'-6"
#4 STIRRUPS
#5 HORZ
WALL W/
BEAM
PRECAST
#4 STIRRUPS
PRECAST BEAM
#4 STIRRUPS
F7
SCALE: 3/8" = 1'-0"
SECTION - DEBRIS BOOM - TYPE 2
BEAM
PRECAST
#5 HORZ
WALL W/
#4 STIRRUPS
#4 STIRRUPS
PRECAST BEAM
#4 STIRRUPS
'-0
'-0
'-0
'-0
#5 HORZ
WALL W/
BEAM
PRECAST
#4 STIRRUPS
#4 STIRRUPS
PRECAST BEAM
#4 STIRRUPS
LENGTH W/ STD HOOKS, (TYP)
#8@9", 8'-0" STRIGHT
WALL LINE ABOVE
WALL LINE ABOVE
LENGTH W/ STD HOOKS, (TYP)
#8@9", 8'-0" STRIGHT
LENGTH W/ STD HOOKS, (TYP)
#8@9", 8'-0" STRIGHT
WALL LINE ABOVE
DRAWINGS FOR DETAILS
INSTRUMENTATION
ELECTRICAL AND
1" CONDUIT SEE
DRAWINGS FOR LOCATIONS AND DETAILS
ELECTRICAL AND INSTRUMENTATION
IN TOP OF DRILLED PIER SEE
ELECTRICAL PULLBOX CENTER
DRAWINGS FOR LOCATIONS AND DETAILS
ELECTRICAL AND INSTRUMENTATION
IN TOP OF DRILLED PIER SEE
ELECTRICAL PULLBOX CENTER
DRAWINGS FOR LOCATIONS AND DETAILS
ELECTRICAL AND INSTRUMENTATION
IN TOP OF DRILLED PIER SEE
ELECTRICAL PULLBOX CENTER
DRAWINGS FOR DETAILS
INSTRUMENTATION
ELECTRICAL AND
1" CONDUIT SEE
DRAWINGS FOR DETAILS
INSTRUMENTATION
ELECTRICAL AND
1" CONDUIT SEE
SECTION - DEBRIS BOOM - TYPE 1
SCALE: 3/8" = 1'-0"
F1
DETAIL - DEBRIS BOOM - PIER CAP TYPE 1
DETAIL - DEBRIS BOOM - PIER CAP TYPE 2
A7
DETAIL - DEBRIS BOOM - PIER CAP TYPE 3
A13
SECTION - DEBRIS BOOM - TYPE 3
F12
SECTION - DEBRIS BOOM - TYPE 2
K7
K1
SECTION - DEBRIS BOOM - TYPE 1 K12
SCALE: 3/8" = 1'-0"
SECTION - DEBRIS BOOM - TYPE 3
'-0
" M
IN
LONGITUDINAL REINF. AND LAP
EXTEND ALL BEAM
LONGITUDINAL REINF. AND LAP
EXTEND ALL BEAM
REINF. AND LAP
LONGITUDINAL
EXTEND ALL BEAM
WATERSTOP
WATERSTOP
WATERSTOP
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A
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Y C
O R
P S
O F
E N
G
IN
E E
R S
DBOOMDBOOM
(1 PLACE)
CL BEAM & PIER
& PIER
BEAM
CL
& PIER
BEAM
CL
& PIER
BEAM
CL
& PIER
BEAM
CL
CL PIER
GENERAL SHEET NOTES
INDICATE THAT THEY WILL BE LIFTED INTO PLACE.
USED WITH REFERENCE TO THE DEBRIS BOOM BEAMS IT IS ONLY TO
IN-PLACE SPECIFICATION SECTION. WHEREVER THE TERM "PRECAST" IS
THE DEBRIS BOOM BEAM SHALL BE CONSTRUCTED PER THE 03 30 00 CAST-11.
BARS IF NEEDED. SEE CONCRETE SPEC FOR SUBMITTAL REQUIREMENTS.
LIFTING POINTS BY CONTRACTOR'S ENGINEER. ADD ADDITIONAL REINFORING
PRECAST BEAM MAY BE CAST ON SITE OR AT PRECAST PLANT. DESIGN OF 10.
SHOWN AS DASHED LINES.
JOINT REINFORCING SHOWN AS SOLID LINES. BEAMS AND PIER REINFORCING9.
SEE E-SHEETS FOR INFORMATION FOR THE CONDUITS AND PULL BOXES.8.
APPROVED EPOXY. 12" MINIMUM EMBEDMENT.
DRILL AND EPOXY DOWELS INTO DRILLED PIER AND TOP OF BEAM. USE7.
CONSTRUCTION.
2'-0" MINIMUM. PROVIDE BLOCKOUTS AS REQUIRED FOR JOINT
EMBED HORIZONTAL REBAR IN WALL PORTION OF THE BEAM INTO THE JOINT 6.
PORTION IS POURED AFTER THE BEAM IS SET ON THE DRILLED PIERS.
STRUCTURAL ENGINEER LICENSED IN THE STATE OF ILLINOIS, IF THE WALL
AFTER THE BEAM HAS BEEN SET. FORMWORK SHALL BE DESIGNED BY A
BE POURED BEFORE THE MAIN BEAM IS SET ON THE DRILLED PIERS OR
AT CONTRACTORS OPTION THE NARROW WALL PORTION OF THE BEAM MAY 5.
HEAVY EQUIPMENT SHALL NOT BE PLACED ON OR BRACED TO THE BEAMS.
GREATER THAN THE OPERATIONAL 40 PSF LIVE LOAD, CRANES AND OTHER
THE BEAMS ARE NOT DESIGNED FOR CONSTRUCTION EQUIPMENT LOADING 4.
WITH ELECTRICAL PULL BOX. DO NOT CUT BEAM REINFORCING.
SHIFT OR FIELD BEND BEAM LONGITUDINAL TOP BARS TO AVOID CONFLICT 3.
1/4".
ALL CONCRETE JOINT INTERFACES MUST BE ROUGHENED TO MAGNITUDE OF 2.
LONGITUDINAL REBAR MUST BE NO LESS THAN 4'-6".
ONLY) TO BE CONTINUOUS THROUGH THE JOINT. LAPPING LENGTHS FOR
REINFORCING STEEL FOR PRECAST DEBRIS BOOM (LONGITUDINAL REBARS 1.
FOR PIER (TYP)
#11 VERT BARS
(11) #8 W/ STD HOOK
FOR PIER (TYP)
#11 VERT BARS
(11) #8
FOR PIER (TYP)
#11 VERT BARS
DBOOM
D B
O O
M
FOR PIER (TYP)
#11 VERT BARS
(13) #8 W/ STD HOOK
FOR PIER (TYP)
#11 VERT BARS
FOR PIER (TYP)
#11 VERT BARS
(15) #8 W/ STD HOOK
FOR PIER (TYP)
#11 VERT BARS
(15) #8 FOR PIER (TYP)
#11 VERT BARS
FOR PIER (TYP)
#11 VERT BARS
4'0 2' 8' 4'0 2' 8'
& EXTEND TO TOP OF WALL
#8@12 EMBED INTO PIER
& EXTEND TO TOP OF WALL
#8@12 EMBED INTO PIER
PIER & EXTEND TO TOC
#8@12 EMBED INTO
& EXTEND TO TOP OF WALL
#8@12 EMBED INTO PIER
(13) #8
PIER & EXTEND TO TOC
#8@12 EMBED INTO
PIER & EXTEND TO TOC
#8@12 EMBED INTO
& EXTEND TO TOP OF WALL
#8@12 EMBED INTO PIER
PIER & EXTEND TO TOC
#8@12 EMBED INTO
PIER & EXTEND TO TOC
#8@12 EMBED INTO
(1 PLACE)
4'0 2' 8'
(8 PLACES, ORIENTAION VARIES)
4'0 2' 8' 4'0 2' 8' 4'0 2' 8'
4'0 2' 8'4'0 2' 8' 4'0 2' 8'
DETAILS ON SB503
REQUIREMENTS. SEE
WITH FISHWAY EQUIPMENT
COORDINATE LOCATION
SS LADDER RUNGS.
DETAILS ON SB503
REQUIREMENTS. SEE
WITH FISHWAY EQUIPMENT
COORDINATE LOCATION
SS LADDER RUNGS.
DETAILS ON SB503
REQUIREMENTS. SEE
WITH FISHWAY EQUIPMENT
COORDINATE LOCATION
SS LADDER RUNGS.
(T Y
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SB502
F7
SB502
SIM
F7
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W A
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IN
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V
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I A
W A
D M
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IT
E
D N
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E
A
N D
A D
D E
D N
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E
C
A S
DRI
LL
ED
PI
ER
'-0
PRECAST BEAM (TYP)
WALL (TYP)
STIRRUPS (TYP)
#4@9 CLOSED
ON TOP OF WALL
#6@12 W/ 12" HOOKS
(5) #6@12 (TYP)
STIRRUPS (TYP)
#4@9 CLOSED
PIER & EXTEND TO TOC
#8@12 EMBEDDED INTO
OF WALKWAY / WALL
FOR PIER TO TOP
#11 VERT BARS
SIDE
UPSTREAM
(11) #8 DOWELS
WALL LINE
DOWNSTREAM
CONSTRUCTION JOINT
ROUGHENED
#4 STIRRUPS
4'-0"
1'-0"
6'-0"
E M
B E
D
WALL
BEAM
PRECAST
#4 STIRRUPS
CONT OVER PIER
AND BEAM
REINF STIRRPUPS,
#4 STIRRUPS
(5) #6@12
WALL LINE ABOVE
GROUT 2" MAX THICKNESS
ON NON-SHRINK
HAVE FULL BEARING
AS NEEDED BEAM TO
SHIM PRECAST BEAM
A7
SCALE: 3/8" = 1'-0"
SECTION - DEBRIS BOOM - PIER CAP TYPE 4
F7
SCALE: 3/8" = 1'-0"
SECTION - DEBRIS BOOM - TYPICAL PIER CAP
DETAIL - DEBRIS BOOM - PIER CAP TYPE 4
SECTION - DEBRIS BOOM - TYPE 4
E1
SECTION - DEBRIS BOOM - TYPE 4
STIRRUPS (TYP)
#4@9 CLOSED
ON TOP OF WALL
#6@12 W/ 12" HOOKS
HOOK (TYP)
#8@9 W/ STD
STD HOOK (TYP)
OR TERMINATE W/
STIRRUPS LAP
#4@9 CLOSED
PIER & EXTEND TO TOC
#8@12 EMBEDDED INTO
OF WALKWAY / WALL
FOR PIER TO TOP
#11 VERT BARS
OF WALKWAY
HOOKS ON TOP
#6@12 W/ 12"
SIDE
UPSTREAM
W/ STD HOOK
#8@12 VERT
WALL LINE
DOWNSTREAM
BEYOND
PRECAST BEAM
CONSTRUCTION JOINT
ROUGHENED
4'-0"
1'-0"
6'-0"
E M
B
D
GROUT 2" MAX THICKNESS
ON NON-SHRINK
HAVE FULL BEARING
AS NEEDED BEAM TO
SHIM PRECAST BEAM
BEAM CONTINUE OVER PIER
WALL REINFORCEMENT AND
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
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M A
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N D
A T
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SHEET ID
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
DBOOMDBOOM
& PIER
BEAM
CL
CL PIER
GENERAL SHEET NOTES
INDICATE THAT THEY WILL BE LIFTED INTO PLACE.
USED WITH REFERENCE TO THE DEBRIS BOOM BEAMS IT IS ONLY TO
IN-PLACE SPECIFICATION SECTION. WHEREVER THE TERM "PRECAST" IS
THE DEBRIS BOOM BEAM SHALL BE CONSTRUCTED PER THE 03 30 00 CAST-11.
BARS IF NEEDED. SEE CONCRETE SPEC FOR SUBMITTAL REQUIREMENTS.
LIFTING POINTS BY CONTRACTOR'S ENGINEER. ADD ADDITIONAL REINFORING
PRECAST BEAM MAY BE CAST ON SITE OR AT PRECAST PLANT. DESIGN OF 10.
SHOWN AS DASHED LINES.
JOINT REINFORCING SHOWN AS SOLID LINES. BEAMS AND PIER REINFORCING9.
SEE E-SHEETS FOR INFORMATION FOR THE CONDUITS AND PULL BOXES.8.
APPROVED EPOXY. 12" MINIMUM EMBEDMENT.
DRILL AND EPOXY DOWELS INTO DRILLED PIER AND TOP OF BEAM. USE7.
CONSTRUCTION.
2'-0" MINIMUM. PROVIDE BLOCKOUTS AS REQUIRED FOR JOINT
EMBED HORIZONTAL REBAR IN WALL PORTION OF THE BEAM INTO THE JOINT 6.
PORTION IS POURED AFTER THE BEAM IS SET ON THE DRILLED PIERS.
STRUCTURAL ENGINEER LICENSED IN THE STATE OF ILLINOIS, IF THE WALL
AFTER THE BEAM HAS BEEN SET. FORMWORK SHALL BE DESIGNED BY A
BE POURED BEFORE THE MAIN BEAM IS SET ON THE DRILLED PIERS OR
AT CONTRACTORS OPTION THE NARROW WALL PORTION OF THE BEAM MAY 5.
HEAVY EQUIPMENT SHALL NOT BE PLACED ON OR BRACED TO THE BEAMS.
GREATER THAN THE OPERATIONAL 40 PSF LIVE LOAD, CRANES AND OTHER
THE BEAMS ARE NOT DESIGNED FOR CONSTRUCTION EQUIPMENT LOADING 4.
WITH ELECTRICAL PULL BOX. DO NOT CUT BEAM REINFORCING.
SHIFT OR FIELD BEND BEAM LONGITUDINAL TOP BARS TO AVOID CONFLICT 3.
1/4".
ALL CONCRETE JOINT INTERFACES MUST BE ROUGHENED TO MAGNITUDE OF 2.
LONGITUDINAL REBAR MUST BE NO LESS THAN 4'-6".
ONLY) TO BE CONTINUOUS THROUGH THE JOINT. LAPPING LENGTHS FOR
REINFORCING STEEL FOR PRECAST DEBRIS BOOM (LONGITUDINAL REBARS 1.
DBOOM
FOR PIER (TYP)
#11 VERT BARS
(11) #8 DOWELS
FOR PIER (TYP)
#11 VERT BARS
(11) #8
FOR PIER (TYP)
#11 VERT BARS
DBOOM
& EXTEND TO TOP OF WALL
#8@12 EMBED INTO PIER
AND EXTEND TO TOP OF WALL
#8@12 EMBED INTO PIER
PIER & EXTEND TO TOC
#8@12 EMBED INTO
4'0 2' 8'
(N O
T E
DBOOMDBOOM
DBOOMDBOOM
EL = 458.38'
BOTT OF BEAM
(1 PLACE)
4'0 2' 8'
4'0 2' 8'
4'0 2' 8'
4'0 2' 8'
DBOOM
F7 & F12
SIM @
K7 & K12
SIM @
DBOOM
(N O
T E
DETAILS ON SB503
REQUIREMENTS. SEE
WITH FISHWAY EQUIPMENT
COORDINATE LOCATION
SS LADDER RUNGS.
SB502
A7
SB502
E1
SB502
K1
SB502
A7
SB502
A7
SB501
F1
SB501
S I
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ECRD
DETAIL - ECRD - TYPICAL DUCTBANK
SCALE: NTS
J1
J7
DETAIL - ECRD - TYPICAL DUCTBANK PENETRATION SECTION - ECRD - TYPICAL DUCTBANK
J15
DETAIL - ECRD - TYPE 3 POLYMER CONCRETE HANDHOLE
A7
DETAIL - ECRD - TYPICAL HANDHOLE INSTALLATION ELEVATION DETAIL - ECRD - NEMA 6P ENCLOSURE (JUNCTION BOX)
A15
DETAIL - ECRD - JUNCTION BOX
F7
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
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SHEET ID
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
NOTES:
1.
2.
TAPE AS REQUIRED FOR DETECTION AT 8" TO 10" BELOW GRADE.
BASIS OF DESIGN IS THOR "ALARM TAPE". PROVIDE WIDTH OF
ELECTRICAL OR COMMUNICATION LINE BELOW" PRINTED ON IT.
PROVIDE DETECTABLE MAGNETIC MARKER TAPE, WITH "CAUTION
(SEE NOTE 1)
#4/0 BARE COPPER
(TYPICAL)
PVC CONDUIT
PER ASTM D1557
TO 95% MAXIMUM DENSITY
CLEAN ROCK AND COMPACT
BACKFILL WITH SAND WITH
CONNECT #4/0 GROUND TO MANHOLE GROUND BUS.
3.
4.
PVC SCHEDULE 40.
CONDUIT UNDERGROUND IN DUCT BANK INSTALLATIONS SHALL BE
SIZES AS SHOWN ON SHEETS.
CONDUIT SIZES SHOWN ARE AS EXAMPLES ONLY. PROVIDE CONDUIT
GRADE
M
IN
TOPSOIL
CONCRETE
M
INOTHER UTILITY PIPING
M
IN
IM
U
M NOTE 2
SEE
COLUMN
BANK TO BUILDING
GROUND FROM DUCT
4/0 BARE COPPER
BACKFILL
STRUCTURAL
STRUCTURAL SLAB
STEEL CONDUIT
RIGID GALVANIZED
BUSHING (TYP)
GROUNDING
COPPER
#2 BARE
ENCASEMENT
CONCRETE
GRADE BEAM
TOC EL *XXXX*
TOPPING SLAB
(TYP)
BOND BREAKER
BLDG PAPER
SEE SHEETS
#4 EW (TYP)PLASTIC SPACERS
PVC CONDUIT (TYP)EVERY 12 INCHES
INSTALL REBAR CAGE
IDENTIFICATION
IN CONCRETE FOR
PROVIDE RED DYE
RISER TO COLUMN
EXOTHERMIC WELD GROUND
AT NEAREST COLUMN AND
PENETRATION TO GROUND
IN EACH DUCT BANK
BANK 4/0 COPPER RISER
GROUND. BOND DUCT
#4/0 BARE COPPER WIRE
5" DUCTS ARE USED
OF DUCTS WHERE
TO CENTER
8 1/2" FROM CENTER
SPACING TO
INCREASE DUCT BANK
3'-7 1/2"
6 3/4" 7 1/2" 7 1/2" 7 1/2" 7 1/2" 6 3/4"
/4
/4
/2
HANDHOLE FOR EXOTHERMIC WELDING GROUNDS TO.
3/4" X 10'-0" COPPER CLAD GROUND ROD. LEAVE 3" OF ROD ABOVE BASE OF
OF GRAVEL OR CRUSHED ROCK FOR DRAINAGE.
THAN THE DEPTH OF THE BOX, THEN ADD 6 TO 8 INCHES
PREPARE THE EXCAVATION APPROXIMATELY 6 INCHES DEEPER
SEE NOTE 2
GRADE
SEE NOTE 1
SEE NOTE 4
SEE NOTE 3
NOTES:
1.
2.
3.
4.
PLACE BOX IN HOLE WITH TOP AT GRADE LEVEL.
FILL AND COMPACT SOIL TO GRADE LEVEL WITH COVER IN BOX.
24" X 24" X 24"
L X W X D (NOMINAL)
LIFT SLOT
BOX
COVER
TYPE
WITH WASHERS
HEX HEAD BOLTS
4 STAINLESS STEEL
NOTES:
1.
BOX AND BASE SHALL NOT CONTAIN STEEL REINFORCING.
BRICKS WITH MORTAR AS NECESSARY TO ACCOMMODATE DUCTLINE ENTRIES.
HANDHOLE SHALL BE SET ON COMPACTED GRANULAR FILL. PROVIDE BUILD-UP
PROVIDE CONCRETE COLLAR RING SURROUNDING HANDHOLE.
WITH W.U.C. 3.6.
HANDHOLE ASSEMBLY SHALL HAVE A 10,400 LB LOAD RATING IN ACCORDANCE
2.
3.
4.
COVER LOGO:
"LIGHTING"
RESISTANT SURFACE
COVER WITH SKID
POLYMER CONCRETE
CONCRETE BOX
POLYMER
2 MOUSEHOLES
AROUND BOX
CONCRETE RING
COMPOSOLITE BOX & COVER
EARTH
COMPACTED
IN COMPACTED EARTH
10"
W
L
D
NEMA 6P (IP68) CONDUIT SYSTEM
CAPTIVE BOLTS
HIGH IMPACT & CRUSH RESISTANCE (IK10)
INTERNAL WELD NUT FASTENING LOCATIONS OPTIONAL BACK PLATE ACCESSORY
SINGLE PIECE NEOPRENE GASKET
SEAMS CONTINUOUSLY WELDED AND GROUND SMOOTH
SUBMERSION DEPTH: 15'-0" (IEC 60529)
MATERIAL: STAINLESS STEEL TYPE 316
NEMA 6P IP68
PANEL NAMEPLATE
SWITCH INSIDE
DISCONNECT
CONDUIT SYSTEM (TYP)
IP67/68 (NEMA 6/6P)
IP67/68 (NEMA 6/6P)
PADLOCKABLE, CAPTIVE BOLTS
180 DEGREE SWING HINGE,
STAINLESS STEEL PANEL,36"
36"
"CABLE (TYP)
S I
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D
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A
A11
SECTION - ECRD - TYPICAL CONDUIT TRENCH - PAVEMENT
A1
SCALE: NTS
DETAIL - ECRD - PAD MOUNTED EQUIPMENT CABLE ENTRANCE
DETAIL - ECRD - TYPICAL ITC 2" CONDUIT ROUTING
E2
DETAIL - ECRD - TYPICAL DIRECT BURIED CONDUIT
K2
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
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D A
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S I Z
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M A
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D E
S C
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IP
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N D
A T
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SHEET ID
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
UNDISTURBED EARTH
EXISTING PAVEMENT
95% ASTM 1556
RE-COMPACTED SUBGRADE TO
1557-76 METHOD D
DENSITY OBTAINED IN ASTM
COMPACTED TO 95% OF THE
AGGREGATE BASE COURSE
6" OF 3/4" MAX TYPE II
3000 PSI CONCRETE
FOR PAVEMENT
4" TYPICAL REPLACEMENT SECTION
40 PVC CONDUIT
4" ID SCHEDULE
WARNING TAPE
3" WIDE DETECTIBLE
COMPACTED SOIL
PROPERLY
CONTINUOUS WITH DUCTBANK
#4/0 BARE COPPER GROUNDWIRE,
PLASTIC DUCT SPACERS ARE REQUIRED, BUT NOT SHOWN.
TERMINATORS.
SPACE BETWEEN THE CONDUITS IN THE MANHOLE / HANDHOLE DUCT
SPACE BETWEEN CONDUITS IN THE TRENCH SHALL BE THE SAME AS THE
1.
2.
NOTES:
/2
/2
/2
1'-8"
4 1/2"4" 4"
EQUIPMENT
ELECTRICAL
PAD-MOUNTED
GRADE
CABLE (TYP)
DIRECT BURIED
CONDUIT (TYP)
SHEETS FOR DETAILS
SEE STRUCTURAL
CONCRETE PAD,
EQUIPMENT
REQUIRED PER
HEIGHT AS
(T Y
P
(TYP)
10'-0"
PENETRATION DETAIL
TYPICAL ITC 2" CONDUIT
PULLBOX
)PENETRATION (TYP
BETWEEN 2" ITC CONDUITS AT
MAINTAIN 2" PHYSICAL SEPARATION
(M
IN
(MIN) (MIN)
"ALARM TAPE" OR EQUAL
MARKER TAPE - THOR
DETECTABLE MAGNETIC
TRENCH BACKFILL
SAND BACKFILL
1.
AT 8" TO 10" BELOW GRADE.
PROVIDE WIDTH OF TAPE AS REQUIRED FOR DETECTION
ELECTRICAL OR COMMUNICATION LINE BELOW".
MARKER TAPE SHALL BE MARKED WITH "CAUTION
2.
NOTES:
PVC CONDUIT
DIRECT BURIED CONDUITS SHALL BE PVC SCHEDULE 80.
(M
IN
#10 TRACER WIRE
2" 2"
(M
IN
)(M
IN
3.
DIAGRAM E-601 FOR CONDUIT SIZES.
CONTRACTOR SHALL COORDINATE WITH SHEET ES101 AND ONE-LINE
4 1/2"
3"
S I
D
S O
L
IC
IT
A
T
IO
N S
E T
R A
L L
S C
O U
N T
Y
M
IS
S O
U R
I A
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P
IK
E C
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IL
L
IN
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S A
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IP
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IV
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.2
L O
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A N
D D
A M
F
IS
H
P A
S S
A G
E I
M P
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V E
M E
N T
W
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R
M A
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H
T B
D
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C K
I S
L A
N D
IL
R O
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I S
L A
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D R
IV
E
R O
C K
I S
L A
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D
IS
T R
P
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H
P A
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L
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R D
S C
H E
D U
L E
EP605
D
N E
L S
O N
M
Z A
R G
A R
J U
L Y
V
IS
E D
I A
W A
M D
T
P A
N E
L U
P D
A T
T A
L U
K D
A
1 1
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
IT
T
E D
B Y
C H
E C
K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
IS
S
U E
D A
T E
S I Z
E
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E
SHEET ID
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
WORK ON THIS SHEET IS PART OF OPTION B.1.
GENERAL SHEET NOTES
SIGNSIGN
SIGN
SIGN
SIGN
SIGN
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
WATER VALVE
472.2
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
CONTOURS OMITTED
GROUND OBSCURED
C B
C B
C B
C B
C B
C B
C B
D
D
D
D
D
D
TR
T R
T R
W
STORAGE YARD
EXISTING
SUBMERSIBLE DIKE CL
EXISTING
FSHWAY/CS103.
PER SHEET
FISHWAY
ROCK RAMP
CONSTRUCT
(UPSTREAM)
MOORING AREA
TEMPORARY
PER SHEET STAGE/CS101
STAGING AREA
PER SHEET FSHWAY/S-101
INTAKE STRUCTURE
DBOOM/SB101
PER SHEET
DEBRIS BOOM
(TYP)
WORK AREA LIMIT
(TYP)
WORK LIMITS
(OPTION B)
PER SHEET ECRD/S-101
ECRD BUILDING
(OPTION C)
DOLPHIN (TYP)
MOORING ROCK DIKE
EXST LATERAL
ON THIS ISLAND
OR LANDING ALLOWED
NO DOCKING MOORING,
E 1,993,140.5
N 1,083,641.2
E 1,992,611.1
N 1,083,944.6
E 1,992,662.0
N 1,084,294.5
E 1,992,811.5
N 1,084,094.1
EXISTING ROADWAY
FOLLOW THE EDGE OF
POINT NOS. 17 AND 18 TO
WORK AREA LIMIT BETWEEN
THIS LOCATION.
ALLOWED SOUTH OR EAST OF
NO RIVERBOTTOM DISTURBANCE
ACCESS DREDGING LIMIT.
MOORING AREA EQUIPMENT
E 1,993,600.1
N 1,083,733.1
E 1,993,555.7
N 1,084,230.0
E 1,993,382.7
N 1,083,465.2
E 1,993,190.4
N 1,083,313.6
E 1,992,700.9
N 1,083,812.3
E 1,992,901.3
N 1,083,961.8
(DOWNSTREAM)
MOORING AREA
TEMPORARY
E 1,992,940.1
N 1,083,491.7
DISTANCE TO TOE OF FISHWAY.
100' MINIMUM UNDISTURBED
ACCESS DREDGING LIMIT.
MOORING AREA EQUIPMENT
PRELIMINARY BATHYMETRIC SURVEY.
FOLLOWING SUBMITTAL OF THE CONTRACTOR'S
CONTRACTING OFFICER'S REPRESENTATIVE
APPROPRIATE IN COORDINATION WITH THE
BATHYMETRIC SURVEY AND MAY BE ADJUSTED AS
AND MINIMUM QUANTITIES ARE BASED ON DESIGN
OF THE FISHWAY BELOW EL 430 IS 4,200 CY MAXIMUM
TO BE PLACED IN SCOUR BENEATH THE FOOTPRINT
BELOW EL 430. MINIMUM ACCESS DREDGE MATERIAL
SCOUR BENEATH THE FOOTPRINT OF THE FISHWAY,
MATERIAL UP TO 11,450 CY MAY BE PLACED IN THE
442.0. MOORING AREA EQUIPMENT ACCESS DREDGE
EQUIPMENT ACCESS DREDGE DEPTH IS ELEVATION
CONTRACTOR. MAXIMUM ALLOWED MOORING AREA
DREDGING DEPTH TO BE DETERMINED BY
CENTERLINE. ACTUAL ACCESS LOCATION AND
EXCAVATION FOR EQUIPMENT ACCESS, CONCEPTUAL
E 1,992,461.6
N 1,084,145.0
BOUNDARY LINE
STATE
A N
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IL
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IN
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S
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IP
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IV
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IL
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.2
L O
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A N
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A M
F
IS
H
P A
S S
A G
E I
M P
R O
V E
M E
N T
W
E K
R
M A
R C
H
T B
D
R O
C K
I S
L A
N D
IL
R O
C K
I S
L A
N D
D R
IV
E
R O
C K
I S
L A
N D
D
IS
T R
PLAN - FISHWAY - OVERALL
SCALE: 1" = 200'
M A
Y
J U
L Y
V
IS
E D
I A
W A
M D
T
S T
A T
E B
O U
N D
A R
Y A
D D
E D
R E
V
IS
E D
I A
W A
M D
T
C O
R R
E C
T E
D S
H E
E T
R E
F E
R E
N
FSHWAY
L
L O
E S
C H
O V
E R
A L
L
F
IS
H W
A Y
P L
A N
CS102
J
S U
H
K
A X
T
M A
Y
J U
L Y
V
IS
E D
I A
W A
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T
S T
A T
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O U
N D
A R
Y A
D D
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R E
V
IS
E D
I A
W A
M D
T
C O
R R
E C
T E
D S
H E
E T
R E
F E
R E
N
B
N E
L S
O
FSHWAY
1992643.51083844.136
1991741.11083176.035
1991792.51083103.434
1991636.51082947.733
1991618.11082933.732
1991369.11083262.131
1991343.01083242.430
1991108.51083551.429
1991210.31083622.628
1991511.21083233.027
1991599.51083301.326
1991802.31083311.225
1991844.51083272.624
1992628.01083864.823
1993993.91085312.322
1994238.41085143.421
1994325.21085208.220
1994081.61085376.419
1994250.51085499.718
1994755.31085050.717
1994672.61084968.416
1994432.71085134.015
1994345.91085069.314
1994598.61084894.813
1994243.71084541.912
1994019.11084548.111
1993973.21084495.910
1993986.81084276.89
1994094.71083828.48
1994090.91083733.87
1994126.31083581.76
1994282.11083117.75
1993980.01082913.04
1993731.41083737.53
1993095.91083236.62
1992411.11084156.11
EASTINGNORTHINGPOINT
WORK AREA LIMITS LAYOUT TABLE
F L O
W
MISSISSIPPI RIVER
MISSOURI
ILLINOIS
R
IV
E R
V
IE
W D
R
IV
E
JIM
Y
O U
N G C
H U
TE
R
O A D
RIVER MILE 301
11 12
14 15
MISSOURI
ILLINOIS
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
IT
T
E D
B Y
C H
E C
K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
IS
S
U E
D A
T E
S I Z
E
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E
SHEET ID
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S w w w .t e tr a te c h .c o m
NORTH
PLAN
200' 400'0200'
F L O
W
GENERAL SHEET NOTES
WORK AREA LIMIT ARE PROVIDED IN THE TABLE ON THIS SHEET.
NORTHING AND EASTING INFORMATION AT POINTS 1 THROUGH 22 FOR 2.
IDENTIFIED ON SHEET FSHWAY/SS101.
AN ADDITIONAL MOORING AREA EAST OF THE ROCK RAMP FISHWAY IS 1.
1"
2"
3"
TYP
1/4 "
/4
1" R
1 1/2 " 1 1/2 "
A N
S I
D
S O
L
IC
IT
A
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N S
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M
IS
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P
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Y
IL
L
IN
O
IS
S A
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R T
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IS
S
IS
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IP
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IL
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.2
L O
C K
A N
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A M
F
IS
H
P A
S S
A G
E I
M P
R O
V E
M E
N T
W
E K
R
M A
R C
H
T B
D
R O
C K
I S
L A
N D
IL
R O
C K
I S
L A
N D
D R
IV
E
R O
C K
I S
L A
N D
D
IS
T R
/2
6"
1/2 "
3"
1" R
1 1/8 "
/2
1'-0"
AS REQUIRED
EA END
1" MIN
/2
/4
8" MAX TYP
TYP
3/8 "
T Y
P
/8
1/4 "
R
S-554
L
L O
E S
C H
B U
L K
H E
A D
D E
T A
IL
S
F
IS
H W
A Y
D E
T A
IL
S
M
K N
U D
S O
N
C
W
IL
L C
O X
L
E E
FSHWAY
COUNTERBORE
BOLT HOLE WITH
TYP
1" CHAMFER
STEEL PLATE
EXTENT OF
PLATE BEHIND
UHMW BLOCK w/ STEEL
1/4
SEE DWGS S-556 AND S-561
TO FIT STORAGE BRACKET PINS
ENLARGE SLOT WIDTH AS REQUIRED
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
IT
T
E D
B Y
C H
E C
K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
IS
S
U E
D A
T E
S I Z
E
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E
SHEET ID
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S w w w .t e tr a te c h
.c o m
WITH NYLOC NUTS
BOLT TO PLATE w/ (2) 3/4" SS BOLTS
UHMW PIVOT BLOCK
FOR 13/16" HOLE
COUNTERBORE
1 3/4" Ø x 3/4" DEEP
FLANGE
BOTTOM GIRDER
PL 1/2"
PL 3/8"
A1
OH
A10
1/4
COUNTERBORE
BOLT HOLE WITH
PL 3/8"
PL 1/2"
SKIN PLATETOP OF GIRDER FLANGE
SEAL NOT SHOWN
BOTTOM OF GIRDER FLANGE
UHMW BLOCK
M22FP Bx 5,600LBS T Y P
(SAME COATING SYSTEM AS BULKHEAD)
1/8" STAINLESS STEEL OR PAINTED CARBON STEEL PLATE
6"=1'-0"SCALE:
G1
PIVOT BLOCK ASSEMBLY - TOP VIEW
DETAIL - FISHWAY -
6"=1'-0"SCALE:
A10
PIVOT BLOCK ASSEMBLY - SIDE VIEW
DETAIL - FISHWAY -
SCALE: 6"=1'-0" 0 2" 4"1"0 2" 4"1"
0 2" 4"1"
ONLY WITH SPECIAL TOOLS. FASTENER HEADS MUST BE ROUND OR COUNTERSUNK.
RIVETS OR OTHER STAINLESS STEEL FASTENER THAT IS NON-REMOVABLE OR REMOVABLE
5. AFFIX PLATE TO GATE WITH 1/8 INCH MINIMUM DIAMETER STAINLESS STEEL BLIND
SEALS, BLOCKS, AND OTHER APPURTENANCES, ROUNDED UP TO THE NEXT 100 LBS.
4. WEIGHT SHOWN ON PLATE SHALL BE THE FINAL BULKHEAD WEIGHT, INCLUDING PAINT,
EACH BULKHEAD NUMBER.
3. "x" INDICATES BULKHEAD NUMBER FROM 1 TO 8. PROVIDE 8 PLATES TOTAL, ONE WITH
LETTERS MAY NOT BE ETCHED OR LASER CUT.
2. LETTERING SHALL BE RAISED AT LEAST 1/32 INCH ABOVE THE FIELD OF THE PLATE. THE
BULKHEAD, LOCATED AS SHOWN.
1. PLACE IDENTIFICATION PLATE ON UPSTREAM FACE OF TOP GIRDER OF EACH
NOTES:
G10
SCALE: 3"=1'-0" 6"0 3" 1'
DETAIL - FISHWAY - IDENTIFICATION PLATE DETAIL
DETAIL - FISHWAY - PIVOT BLOCK ASSEMBLY - FRONT VIEW
J U
L Y
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V
IS
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I A
W A
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T
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E N
T
IF
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A
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IO
N P
L A
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C O
R R
E C
T
IO
| Amendment 0004.pdf |
| 29339.04 - Lock and Dam 22 - Fish Passage Improvements - Amendment 0004.pdf |
| B5MRLD22202204-CAD_SHEET-2023-02-06-DBOOM-SB001 |
| B5MRLD22202204-CAD_SHEET-2023-02-06-DBOOM-SB501 |
| B5MRLD22202204-CAD_SHEET-2023-02-06-DBOOM-SB502 |
| B5MRLD22202204-CAD_SHEET-2023-02-06-ECRD-ES501 |
| B5MRLD22202204-CAD_SHEET-2023-02-06-ECRD-ES502 |
| B5MRLD22202204-CAD_SHEET-2023-02-06-ECRD-EP605 |
| B5MRLD22202204-CAD_SHEET-2023-02-06-FSHWAY-CS102 |
| B5MRLD22202204-CAD_SHEET-2023-02-06-FSHWAY-S-554 |
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