W911WN-16-R-8006_-_Plans.pdf
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APPROX APPROXIMATE
BRG BEARING
CFRP CARBON FIBER REINFORCED POLYMER
CLR CLEAR
MAX MAXIMUM
PSI POUNDS PER SQUARE INCH
TYP TYPICAL
NAVD88
NGVD29 NATIONAL GEODETIC VERTICAL DATUM 1929
NORTH AMERICAN VERTICAL DATUM 1988
DIA
EL.
DIAMETER
ELEVATION
ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS
HMA HOT MIX ASPHALT
KSI KIPS (1000 POUNDS) PER SQUARE INCH
MIN MINIMUM
MM MILLIMETER
STANDARD ABBREVIATIONS AND SYMBOLS
NO. NUMBER
NTS/N.T.S. NOT TO SCALE
W/ WITH
WY WATER YEAR
CENTERLINE
INSIDE DIAMETERID
OD OUTSIDE DIAMETER
IP
P
W P :d m s \O
L
O P
G -0
.d g n
H T S
D E
S Q
Pittsburgh District of Engineers
US Army Corps
CONTRACT NO.:
ISSUE DATE:
MONONGALIA COUNTY, WEST VIRGINIA
WHITEDAY CREEK BRIDGE REPAIRS 2016
OPEKISKA LOCK AND DAM
MONONGAHELA RIVER BASIN
SOLICITATION NO.: W911WN-16-R-8006
W911WN-16-C-XXXX
CONTRACT DRAWINGS
FILE NUMBER TITLE
NUMBER
SHEET
R T
Y S
Z K
IE
W
IC
Z
O37_LOP_201_G-0011 G-0011
O37_LOP_201_G-1012
G-2013
S-1001
PROJECT LOCATION AND VICINITY MAP
G-1012
O37_LOP_201_G-2013
O37_LOP_204_S-1001
CONTRACTOR WORK LIMITS
WHITEDAY CREEK BRIDGE - PLAN AND ELEVATION
REFERENCE DRAWINGS
FILE NUMBER TITLE
NUMBER
SHEET
O37-LOP-3/2.1
O37-LOP-3/3B.1
O37-LOP-68/1.2
O37-LOP-68/7.1
O37-LOP-68/8.1
O37-LOP-68/9.1
O37-LOP-66/10.1
ACCESS ROAD BRIDGE BRIDGE ABUTMENT PLAN AND DETAILS-
GENERAL MAP
GRADING, BACKFILL AND BANK TREATMENT PLAN
GENERAL SITE MAP
ACCESS ROAD PLAN AND PROFILE
ACCESS ROAD BRIDGE BRIDGE PLAN AND ELEVATION
ACCESS ROAD BRIDGE BRIDGE DECK PLAN AND DETAILS
ACCESS ROAD BRIDGE BRIDGE PIER AND MISC DETAILS
A N
D A
B B
R E
V
IA
T
IO
N S
S-3003O37_LOP_204_S-3003
O37-LOP-3/6
T O 'L
O U
G H
L
IN
J Z
A C
H E
IS
S
CARBON FIBER REINFORCED POLYMER BRIDGE REPAIRS - SECTIONS AND DETAILS
CARBON FIBER REINFORCED POLYMER BRIDGE REPAIRS - EXIST AND PROP. PLANS
V-6001O37_LOP_314_V-6001
C O
V E
R S
H E
E T ,D
R A
W
IN
G I
N D
E X
COVER SHEET, DRAWING INDEX AND ABBREVIATIONS
HYDROGRAPHS - YEARS 1995-1999 INCLUSIVE
V-6002O37_LOP_314_V-6002 HYDROGRAPHS - YEARS 2000-2004 INCLUSIVE
V-6003O37_LOP_314_V-6003 HYDROGRAPHS - YEARS 2005-2009 INCLUSIVE
V-6004O37_LOP_314_V-6004
V-6005O37_LOP_314_V-6005
V-6006O37_LOP_314_V-6006
HYDROGRAPHS - YEAR 2015 INCLUSIVE
HYDROGRAPHS - DISCHARGE AND DURATION CURVE
HYDROGRAPHS - YEARS 2010-2014 INCLUSIVE
AND APPROVAL OF ALL DRAWINGS LISTED ON THE INDEX SHEET.
SIGNATURES AFFIXED BELOW INDICATE OFFICIAL RECOMMENDATION
SUBMITTED BY:
NAP SECTION CHIEF
APPROVAL RECOMMENDED BY:
APPROVED BY:
DATE
DATE
DATE
LRP SECTION CHIEF DATE
SUBMITTED BY:
CARBON FIBER REINFORCED POLYMER BRIDGE REPAIRS - BRIDGE RESURFACING
LC
LRP BRANCH CHIEF
CONSTRUCTION DIVISION
LRP CHIEF, ENGINEERING AND
THE SCOPE OF THEIR EMPLOYMENT AS REQUIRED BY ER 1110-1-8152.
ENGINEERS INDIVIDUALS APPEAR ON THESE PROJECT DOCUMENTS WITHIN
SIGNATURES AND REGISTRATION DESIGNATIONS OF U.S. ARMY CORPS OF
DISTRICTS OF THE U.S. ARMY CORPS OF ENGINEERS. THE INITIALS OR
THIS PROJECT WAS DESIGNED BY THE PITTSBURGH AND PHILADELPHIA
JULY 2016
12 JULY 2016
12 JULY 2016
15 JULY 2016
14 JULY 2016
/s/STEPHEN R. STOLTZ P.E.
G-0010
G-0010
S-5002
O37_LOP_100_G-0010
O37_LOP_668_S-5002
/s/JITEN K SONEJI P.E.
/s/STEPHEN R. STOLTZ P.E.
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CERTIFIED FINAL DOCUMENTS
G-0011
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LOCATION
PROJECT
LOCK AND DAM
OPEKISKA
SCALE: NTS
PROJECT LOCATION MAP SCALE: NTS
PROJECT VICINITY MAP
SCALE: NTS
PROJECT MAP
M O
N O
N G
A H E L
IV
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F L
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AND DAM
OPEKISKA LOCK
WHITEDAY CREEK
BRIDGE
CREEK
WHITEDAY
N
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SHEET ID
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1 2 3 4 5 6 7 8 9 10
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W H
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BRIDGE
CREEK
WHITEDAY
NOTES:
T
O 'L
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G H
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IN
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A C
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LIMITS
WORK
CONTRACTOR
N
SCALE: 1"=100'-0"
PLAN - CONTRACTOR WORK LIMITS
P R
O J E
C E
A D
P
A R
K
IN
G S
E
N
T E
200'0 100'
SCALE: 1"=100'
M O
N O
N G
A H E L
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F L
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AREA
UNMAINTAINED
AREA
MAINTAINED
S H
O R
E
L
IN
E
S H
O R E
L
IN
E
E D
A D
TO RIVER
ACCESS ROAD
75'-0"
M
A
IL
OTHER AREAS WITHIN THE CONTRACTOR WORK LIMITS.
GUIDE RAILS SHALL NOT BE REMOVED TO GAIN ACCESS TO THIS AREA, NOR ANY
TO THIS AREA SHALL BE THROUGH THE CATTLE GATE ENTRANCE SHOWN. EXISTING
ACCESS TO THE SOUTHERN SHORE LINE AREA LABELED "MAINTAINED AREA". ACCESS
THE CONTRACTOR SHALL COORDINATE WITH THE CONTRACTING OFFICER TO ATTAIN 4.
THE CONTRACTING OFFICER.
WORK AREA LIMITS UNLESS SUCH AREAS ARE MODIFIED WITH THE APPROVAL OF
USED FOR THE BRIDGE REPAIRS. MOORING SHALL BE DONE WITHIN THE DEFINED
THE CONTRACTOR IS RESPONSIBLE FOR SECURELY MOORING ANY FLOATING CRAFT 3.
WITHIN THE LIMITS SHOWN.
THE CONTRACTOR SHALL PARK ON THE SIDE OF THE PROJECT ACCESS ROAD 2.
LAYDOWN.
USE THE AREAS WITHIN THESE LIMITS FOR STAGING AND MATERIAL/EQUIPMENT
THE MAXIMUM CONTRACTOR WORK LIMITS ARE SHOWN. THE CONTRACTOR SHALL 1.
(SEE NOTE 4)
CATTLE GATE
CONTRACTOR WORK LIMITS
LEGEND:
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P H
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SHEET ID
U .S
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®of Engineers
US Army Corps
1 2 3 4 5 6 7 8 9 10
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D
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200'-0"
50'-0"50'-0"
100'-0"
G-2013
T
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W
IC
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SCALE: 1"=10'-0"
BRIDGE PLAN
SCALE: 1"=10'-0"
BRIDGE ELEVATION
N
0 20'10'
SCALE: 1"=10'
B S-5002
W H
IT
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R E
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ID
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A N A
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V A
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B S-3003
NOTE: GUIDE RAIL NOT SHOWN FOR CLARITY
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SHEET ID
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®of Engineers
US Army Corps
1 2 3 4 5 6 7 8 9 10
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CERTIFIED FINAL DOCUMENTS
LC LC
LC
PIER NO. 1 PIER NO. 2
CREEK CHANNEL
LC BRG. SOUTH ABUTMENT LC BRG. NORTH ABUTMENT
LC BRIDGE
C U
R B
C U
R B
LC LCPIER NO. 1 PIER NO. 2LC BRG. SOUTH ABUTMENT LC BRG. NORTH ABUTMENTCREEK CHANNELLC
F L
O W
FACE OF BEAM 1
FACE OF BEAM 8
BRIDGE SURFACE - APPROX EL 866.0±
WATER SURFACE - APPROX EL 857.0 (NORMAL POOL)
BOTTOM OF CHANNEL - APPROX EL 844.0±
100'-0"
20'-0"
10'-0"
30'-0"
9'-0"
10'-0"
24'-4"
34'-4"
35'-0" (APPROX.)
42'-0" (APPROX.)
35'-0" (APPROX.)
100'-0"
14'-4"
5'-10"
14'-4"
7'-4"
13'-4"
J Z
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S-1001
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B S-5002
D S-5002
C A
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FIBER ORIENTATION/ALIGNMENT
EXISTING SPALLS
LEGEND
FOR CLARITY)
CFRP SECOND AND THIRD LAYERS NOT SHOWN
FIRST CFRP LAYER (CONCRETE REPAIRS AND
/s /J
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US Army Corps
1 2 3 4 5 6 7 8 9 10
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CERTIFIED FINAL DOCUMENTS
LC PIER 1
BEAM 6
BEAM 5
BEAM 8
BEAM 7
BEAM 1
BEAM 3
BEAM 4
BEAM 2
LC PIER 2
3'-0"
NO EXPOSED STRANDS
18"x12"x2" SPALL, BEAM 6
BEAM 5
BEAM 8
BEAM 7
BEAM 1
BEAM 3
BEAM 4
BEAM 2
LC PIER 1 LC PIER 2
CFRP STRIPS TYP.
CONCRETE REPAIRS AND
A G-2013 N.T.S.
F L
O W
F L
O W
APPROX 26" WIDE
SPALL W/15 EXPOSED STRANDS
APPROX 23" WIDE
SPALL W/14 EXPOSED STRANDS
APPROX 6" WIDE
SPALL W/4 EXPOSED STRANDS
APPROX 15" WIDE
SPALL W/9 EXPOSED STRANDS
APPROX 6" WIDE
SPALL W/5 EXPOSED STRANDS
APPROX 21" WIDE
SPALL W/13 EXPOSED STRANDS
PRIOR TO START OF WORK
AND NOTIFY CONTRACTING OFFICER OF ANY DISCREPANCIES
LOCATION AND SIZE OF ALL SPALLS AND DELAMINATIONS
SHOWN ARE APPROXIMATE. CONTRACTOR TO VERIFY
NOTE: EXISTING SPALL DIMENSIONS AND DISTANCES
UNDERSIDE OF BRIDGE LOOKING UP (EXISTING)
A G-2013 N.T.S.
UNDERSIDE OF BRIDGE LOOKING UP (PROPOSED)
ƒ" TYP.
IN
T
Y ƒ" TYP
‚" TYP
•" OD MAX
‚" ID MIN
2"
J Z
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REPAIR SEQUENCE:
D
S E
C T
IO
N S A
N D D
E T
A
IL
S
C A
R B
O N F
IB
E R R
E
IN
F O
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E D P
O L
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ID
G E R
E P
A
IR
S
D
C
2' 4'0 1'
SCALE: •"=1'
0 1' 2'
SCALE: 1"=1'
1' 2'0 6"
SCALE: 1•"=1'
0 3" 6"
SCALE: 3"=1'
1'
B G-2013
C
UNDERSIDE VIEW OF BRIDGE
E
NOTES:
B S-1001
SECTION
SCALE: 1/2"=1'-0"
E
SECTION
SCALE: 3"=1'-0"
SCALE: 1"=1'-0"
D S-1001
ELEVATION
SCALE: 1 1/2"=1'-0"
DETAIL
SCALE: 1 1/2"=1'-0"
EXISTING SPALL ON BEAM 3 NOT SHOWN FOR CLARITY.
NOTE: VIEW SHOWN PERTAINS TO CONCRETE REPAIR PHASE PRIOR TO CFRP INSTALLATION.
DETAIL
SCALE: 3"=1'-0"
DETAIL
SCALE: 1 1/2"=1'-0"
CONTRACTING OFFICER.
REINTRODUCED ONCE THE FRP SYSTEM IS FULLY CURED AND APPROVED BY THE
BRIDGE DURING FRP SYSTEM INSTALLATION AND CURING. LOADS MAY BE ON THE
NO LIVE OR CONSTRUCTION LOADS, INCLUDING STOCKPILING, SHALL BE ALLOWED 4.
GRADE 3, CLASS C.
WHICH CONFORMS TO ASTM C881/C881M, TYPE IV, BONDING SYSTEM
CRACK INJECTION SHALL BE PERFORMED WITH AN EPOXY-RESIN-BASE 3.
200 PSI MINBOND STRENGTH:
4500 PSI @ 7 DAYS AND 5500 PSI @ 28 DAYSCOMPRESSIVE STRENGTH:
PATCH MORTAR SHALL BE PRE-PACKAGED MATERIAL2.
0.06 INCH MAXNOMINAL PLY THICKNESS:
9000 KSI MINTENSILE MODULUS OF ELASTICITY:
0.9% MINULTIMATE RUPTUE STRAIN:
150 KSI MINULTIMATE TENSILE STRENGTH:
PRIMARY FIBERS SHALL BE CARBON.
BONDED AND INSTALLED BY WET LAY-UP MEANS.EXTERNALLY
CARBON FIBER REINFORCED POLYMER (CFRP) SYSTEM SHALL BE 1.
DRAIN FUNNEL INSTALLED AS SHOWN IN DETAIL 3.
EXISTING DRAIN HOLE LOCATIONS. EACH HOLE WITHIN THE REPAIR AREAS SHALL HAVE A
OF CFRP SYSTEM. SEE REFERENCE DRAWING O37-LOP-68/8.1, DECK FRAMING PLAN, FOR
ALL EXISTING DRAIN HOLES SHALL BE MADE FUNCTIONAL BEFORE AND AFTER INSTALLATION 9.
PREPARE SURFACE, INSTALL SECOND CFRP LAYER AND CURE. REPEAT FOR THIRD CFRP LAYER8.
INSTALL FIRST CFRP LAYER AND CURE PER MANUFACTURER'S RECOMMENDATIONS.7.
WITH MANUFACTURER'S RECOMMENDATIONS.
APPLY SURFACE APPLIED CORROSION INHIBITOR TO REPAIRED AREAS IN ACCORDANCE6.
ADMIXTURE, CURE, AND PREPARE SURFACE FOR CFRP INSTALLATION.
RESTORE CONCRETE SECTIONS WITH PRE-PACKAGED MORTAR WITH CORROSION INHIBITING5.
INJECT CRACKS AND CLEAN SURFACE.4.
DAMAGING PRESTRESSING TENDONS. ROUGHEN SURFACE TO 1/4" AMPLITUDE
BEAMS BY REMOVING DETERIORATED CONCRETE TO SOUND CONCRETE WITHOUT
SAW CUT AROUND AREAS OF DISTRESS AND PREPARE EXISTING CONCRETE 3.
BOTTOM FLANGE AT 2000 PSI.
ESTABLISH AREAS OF DISTRESS BY SOUNDING AND PRESSURE WASHING 2.
DELAMINATIONS.
SPALLS, EXPOSED REINFORCING AND PRESTRESSING STEEL, AND
VERIFY SIZE AND LOCATION OF ALL DETERIORATED CONCRETE INCLUDING 1.
CFRP
EDGE OF
CHAMFER
EDGE OF
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CERTIFIED FINAL DOCUMENTS
BEAM 3BEAM 4 BEAM 1BEAM 2BEAM 7BEAM 8 BEAM 5BEAM 6
LC ROADWAY
CONCRETE REPAIRS (TYP)
CFRP STRIPS (TYP)
NORMAL POOL ELEVATION
FLOW
8 @ 3'-0 1/2" = 24'-4"
SEE V- SERIES DRAWINGS
A P
P R
X
THE ADJACENT BEAM
THE EDGES TO NOT DAMAGE
CARE SHALL BE TAKEN ON
MORTAR PATCH (TYP)
REMOVAL REPAIR WITH
LIMITS ON CONCRETE
(DELAMINATION)
IMMINENT SPALL
AROUND SPALL PERIMETER
RECTANGULAR SHAPE
SAW CUT 1/2" DEPTH
SPALLED AREA
EXISTING
90° (TYP)
BEAM 5 BEAM 4 BEAM 3
SURFACE
EXISTING CONCRETE
SAW CUT 1/2" DEEP (TYP)
LOCATION AND SIZES OF REINFORCING STEEL
NOTE: REFER TO REFERENCE DRAWINGS FOR
C L
R T
Y P
X
WITH MORTAR PATCH
REMOVAL, REPAIR
LIMITS OF CONCRETE
TO ‚" AMPLITUDE
ROUGHEN SURFACE
SOUND CONCRETE
PRESTRESSING STRANDS
CLEAN EXISTING 3/8" DIA
BOX BEAM
CONCRETE
PRESTRESSED
EXISTING
FIRST CFRP LAYER
CFRP LAYER
SECOND
ALIGNMENT
ORIENTATION/
FIBER
REPAIR
CONCRETE
MIN MINMIN
CFRP LAYER
THIRD
8" 8" 8"
REPAIR
CONCRETE
CFRP LAYER
SECOND
CFRP LAYER
FIRST
CONCRETE BOX BEAM
EXISTING PRESTRESSED
CFRP LAYER
THIRD
DRIP EDGE TYP
…" EPOXY BEAD
EPOXY BEAD
EDGE OF
CFRP
EDGE OF
VOID
INTERIOR
BOX BEAM
FLANGE
BOX BEAM
LAYERS
CFRP
2" DIA
FUNNEL
DRAIN HOLE
A A
AVAILABILITY OF THE PRODUCT
MAY BE IGNORED BASED ON THE
THE PROJECTION BELOW LINE A-ANOTE:
25'-0"
21'-0" CURB TO CURB
2'-0" 1'-6" 9'-0" 9'-0" 1'-6" 2'-0"
3'-0"
8 PRECAST BEAMS
V A
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‚" MIN
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G E R
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S
LC
SECTION
SCALE: •"=1'-0"
B
DETAIL1
LC
SCALE: N.T.S.
B R
ID
G E R
E S
U R
F A
C
IN
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NOTES:
2' 4'0 1'
SCALE: •"=1'
DETAIL2
- SCALE: N.T.S.
DETAIL3
- SCALE: N.T.S.
BITUMINOUS TACK COAT OVER BROADCAST AGGREGATE SHALL BE PER SPEC. SECTION 32 12 36.15.
BITUMINOUS TACK COAT BETWEEN HMA LAYERS SHALL BE PER SPEC. SECTION 32 12 16.14.
HAVING A COMPACTED LAYER THICKNESS NOT TO EXCEED 2.5 INCHES.
THE HMA WEARING COURSE SHALL BE PLACED IN 1 LAYER ACROSS THE FULL BRIDGE WIDTH,
(I.E., 2.5' OFFSET FROM THE CURB INNER FACE) USING 9.5 MM WEARING COURSE MIX.
A HMA BASE COURSE SHALL BE PLACED FIRST IN THE MIDDLE 16 FEET OF THE BRIDGE 13.
HOT MIX ASPHALT (HMA) SHALL BE INSTALLED PER SPECIFICATION SECTION 32 12 16.12.
WATERPROOFING MEMBRANE SYSTEM LAYERS AT DETAIL 1 ARE SEPARATED FOR CLARITY.11.
PEDESTRIANS.
DURING THE CONSTRUCTION OF OVERLAY, THE BRIDGE WILL BE CLOSED TO VEHICLES AND 10.
IS COMPLETE.
EXISTING CURB DRAINS. EXISTING CURB DRAINS SHALL BE FUNCTIONAL WHEN BRIDGE RESURFACING
GAPS WITH THE HOT MIX ASPHALT (HMA). TAPER THE FINISHED DECK SURFACE DOWN TO THE
THE JOINT) FOR A SMOOTH RIDING SURFACE. THIS WILL PREVENT FILLING THE EXPANSION JOINTS
AT THE TRANSVERSE EXPANSION JOINTS, TAPER THE FINISHED DECK SURFACE (ON EACH SIDE OF 9.
FOLLOW SPECIFICATION SECTION 32 12 36 FOR THE WATERPROOFING MEMBRANE CONSTRUCTION.8.
BEFORE PLACING THE WATERPROOFING MEMBRANE.
JOINTS BETWEEN BOX BEAMS SHALL BE FILLED AS SPECIFIED IN SPECIFICATION SECTION 32 12 36 7.
TO SOUND GROUT AND REPLACED PER SPECIFICATION SECTION 32 12 36.
CRACKED OR LOOSE GROUT IN JOINTS BETWEEN EXISTING BOX BEAMS SHALL BE REMOVED DOWN 6.
WITH AN APPROVED EPOXY SEALER. FOR CRACKS OVER 1/4-INCH SEE DETAIL 3.
MEMBRANE MANUFACTURER. CRACKS LESS THAN 1/4-INCH SHALL BE CLEANED OUT AND INJECTED
METHODS AND MATERIALS THAT ARE COMPATIBLE/RECOMMENDED BY THE WATERPROOFING
SPALLING, AND OTHER DEFECTS AT THE TOP OF CONCRETE BOX BEAMS USING APPROVED
JOINTS AND THE PRIMER FOR THE WATERPROOFING MEMBRANE SYSTEM, REPAIR ALL CRACKS,
PRIOR TO APPLYING THE STRIP MEMBRANE OVER THE EXISTING BOX BEAM LONGITUDINAL 5.
WATER TO CLEAN THE DECK.
APPROVED METHODS AS SPECIFIED IN SPECIFICATION SECTION 32 12 36. DO NOT USE
AFTER MILLING, PREPARE SURFACE BY SHOT OR SANDBLASTING, GRINDING, OR OTHER 4.
BOX BEAMS PER SPECIFICATION SECTION 32 12 36.
MILL-OFF THE EXISTING ASPHALT PAVEMENT WITHOUT DAMAGING THE EXISTING CONCRETE 3.
AT MINIMUM 10'-0" INTERVALS, 150 FEET BEYOND BRIDGE ABUTMENTS.
SURVEY (TOP OF CURB, BOTTOM OF CURB, AND ROADWAY CROWN) EXISTING ELEVATIONS 2.
(THICKNESS OF EACH LAYER HAS BEEN SPECIFIED IN THE SPECIFICATIONS.)
DECK WATERPROOFING SYSTEM SHALL CONFORM TO SPECIFICATION SECTION 32 12 36.1.
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U .S
A R
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US Army Corps
1 2 3 4 5 6 7 8 9 10
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CERTIFIED FINAL DOCUMENTS
ROADWAY
LANE OFFSETOFFSET LANE
2% 4%4%
2%
BEAM 3BEAM 4 BEAM 1BEAM 2BEAM 7BEAM 8 BEAM 5BEAM 6
GUIDE RAIL
CURB
PRIMER
STRIP MEMBRANE
HOT MIX ASPHALT WEARING COURSE
BITUMINOUS TACK COAT
TOP COAT WATERPROOFING MEMBRANE
BROADCAST AGGREGATE
BASE COAT WATERPROOFING MEMBRANE
LEGEND
GUIDE RAIL
CURB
MEMBRANE
STRIP
GIRDER JOINT
HMA WEARING SURFACE
DECK SURFACE
PREPARED BRIDGE
(8" TO 10" WIDE)
KEYS AS SHOWN
CENTERED OVER SHEAR
STRIP MEMBRANE
NON-SHRINKING GROUT
LC ROADWAY
BASE COURSE (HMA)
WEARING COURSE (HMA)
(SEE NOTE 14)
BITUMINOUS TACK COAT
(SEE NOTE 15)
BITUMINOUS TACK COAT
S
T E
C) SEALINGB) ROUTINGA) ORIGINAL CRACK
OR CHIPPING TOOLS
GROOVE CUT WITH SAW
JOINT GROUT
ELASTOMERIC
NON SHRINK
L
E V
A T
IO
N
E L
E V
A T
IO
N
E L
E V
A T
IO
N
E L
E V
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IO
N
E L
E V
A T
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N
1997 1998
M Z
A
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S O
V-6001
ELEVATIONS.
GATE OPERATIONS THAT CAN CAUSE MINOR FLUCTUATIONS IN MEASURED POOL
HYDROGRAPH POINTS SLIGHTLY BELOW PROJECT UPPER POOL (EL. 857.0) ARE DUE TO 6.
THE NGVD29 DATUM, AS SHOWN, IS 0.47 FEET HIGHER THAN NAVD88.5.
THE FIELD WAS SCREENED AND INACCURATE DATA VALUES WERE CORRECTED.
BREAKS IN THE HYDROGRAPH INDICATE MISSING DATA. THE RAW NAVIGATION DATA FROM 4.
NGVD29. THE ZERO ELEVATION OF THE UPPER POOL GAGE IS 848.0 FEET NGVD29.
PROJECT UPPER POOL IS A STAGE OF 9.0 FEET AND AN ELEVATION OF 857.0 FEET 3.
NOTED.
FOR PEAK ELEVATIONS AT OR ABOVE 861.0 FEET, THE ACTUAL PEAK ELEVATION IS 2.
COMPUTED FROM CORPS OF ENGINEERS RECORDS AT OPEKISKA LOCK AND DAM.
HISTORICAL STAGE HYDROGRAPHS ARE BASED ON MULTIPLE DAILY OBSERVED VALUES 1.
NOTES:
U
P E
R P
O O
L S
T A
G E H
Y D
R O
G R
A P
H S
-1
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N C
L U
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SHEET ID
U .S
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US Army Corps
1 2 3 4 5 6 7 8 9 10
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2002 2003
M Z
A
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S O
V-6002
GATE OPERATIONS THAT CAN CAUSE MINOR FLUCTUATIONS IN MEASURED POOL
HYDROGRAPH POINTS SLIGHTLY BELOW PROJECT UPPER POOL (EL. 857.0) ARE DUE TO 6.
THE NGVD29 DATUM, AS SHOWN, IS 0.47 FEET HIGHER THAN NAVD88.5.
THE FIELD WAS SCREENED AND INACCURATE DATA VALUES WERE CORRECTED.
BREAKS IN THE HYDROGRAPH INDICATE MISSING DATA. THE RAW NAVIGATION DATA FROM 4.
NGVD29. THE ZERO ELEVATION OF THE UPPER POOL GAGE IS 848.0 FEET NGVD29.
PROJECT UPPER POOL IS A STAGE OF 9.0 FEET AND AN ELEVATION OF 857.0 FEET 3.
NOTED.
FOR PEAK ELEVATIONS AT OR ABOVE 861.0 FEET, THE ACTUAL PEAK ELEVATION IS 2.
COMPUTED FROM CORPS OF ENGINEERS RECORDS AT OPEKISKA LOCK AND DAM.
P E
R P
O O
L S
T A
G E H
Y D
R O
G R
A P
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-2
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US Army Corps
1 2 3 4 5 6 7 8 9 10
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2007 2008
M Z
A
IT
S O
V-6003
GATE OPERATIONS THAT CAN CAUSE MINOR FLUCTUATIONS IN MEASURED POOL
HYDROGRAPH POINTS SLIGHTLY BELOW PROJECT UPPER POOL (EL. 857.0) ARE DUE TO 6.
THE NGVD29 DATUM, AS SHOWN, IS 0.47 FEET HIGHER THAN NAVD88.5.
THE FIELD WAS SCREENED AND INACCURATE DATA VALUES WERE CORRECTED.
BREAKS IN THE HYDROGRAPH INDICATE MISSING DATA. THE RAW NAVIGATION DATA FROM 4.
NGVD29. THE ZERO ELEVATION OF THE UPPER POOL GAGE IS 848.0 FEET NGVD29.
PROJECT UPPER POOL IS A STAGE OF 9.0 FEET AND AN ELEVATION OF 857.0 FEET 3.
NOTED.
FOR PEAK ELEVATIONS AT OR ABOVE 861.0 FEET, THE ACTUAL PEAK ELEVATION IS 2.
COMPUTED FROM CORPS OF ENGINEERS RECORDS AT OPEKISKA LOCK AND DAM.
P E
R P
O O
L S
T A
G E H
Y D
R O
G R
A P
H S
-2
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US Army Corps
1 2 3 4 5 6 7 8 9 10
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2012 2013
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GATE OPERATIONS THAT CAN CAUSE MINOR FLUCTUATIONS IN MEASURED POOL
HYDROGRAPH POINTS SLIGHTLY BELOW PROJECT UPPER POOL (EL. 857.0) ARE DUE TO 6.
THE NGVD29 DATUM, AS SHOWN, IS 0.47 FEET HIGHER THAN NAVD88.5.
THE FIELD WAS SCREENED AND INACCURATE DATA VALUES WERE CORRECTED.
BREAKS IN THE HYDROGRAPH INDICATE MISSING DATA. THE RAW NAVIGATION DATA FROM 4.
NGVD29. THE ZERO ELEVATION OF THE UPPER POOL GAGE IS 848.0 FEET NGVD29.
PROJECT UPPER POOL IS A STAGE OF 9.0 FEET AND AN ELEVATION OF 857.0 FEET 3.
NOTED.
FOR PEAK ELEVATIONS AT OR ABOVE 861.0 FEET, THE ACTUAL PEAK ELEVATION IS 2.
COMPUTED FROM CORPS OF ENGINEERS RECORDS AT OPEKISKA LOCK AND DAM.
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GATE OPERATIONS THAT CAN CAUSE MINOR FLUCTUATIONS IN MEASURED POOL
HYDROGRAPH POINTS SLIGHTLY BELOW PROJECT UPPER POOL (EL. 857.0) ARE DUE TO 6.
THE NGVD29 DATUM, AS SHOWN, IS 0.47 FEET HIGHER THAN NAVD88.5.
THE FIELD WAS SCREENED AND INACCURATE DATA VALUES WERE CORRECTED.
BREAKS IN THE HYDROGRAPH INDICATE MISSING DATA. THE RAW NAVIGATION DATA FROM 4.
NGVD29. THE ZERO ELEVATION OF THE UPPER POOL GAGE IS 848.0 FEET NGVD29.
PROJECT UPPER POOL IS A STAGE OF 9.0 FEET AND AN ELEVATION OF 857.0 FEET 3.
NOTED.
FOR PEAK ELEVATIONS AT OR ABOVE 861.0 FEET, THE ACTUAL PEAK ELEVATION IS 2.
COMPUTED FROM CORPS OF ENGINEERS RECORDS AT OPEKISKA LOCK AND DAM.
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PERIOD OF RECORD - WY1995 THRU WY20152.
OPEKISKA LOCK AND DAM
VALUES, COMPUTED FROM CORPS OF ENGINEERS RECORDS AT
ELEVATION DURATIONS ARE BASED ON DIALY AVERAGE 1.
NOTES:
PERCENT OF TIME EXCEEDED
E L
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N
F
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0 10 20 30 40 50 60 70 80 90 100
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0 150
UPPER POOL ALL GATES OPEN
DISCHARGE (1000 CFS)
OPEKISKA LOCK AND DAM UPPER POOL DURATION
14013012011010010 20 30 40 50 60 70 80 90
OPEKISKA LOCK AND DAM RATING CURVE
PROJECT UPPER POOL EL. 857
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| O37_LOP_100_G-0010 |
| O37_LOP_201_G-0011 |
| O37_LOP_201_G-1012 |
| O37_LOP_201_G-2013 |
| O37_LOP_204_S-1001 |
| O37_LOP_668_S-5002 |
| O37_LOP_668_S-3003 |
| O37_LOP_314_V-6001 |
| O37_LOP_314_V-6002 |
| O37_LOP_314_V-6003 |
| O37_LOP_314_V-6004 |
| O37_LOP_314_V-6005 |
| O37_LOP_314_V-6006 |
File details come from the government source that posted it. Updated .