W9127N-16-R-0002_Drawings_3of3.pdf
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- THE DALLES NAVIGATION LOCK UPSTREAM GATE REPLACEMENT, CONTROLS UPGRADE, AND DOWNSTREAM GUDGEON REPLACEMENT
- Solicitation number
- W9127N-16-R-0002
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REPLACEMENT GUDGEON ANCHORAGE PLAN, NORTH LOCK WALL
SCALE: 1/2" = 1'-0"
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SHEET
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GENERAL NOTES:
1. SEE SHEET SH-004 FOR ADDITIONAL CONSTRUCTION
SEQUENCE STEPS NOT LISTED HERE.
2. FRACTURE CRITICAL MEMBERS (FCM)
● SEE SH-004 FOR FCM'S
3. REFERENCE DRAWINGS
● DDN - 10.0 - 6 - 1 3 (EMBEDDED ITEMS)
● DDN - 1 - 4 - 2 3 (DECK HATCHES)
4. GATE TESTING AND CALIBRATION TO OCCUR AFTER ALL CONSTRUCTION
SEQUENCE STEPS BELOW HAVE BEEN COMPLETED. GUDGEON ALIGNMENT
IS BASED ON PINTLE CENTERLINE AS A CONTROL POINT.
5. DIMENSIONS W/ STARS (X'-X" *) ARE SUBJECT TO CHANGE, DEPENDING ON
THE FINAL LOCATION OF THE PINTLE CENTERLINE.
6. CONTRACTOR TO PROVIDE A GATE JACKING WORK PLAN WITH STAMPED
CALCULATIONS SHOWING THE GATE CAN BE SAFELY SUPPORTED ON THE
CONCRETE SILL.
7. SURVEY EXISTING CONDITIONS TO DETERMINE PINTLE CENTERLINE AND
CENTERLINE OF THE ANCHORAGES.
8. SUPPORT EXISITING GUDGEON ARMS DURING CONSTRUCTION.
9. ACCESS PLATFORMS AND GRATINGS NOT SHOWN FOR CLARITY.
CONSTRUCTION SEQUENCE:
NOTE: GATE SURVEY AND BLOCKING OF GATE MUST BE COMPLETED
BEFORE STARTING CONSTRUCTION SEQUENCE.
1. CONCRETE EXCAVATION:
● SAW CUT AND EXCAVATE TO "A" LINE (SEE SHEET SH-003).
● CORE DRILL PIT DRAINS.
● PLACE INFILL CONCRETE PER SH-003.
2. EXISTING ANCHOR BAR REMOVAL:
● CUT AND REMOVE EXISTING ANCHOR BARS FROM EXCAVATION.
3. DRILLING FOR ANCHOR BOLTS:
● SEE ANCHOR BOLT INSTALLATION
NOTE 3 ON SHEET SH-004.
4. ANCHOR BOLT INSTALLATION:
● SEE ANCHOR BOLT INSTALLATION NOTES ON SHEET SH-004
● SET AND GROUT ANCHOR BOLTS IN ONE STAGE.
● CURE GROUT TO 5000 PSI COMPRESSIVE STRENGTH, PRIOR TO
TENSIONING THE ANCHOR BOLTS.
5. ANCHOR FRAME INSTALLATION:
● THREAD ANCHOR FABRICATION ONTO PROJECTING ANCHOR BOLTS.
● ROUGH SET ANCHOR FABRICATION WITH ANCHOR BARS.
PLATES ATTACHED AT THE CORRECT ELEVATION IN THE EXCAVATION.
● USE LEVELING NUTS TO ENSURE TOP PLATE OF ANCHOR FABRICATION
AND ARM PLATES ARE ALIGNED HORIZONTALLY AND VERTICALLY
WITH THE GUDGEON ARM AXES.
● BOLT ANCHOR BARS TO TOP FLANGE OF ANCHOR FRAMES.
● GROUT BENEATH BASE PLATES.
● GROUT THE INCLINED BEARING PLATES.
● CURE GROUT TO 5000 PSI COMPRESSIVE STRENGTH.
6. INSTALL HORIZONTAL SUPPLEMENTAL #9 REINFORCING BARS PER A / SH-003,
AND CURE GROUT TO 5000 PSI BEFORE STRESSING ANCHOR BOLTS.
BULKHEAD SLOT
EXISTING ANCHOR ARMS
TO BE CUT AT FACE OF
CONCRETE EXCAVATION
1' -2
" M
IN
1' -2
ANCHOR BARS
2'-57 16"
ALIGN NEW ANCHORAGE CENTERLINE
WITH PINTLE CENTERLINE
ALIGN NEW ANCHORAGE CENTERLINE
WITH PINTLE CENTERLINE
EXISTING MITER GATE
MONOLITH WALL RECESS
5' -0
EDGE OF CONCRETE
EXCAVATION
6'-2" 3'-0"
GRATING
AREA
6'-2"
3'-0"
G
RATING
AREA
1'-4" *
2'-7 1 2"
EDGE OF CONCRETE
EXCAVATION
EXISTING ANCHOR ARMS
TO BE CUT AT FACE OF
CONCRETE EXCAVATION
PARALLEL ANCHORAGE
ANGLED
ANCHORAGE
5'-0"
2'-4 1 2"
EXISTING
ANCHORAGE
DEADMAN
2' -6
NEW 4" DRAIN INVERT AT EL 160.25 WITH 1 2" / FT SLOPE
DOWN TOWARDS LOCK CHAMBER. CONTRACTOR TO
COORDINATE W/ AS-BUILT DRAWINGS
(NOTE 3)
NEW 4" DRAIN INVERT AT EL 160.25 WITH 1 2" / FT SLOPE
DOWN TOWARDS LOCK CHAMBER. CONTRACTOR TO
COORDINATE W/ AS-BUILT DRAWINGS
(NOTE 3)
EL 160.25
EL 161.25
1'-1 8"
1' -1
8"
EL 161.25
EL 161.25
EL 160.25
A
SH-003
BSH-003
ANCHORAGE
CL
LOCATION OF ANCHORAGE
PER MH-001 AND SH-004
LOCATION OF ANCHORAGE
PER MH-001 AND SH-004
CL PINTLE
7. PRESTRESS ANCHOR BOLTS:
● SEE ANCHOR BOLT INSTALLATION NOTES ON SHEET SH-004.
8. APPLY CORROSION RESISTANT PAINTS:
● SEE MATERIAL NOTES ON SHEET SH-004.
9. INSTALL GRATINGS:
● INSTALL FLOOR GRATINGS OVER ANCHOR TRENCHES
(SEE SHEET SH-006).
END OF EXISTING RECESS
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REPLACEMENT GUDGEON ANCHORAGE PLAN, SOUTH LOCK WALL
SCALE: 1/2" = 1'-0"
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5' -0
6'-2"
2' -6
1' -2
" M
IN
1' -2
2'-57 16"
2'-4 1 2 "
3'- 0"
6'- 2"
ALIGN NEW ANCHORAGE CENTERLINE
WITH PINTLE CENTERLINE
2'-7 1 2 "
ALIGN NEW ANCHORAGE CENTERLINE
WITH PINTLE CENTERLINE
EDGE OF CONCRETE
EXCAVATION
EXISTING ANCHOR ARMS
TO BE CUT AT FACE OF
CONCRETE EXCAVATION
EDGE OF CONCRETE
EXCAVATION
EXISTING ANCHORAGE
DEADMAN
EXISTING ANCHORAGE
DEADMAN
EXISTING ANCHOR ARMS
TO BE CUT AT FACE OF
CONCRETE EXCAVATION
CRANE FOUNDATION
G
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AR
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EXISTING MITER GATE
MONOLITH WALL RECESS
BULKHEAD SLOT
5'-0"
3'-0"
GRATING
AREA
ANCHOR BARS
ANGLED
ANCHORAGE
PARALLEL ANCHORAGE
1'-4" *
1' -1
8"
1'- 1
8 "EL 161.25
EL 160.25
EL 161.25
NEW 4" DRAIN INVERT AT EL 160.25 WITH 1 2"/ FT SLOPE
DOWN TOWARDS LOCK CHAMBER. CONTRACTOR TO
COORDINATE W/ AS-BUILT DRAWINGS
(NOTE 3)
NEW 4" DRAIN INVERT AT EL 160.25 WITH 1 2" / FT SLOPE
DOWN TOWARDS LOCK CHAMBER. CONTRACTOR TO
COORDINATE W/ AS-BUILT DRAWINGS
(NOTE 3)
EL 161.25
EL 160.25
NOTES:
1. REFER TO NOTES ON SH-001.
2. GRATINGS NOT SHOWN
3. ACCESS PLATFORMS NOT SHOWN.
A
SH-003
B
SH
-0
ANHORAGE
CL
60°
LOCATION OF ANCHORAGE
PER MH-001 AND SH-004
CL PINTLE
END OF EXISTING
RECESS
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SECTION - PARALLEL ANCHORAGE
SCALE: 3/4" = 1'-0"
SECTION - ANGLED ANCHORAGE
SCALE: 3/4" = 1'-0"
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CONCRETE
EXCAVATION
END OF
EXISTING
RECESS
8"ANCHOR BARS (FCM)
PER MH-005
EXCAVATION "A" LINE
W/ 1 2" MAXIMUM
AMPLITUDE.
A N
C H
O R
B O
LT
B
A N
C H
O R
B O
LT
A
EXISTING
CONCRETE / ROCK
MONOLITH
(TO REMAIN)
A
EL 162.25 per DDN-1-4-7
CL GUDGEON PIN
EL 168.9 (APPROXIMATE)
TOC
45°
5000 PSI GROUT.
SEE CONSTRUCTION
SEQUENCE ON SH-001.
4" M
IN
A
FT
TE
S
IO
N
IN
G
(11) #9 X 6'-0" 60 KSI BARS W/ 2"
DIAMETER HAMMER DRILLED
HOLES AND 5000 PSI
NON-SHRINK GROUT. PROVIDE
HOLE DEPTH SUFFICIENT TO
ALLOW MINIMUM 3" COVER
FROM SIDE FACE OF CONCRETE
IN LOCK MONOLITH. FILL BAR
HEAD POCKETS WITH GROUT
TO FULLY ENCASE EMBEDDED
BARS. INSTALL BARS AND
CURE GROUT BEFORE ANCHOR
BOLTS ARE TENSIONED. SEE
CONSTRUCTION SEQUENCE
ON SH-001.
STEEL GRATING
PER SHEET SH-006
TOC EL 161.25
BOT OF CHAMBER
BLOCK OFF SLEEVE ENDS
TO PREVENT GROUT ENTRY
CONCRETE EXCAVATION NOTES:
1. THE ANGLED ANCHOR PIT SHALL BE OVER-EXCAVATED TO EL 158.0',
DUE TO THE POSSIBILITY OF ENCOUNTERING THE BASALT MONOLITH
AT EL 160.0'. ROUGHEN THE BASE AND SIDES OF THE EXCAVATION
UP TO EL 161.0'.
2. PLACE 5000 PSI INFILL CONCRETE UP TO EL 160.0' AND 161.0', PER
SECTION B. CURE CONCRETE TO 5000 PSI BEFORE DRILLING HOLES
FOR ANCHOR BOLTS.
A N
C H
O R
B O
LT
A
8'
-6 " X
H O
LE
A N
C H
O R
B O
LT
B
3'
-6 " x
H O
LE
FI
LL
E
D W
IT
H
G R
O U
T
EL 160.25
FINAL CONC
ELEVATION
EL 158.25
BASE OF
EXCAVATION
SEE NOTE 1
5000 PSI
INFILL
CONCRETE
SEE NOTE 2
TOC EL 161.25
EL 162.25 PER DDN-1-4-7
CL GUDGEON PIN
END OF
EXISTING
RECESS
CONCRETE
EXCAVATION
STEEL GRATING
PER SHEET SH-006
AN
C
H O
R B
O
LT
B
AN
C
H O
R B
O
LT
A
5000 PSI
GROUT
EXCAVATION "A" LINE
W/ 1 2" MAXIMUM
AMPLITUDE.
EXISTING
CONCRETE / ROCK
MONOLITH
(TO REMAIN)
4" 150KSI "ALL THREAD" WILLIAMS
ANCHOR RODS WITH DOUBLE CORROSION
PROTECTION, 5" DRILL HOLE AND
5000 PSI GROUT. SEE CONSTRUCTION
SEQUENCE ON SHEET SH-001. ANCHOR
BOLT B HAS A 5'-0" SHORTER EMBEDMENT
DEPTH THAN ANCHOR BOLT A.
B
BOT OF CHAMBER
EL 168.9 (APPROXIMATE)
TOC
EX
C
A
VA
TI
O
N "A
" L
IN
E W
/ 1 2"
M
AX
IM
U
M
AM
P
LI
TU
D E.
SH-001
SH-002
8" ANCHOR BARS (FCM)
PER MH-005
6'-2"
FULCRUM
FULCRUM4" Ø DRAIN PER
SH-001/SH-002
C
SH-004
C
SH-004
SH-001
SH-002
A N
C H
O R
B O
LT
A
8'
-6 " x
H O
LE
A N
C H
O R
B O
LT
B
3'
-6 " X
H O
LE
FI
LL
E
D W
IT
H
G R
O U
T
8"
8"
8"
2" 8"
8"
8"
3'-105 16"(±)
5' -0
TY
P
IN
5' -0
2'-0"
TYP
EX
C
A
VA
TI
O
N "A
" L
IN
E W
/ 1 2"
M
AX
IM
AM
PL
IT
U
D E.
IN BONDED REGION OF ANCHOR BOLTS, (20) #9 X 10'-0" 60 KSI BARS
(10 BARS EACH SIDE OF ANCHOR BOLTS) W/ 2" DIAMETER HAMMER
DRILLED HOLES AND 5000 PSI NON-SHRINK GROUT. PROVIDE HOLE
DEPTH SUFFICIENT TO ALLOW MINIMUM 3" COVER FROM SIDE FACE
OF CONRETE IN LOCK MONOLITH. FILL BAR HEAD POCKETS WITH
GROUT TO FULLY ENCASE EMBEDDED BARS. PROVIDE BAR
CENTRALIZERS TO ENSURE BARS REMAIN CENTERED IN HOLES.
INSTALL BARS AND CURE GROUT BEFORE ANCHOR BOLTS ARE
TENSIONED. SEE CONSTRUCTION SEQUENCE ON SHEET SH-001.
IN BONDED REGION OF ANCHOR BOLTS,
(10) #9 X 10'-0" 60 KSI BARS (5 BARS EACH
SIDE OF ANCHOR BOLTS) W/ 2" DIAMETER
HAMMER DRILLED HOLES AND 5000 PSI
NON-SHRINK GROUT. PROVIDE HOLE DEPTH
SUFFICIENT TO ALLOW MINIMUM 3" COVER
FROM SIDE FACE OF CONRETE IN LOCK
MONOLITH. FILL BAR HEAD POCKETS WITH
GROUT TO FULLY ENCASE EMBEDDED BARS.
PROVIDE BAR CENTRALIZERS TO ENSURE BARS
REMAIN CENTERED IN HOLES. INSTALL BARS
AND CURE GROUT BEFORE ANCHOR BOLTS
ARE TENSIONED. SEE CONSTRUCTION
SEQUENCE ON SHEET SH-001.
EL 160.25
FINAL CONC
ELEVATION
1'-0" U
N
BO
N D
E D
R E
G
IO
N
2'-0"
TYP
2'-0"
TYP
5' -0
A N
C H
O R
B O
LT
'-6 " B
O N
D L
EN
G
TH
A
N C
H O
R B
O
LT
'-6
" B O
N D
L
EN
G
TH
H A
M M
ER
D
R
IL
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D
2.
x
5'
-0 " P
VC
PI
PE
S
LE
E
VE
S
5' -0
2'-0"
TYP
2.
x
5'
-0 " P
V C
P
IP
E S
LE
E
V
ES
2' -6
TY
P
IN
B O
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G
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N
AN
C
H O
R B
O
LT
A
3' -6
" B O
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L E
N G
TH
AN
C H
O R
B O
LT
B
8'
-6 " B
O N
D L
E N
G
TH
H A
M M
E R
D R
IL
LE
D
4" 150KSI "ALL THREAD" WILLIAMS
ANCHOR RODS WITH DOUBLE CORROSION
PROTECTION, 5" DRILL HOLE AND
5000 PSI GROUT. SEE CONSTRUCTION
SEQUENCE ON SHEET SH-001. ANCHOR
BOLT B HAS A 5'-0" SHORTER EMBEDMENT
DEPTH THAN ANCHOR BOLT A.
4" M
IN
A
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SECTION
SCALE: 1 1/2" = 1'-0"
SECTION
SCALE: 1 1/2" = 1'-0"
SECTION
SCALE: 1 1/2" = 1'-0"
SECTION
SCALE: 1 1/2" = 1'-0"
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SHEET
DRAWING PLOT SIZE: D
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SH-003
E
D
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ANCHOR BOLT MATERIAL:
1. MATERIALS, INSTALLATION AND TESTING FOR THREAD BARS
(ANCHOR BOLTS) SHALL BE IN ACCORDANCE WITH THE LATEST
EDITION "RECOMMENDATIONS FOR PRESTRESSING ROCK AND
SOIL ANCHORS" BY THE POST TENSIONING INSTITUTE (PTI)
UNLESS OTHERWISE NOTED.
2. THREAD BAR MATERIAL SHALL COMPLY WITH ASTM A722 TYPE II
(DEFORMED) PRESTRESSING BARS WITH 150 KSI MINIMUM
TENSILE STRENGTH WITH 4.08" SQ. NET CROSS SECTION.
CERTIFIED MILL TEST REPORTS ARE REQUIRED.
3. PRESTRESSING NUTS SHALL BE MANUFACTURER'S STANDARDS
IN COMPLIANCE WITH PTI GUIDELINES.
4. CENTRALIZERS SHALL BE LOCATED BY PTI GUIDELINES.
5. PVC PIPE IS ASTM D1784 SCHEDULE 40 AND REQUIRES
CERTIFICATE OF COMPLIANCE.
6. THREAD BARS SHALL BE GREASED INSIDE OF THE PVC SLEEVES
WITH GREASE COMPLYING WITH ASTM B1117 AND D1743.
7. ALL MANUFACTURED ANCHOR COMPONENTS REQUIRE
CERTIFICATE OF COMPLIANCE.
ANCHOR BOLT INSTALLATION:
1. LOCATION TOLERANCE OF ANCHOR BOLTS IS 1 4" IN ANY
DIRECTION AT TOP SURFACE OF CONCRETE.
2. HOLES FOR ANCHOR BOLTS SHALL BE PERCUSSION
DRILLED AS SHOWN FOR THE BOND DEVELOPMENT
LENGTH WITH A DRILLING TOLERANCE OF ½" IN 15 FEET.
3. IF EXISTING MONOLITH REINFORCING BARS ARE
ENCOUNTERED, CORE DRILLING MAY BE USED TO PASS
THROUGH THE CONFLICTING BAR. HOWEVER, DRILLING
METHOD MUST RETURN TO PERCUSSION DRILLING
ONCE THE CONFLICTING BAR HAS BEEN BYPASSED.
LENGTH OF BOND ZONE MUST BE INCREASED IN 1:1
PROPORTION TO LENGTH OF REQUIRED CORE DRILLING.
4. ANCHOR BOLT GROUTING MATERIALS AND METHODS
FOR THE 21
4" THREAD BARS WILL BE PER PTI GUIDELINES.
GROUT WILL BE 5000 PSI MINIMUM COMPRESSIVE STRENGTH
AT 28 DAYS. ANCHOR BOLTS MAY BE PULL TESTED WHEN THE
GROUT REACHES 5000 PSI FOR ALL BOLTS AT ONE FULCRUM.
HIGHER STRENGTH GROUT MAY BE USED TO ATTAIN STRENGTH
FASTER. ONCE THE MINIMUM GROUT STRENGTH FOR
PRETENSIONING HAS BEEN VERIFIED, THERE IS NO
REQUIREMENT TO VERIFY THE LONG TERM COMPRESSIVE
STRENGTH. SEE SPECIFICATIONS FOR ADDITIONAL
REQUIREMENTS, AND ACCEPTANCE CRITERIA.
5. PROOF TEST ANCHOR "A" AND "B" BOLTS TO 428 KIPS
EACH SEPARATELY. AFTER TESTING EACH BOLT
SEPARATELY, THE PAIR WILL BE TESTED
SIMULTANEOUSLY. THE DIFFERENTIAL LOAD MAY NOT
EXCEED 21 KIPS (± 5%).
6. INSTALL STEEL ANCHOR FULCRUM ON PROJECTING
ANCHOR BOLTS.
7. PRESTRESS EACH ANCHOR BOLT TO 367 KIPS, AND
LOCK-OFF THE ANCHORS W/ THE ANCHOR NUTS.
MULTIPLE ITERATIONS MAY BE REQUIRED TO
ACHIEVE BALANCED PRESTRESSING OF BOTH
ANCHOR BOLTS. SEE SPECIFICATIONS FOR ADDITIONAL
REQUIREMENTS, AND ACCEPTANCE CRITERIA.
MATERIAL NOTES:
1. STRUCTURAL STEEL SHAPES AND PLATE MATERIALS ARE
TO BE ASTM A709 GRADE 50, FRACTURE CRITICAL, ZONE 2,
UNLESS NOTED OTHERWISE.
2. STRUCTURAL STEEL FABRICATION IS IN ACCORDANCE
WITH THE 14th EDITION OF THE AISC MANUAL OF STEEL
CONSTRUCTION.
3. WELDING IS IN ACCORDANCE WITH AWS D1.5 AND THE
SPECIFICATIONS. ALL WELDS ARE TO BE MADE WITH E7018
ELECTRODES AND VISUALLY INSPECTED. ALL CJP WELDS TO
BE ULTRASONICALLY TESTED. ALL FILLET WELDS TO BE
MAGNETIC PARTICLE TESTED, ALL WELDMENTS SHALL BE STRESS
RELIEVED PRIOR TO FINAL DIMENSION CHECK. THERMAL STRESS
RELIEF SHALL BE IN ACCORDANCE WITH AWS D1.5, AND THE
SPECIFICATIONS. ALL WELDS SHALL BE CONTINUOUS AND
WRAPPED TO SEAL ALL JOINTS.
4. EXCEPT FOR THREADS, SANDBLAST AND PRIME ALL SURFACES
WITH ONE COAT OF CARBONZINC 11 OR APPROVED EQUAL.
APPLY TWO COATS OF AMERLOCK 400 SILVER ALUMINUM PAINT
OR APPROVED EQUAL.
5. APPLY SLIP-CRITICAL PRIMER BETWEEN FAYING SURFACES
OF BOLTED CONNECTION TO ACHIEVE A CLASS B SURFACE.
SEE SPECIFICATION SECTION 09 97 02.99 25.
6. STRUCTURAL BOLTS ARE ASTM A325.
7. ALL WELDS TO FRACTURE CRITICAL MEMBERS (FCM)
ARE FRACTURE CRITICAL (FCW).
8. ALL WELDS ARE CONSIDERED TO BE TENSION WELDS, FOR
TESTING PURPOSES.
FABRICATION NOTES:
1. OVERALL TOLERANCE ON LENGTH, WIDTH, AND HEIGHT IS +/-1
16 INCH.
4"
4"
4"
2"
2"
2"
4"
7" 7"
3"Ø HOLES TOP AND BOTTOM
NUT NOT SHOWN FOR CLARITY
ANCHORING BARS
1' -1
1"
3" PL
(FCM)
7/16 TYP
8" WELD ACCESS HOLE CENTERED
ON PLATE BETWEEN STIFFENERS
3" PL
(FCM)
2" WEB
71 2"
2" PL (FCM)
4" STIFFENER (TYP) (FCM)
(8) 11
2"Ø ASTM A325X
BOLTS. 103 KIPS
PRETENSION WITH
SPACERS
3" BEARING PL
2" STIFFENER PL (TYP) (FCM)
CL HOLES TOP
AND BOTTOM
7"
2" WEB PL
7/16
TYP STIFFENNER TO
WEB (UT 100%)
CJP TYP WEB
TO FLANGES
(FCW, UT 100%)
9" 9"
CL
3" BEARING PL (FCM)
2" TYP
1 2" TYP
2"
8 1 2 "
1'-1" 1'-1"
2"
2"
4"
TYP
3" X 5 8" LONG SLOTTED
HOLES, TYP 4 LOCATIONS
IN BASE PLATE, W/
LEVELING NUTS
TYP (UT 100%)
R11
2" TYP
ON STIFFENERS
2"1'-3"1'-1 1 2"
(CJP, UT 100%)
7"
PL 11
2" X 19" X 10" GR 50
W/ 1 5 8" HOLES
2 1 2" THICK X 8" PLATE WASHER GR50
W/ 2 5 8" HOLES
4" M
IN
TYP STIFFENER
TO FLANGES
(FCW, CJP, UT 100%)
4" STIFFENER PL (TYP)
(FCM)
TC - U4b
(CJP, FCW, UT 100%)
TC - U4b
(CJP, FCW, UT 100%)
F
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54321
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E:IDENTIFICATION
SHEET
DRAWING PLOT SIZE: D
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O U
S E
J.
C
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TE
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Portland District
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CL RIB #35
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NOTE 8 (TYP)
PRESTRESSING NOTES
GENERAL:
1. A REPRESENTATIVE OF THE CONTRACTING OFFICER SHALL BE PRESENT TO MONITOR THE
PRESTRESSING OPERATION.
2. A QUALIFIED CONTRACTOR REPRESENTATIVE WHO HAS COMPLETED THE INSTALLATION AND
MONITORING OF STRAIN GAGES FOR A MINIMUM OF ONE SIMILAR GATE PRESTRESSING
OPERATION SHALL INSTALL AND MONITOR STRAIN GAGES ON THE DIAGONALS.
3. A TRIPLE SET OF ELECTRICAL RESISTANCE STRAIN GAGES SHALL BE INSTALLED ON EACH
DIAGONAL. THERE ARE SIX DIAGONALS BARS PER LEAF. THE GAGES SHALL BE INSTALLED SO
THAT SIMULTANEOUS READINGS CAN BE MADE OF ALL THE GAGES.
4. THE CONTRACTOR SHALL MONITOR PLUMBNESS OF THE GATE USING SURVEYING EQUIPMENT.
THE INSTRUMENT SHALL BE LOCATED SO THAT THE PLUMBNESS OF THE MITER AND QUOIN
END MAY BE DETERMINED.
5. THE LEAF SHALL BE SUPPORTED BY THE PINTLE AND TOP ANCHORAGE. THE QUOIN OF THE
LEAF SHALL BE PLUMB WITHIN 1/4". THE SLACK IN THE DIAGONALS SHALL BE TAKEN OUT.
CARE MUST BE TAKEN SO THAT THE AMOUNT OF INITIAL TENSION IS AS SMALL AS POSSIBLE.
THE SLACK CAN BE CONSIDERED REMOVED WHEN THE DIAGONAL DOES NOT BOW IN OR OUT
FROM THE LEAF.
6. THE GATE WILL NATURALLY DEFLECT DURING THE PRESTRESSING OPERATION AND ANY
GUYING CABLES SHALL NOT BE PLACED IN SUCH A MANNER AS TO INHIBIT THIS DEFLECTION.
A DEFLECTION OF THE GATE LEAF IS DEFINED AS A TWISTING SUCH THAT THE MITER END IS OUT
OF PLUMB.
7. ALL OPERATIONS SHALL BE PERFORMED BETWEEN 40-80°F TO MINIMIZE TEMPERATURE EFFECTS.
8. FENDER RACK TIMBERS AND HARDWARE ARE TO BE REMOVED AS NEEDED BY THE CONTRACTOR
FOR ACCESS TO THE DIAGONALS. CONTRACTOR TO REPLACE TIMBERS AND HARDWARE AFTER
TENSIONING IS COMPLETED.
PROCEDURE:
8. CONTRACTOR TO DETENSION THE GATE BEFORE PRESTRESSING OF THE DIAGONALS CAN BEGIN.
9. INSTALL THREE STRAIN GAGES ON EACH DIAGONAL AS INDICATED ON DETAIL 1 ON THIS
SHEET. REMOVE EXISTING STRAIN GAGES IF NESSISARY.
10. THE POSITIVE AND NEGATIVE DIAGONALS ARE TO BE TENSIONED SIMULTANEOUSLY.
11. CONTRACTOR TO REDUCE VERT SAG IN THE DIAGONALS FOR THE TENSIONING PROCEDURE, TO
ALIGN THE THREADS. USE COME-ALONG W/ STRAPS OR SIMILAR METHOD TO TEMPORARITY
REDUCE SAG.
12. CONTRACTORS DIAGONAL PRETENSION PRODUCEDURE TO BE SUBMITTED FOR APPROVAL.
MAX DEFORMATION AT BOTTOM OF GATE WITH RESPECT TO THE TOP OF GATE IS 1 INCH
FOR EACH PASS.
13. ONCE THE SPECIFIED STRESS HAS BEEN ACHIEVED, THE GATE SHALL BE MEASURED FOR
PLUMBNESS. PLUMBNESS SHALL NOT VARY MORE THAN 1 4" FROM TOP TO BOTTOM AT MITER.
THE FINAL STRESS SHALL MEET THE CRITERIA LISTED BELOW.
14. THE CONTRACTOR MAY BE REQUIRED TO ALTER THE PROCEDURE UNTIL A SUCCESSFUL
SYSTEM OF PRESTRESSING IS ACCOMPLISHED AND DESIRED RESULTS ARE ACHIEVED. ALL
MODIFICATIONS SHALL BE APPROVED BY THE CONTRACTING OFFICER.
15. THE GATE LEAF WILL NOT BE CONSIDERED PROPERLY PRESTRESSED IF THE FOLLOWING
CONDITIONS EXIST:
A. OUT OF PLUMB MORE THAN 1/4" FROM TOP TO BOTTOM.
B. IF ELECTRICAL STRAIN GAGES PROVE DEFECTIVE AND GIVE INACCURATE RESULTS.
C. IF THE FINAL PRESTRESS IN ANY BAR OF THE POSITIVE DIAGONAL IS GREATER THAN 13000 PSI.
D. IF THE FINAL PRESTRESS IN ANY BAR OF THE NEGATIVE DIAGONAL IS GREATER THAN 17000 PSI.
16. THE FINAL DIAGONAL STRESSES COMPUTED FROM THE STRAIN GAGE READINGS FOR ALL
DIAGONALS SHALL BE RECORDED IN THE TABLE PROVIDED AFTER THE CRITERIA IN NOTE 15 IS MET. THE RESULTS SHALL BE INCLUDED AS PART OF THE "AS-BUILT DRAWINGS". TEMPERATURE AT
TIME OF TENSIONING SHALL BE RECORDED.
17. DAMAGE TO THE PAINT FROM STRAIN GAGE REMOVAL SHALL BE REPAIRED PER THE SPECIFICATIONS.
DIAGONAL
FIELD MEASURED STRESS
FIELD MEASURED STRESS
P
AS
S
FI
N
A L
VALUE
LOWER GATES
PRESTRESS DATA
AS
S
PA
SS
FINAL STRESS AFTER
ALL ADJUSTMENTS
ARE MADE (PSI)
TARGET STRESS (PSI)
TARGET STRESS (PSI)
TARGET STRESS (PSI)
FIELD MEASURED STRESS
FIELD MEASURED STRESS
TARGET STRESS (PSI)
FIELD MEASURED STRESS
TARGET STRESS (PSI)
FIELD MEASURED STRESS
TARGET STRESS (PSI)
U - L 1 1 0
L - LLL - LL 110 0
U - L
IF THERE IS
NEGATIVE DEFLECTION
THEN
REDUCE TENSION
IN NEGATIVE DIAGONALS
OR
INCREASE TENSION
IN POSITIVE DIAGONALS
IF THERE IS
POSITIVE DEFLECTION
THEN
REDUCE TENSION
IN POSITIVE DIAGONALS
OR
INCREASE TENSION
IN NEGATIVE DIAGONALS
MITER END ELEVATION
DOWNSTREAM UPSTREAM
LOWER GATE DOWNSTREAM ELEVATION
SCALE: NONE
POSITIVE DIAGONALS
POSITIVE DIAGONALS
NEGATIV
IA
GONALS
NEGATIV
IA
GONALS
6'
-4
8"
CL
G
U D
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N P
IN
CL
P
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2'- 0"
DETAIL
SCALE: NTS
2'- 0"
WELDABLE STRAIN GAGE
(TYP)
2'-0"
2'-0"
TO ALIGN GATE LEAF:
PRESTRESS TABLE
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SCALE: 1 1/2" = 1'-0"
SECTION
SCALE: 1 1/2" = 1'-0"
DETAIL
SCALE: 6" = 1'-0"
54321
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SHEET
DRAWING PLOT SIZE: D
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5' -0
6'-2"
6'-0"9 SPACE @ 8" = 6"
4' -8
SP
AC
E
CUT FROM L5 x 3 1/2" x 5/16"
GALVANIZED (TYP)
SECOND STAGE INFILL CONCRETE,
5000 PSI (TYP)
7"
8"
#4 W/ STANDARD 90°
HOOK @ 8" OC.
3/4"Ø CORE HOLE AND
EPOXY GROUT, TYP,
SEE NOTE 6.
2"
2"
4" TYP
8" MAX
TYP
4"
2"
TYP
NOTES:
1. GRATING DESIGN LOAD 250 PSF.
2. GRATING AT PARALLEL ANCHORAGE AT NORTH LOCK WALL SHOWN.
GRATING AT PARALLEL ANCHORAGE AT SOUTH LOCK SIM. GRATING
AT ANGLED ANCHORAGES SIM. SEE SHEETS SH-001 AND SH-002.
3. GRATING SHALL HAVE SERRATED SURFACE.
4. GRATING AND GRATING SUPPORT SHALL BE HOT-DIP GALVANIZED.
5. GRATING IS 19-W-4, 4" X 3/8" BEARING BAR SIZE OR APPROVED EQUAL.
6. BARS SHALL BE INSTALLED WITH HILTI HIT-RE 500-SD ADHESIVE, OR
APPROVED EQUAL.
CONCRETE CUT
LINES, TYP
CONCRETE CUT LINE
6"
6" 8'-8"13 SPACE @ 8" =
2" 2'
-0
S
PA
C
E
3"2'-0"3 SPACE @ 8" =
8"
EXISTING
CONCRETE
4" G
R
AT
IN
G
SP
A
N D
IR
EC
TI
O
N
CONCRETE EXCAVATION
BELOW
4"
8" X 3 1 2" STUD @ 8"
8" X 3 1 2" STUD @ 8" (TYP)
CUT FROM L5 X 3 1 2" X 5 16"
(TYP)
SECOND STAGE INFILL
CONCRETE (TYP)
4" GRATING
DOWEL
(TYP)
9'-2"
CUT FROM L5 x 3 1/2" x 5/16"
GALVANIZED (TYP)
7"
2"
2"
V
AR
IE
S
, S E
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/S
H -0
V
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/S H
-0
EXISTING
GRATING
A
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SHEET
IDENTIFICATION
1 2 3 4 5 6
E
US Army Corps of Engineers
SH100
T H
E
D
A L L E
S
L O
K
M
N A
V I G
A T
I O
N
L O
C K
U
T
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C
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T R
O L S
G
U D
G E
O N
D O
W N
S T
R E
T
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M I S
C
D
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A I L S
S E
H
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D S
H K
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D T
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M A
T T
H E
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S O
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P
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F D
D N
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H d w g
PORTLAND DISTRICT
NOTES:
1. FIELD VERIFY DIMENSIONS WITH GUDGEON HOOD PLATE IN UNLOADED CONDITION.
2. CUT COUPLER TO FIT SPACE BETWEEN BOTTOM GUDGEON HOOD PLATE AND THRUST
STIFFENER PLATE PER NOTE 1. CUT SURFACE TO BE MACHINED TO PRIOR TO GALVANIZING.
PROVIDE 1/16" CLEARANCE BETWEEN COUPLER AND GUDGEON HOOD PLATE AFTER
GALVANIZING.
3. DRILL 1-1/16"Ø STANDARD THRU-HOLES IN THRUST STIFFENER AT EACH BEARING BLOCK
LOCATION. PROVIDE A MINIMUM OF 1" OF THREAD INTO COUPLER. PRETENSION BOLTS TO 51
KIPS. VERIFY BOLT PRETENSION USING AN APPROVED METHOD ACCORDING TO AISC 360-10, E.G.
TURN-OF-NUT, DIRECT-TENSION-INDICATOR, OR CALIBRATED WRENCH.
4. ALL PARTS OF THE BEARING BLOCK ASSEMBLY ARE TO BE GALVANIZED, UNO.
BOTTOM GUDGEON HOOD PLATE
BEARING PLATE
THRUST STIFFENERS
THRUST PLATE
END POST FLANGE
REMOVE EXISTING BEARING
BLOCKS AND REPLACE WITH
NEW (4 PLACES EA. LEAF)
GUDGEON HOOD PLAN
SCALE: 1" = 1'-0"
REMOVE AND REPLACE BEARING
BLOCKS, TYP. 4 PLACES EACH LEAF
BOTTOM GUDGEON
HOOD PLATE
END POST
BEARING PLATE
THRUST PLATE
SECTION
SCALE: 1" = 1'-0"
A
BOTTOM GUDGEON
HOOD PLATE
1"Ø ASTM A325 HEAVY HEX BOLT, SEE NOTE
3, TYP.
ASTM F884 STANDARD WASHER, BOTH
SIDES OF THRUST STIFFENER, TYP.
ASTM A563 HEAVY HEX NUT, TYP.
ASTM A563 HEAVY HEX COUPLER, SEE NOTE 2, TYP.
BEARING PLATE
THRUST STIFFENER
THRUST PLATE
N O
T
BEARING BLOCK
ASSEMBLY, TYP.
Ø
N O
N.T.S.
EXISTING BEARING BLOCKS
PLAN VIEW
SCALE: 3/8" = 1'
GUDGEON ASSEMBLY
SCALE: 3/4" = 1'
54321
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B B
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E:IDENTIFICATION
SHEET
DRAWING PLOT SIZE: D
M . C
A R
N
EY
F.
B
A
TR
A C
K J.
C O
ST
E
LL
O
D
Portland District
TH
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D A
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D A
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H O
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U T
D O
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A
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MH-001
P O
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TL
A N
D D
IS
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. A R
M Y
C O
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IN
EL 161.25 (REF FROM SH-003)
EL 160.25
(REF FROM SH-003)
CL ANCHORAGE AT EL 162.25 (REF FROM SH-003)
5'-119 16"
EXISTING NORTH MITER GATE LEAF
SHOWN IN RECESSED POSITION
FACE OF
LOCK WALL
ANCHOR LINKAGE
RECESS, SH-001
TOP ANCHORING BAR
MH-005
BOTTOM
ANCHORING BAR
MH-005
FULCRUM
SH-004
ANCHORING BAR
CONNECTION TO FULCRUM
SH-003
5'-81 16"
4'-7"
EXISTING GUDGEON HOOD
SLEEVE NUT
MH-006
GUDGEON
HOOD
60°
GENERAL NOTES:
1. EXISTING MITER GATE IS COMPRISED OF ONE NORTH AND ONE SOUTH MITER GATE
LEAF. TWO GUDGEON ASSEMBLIES REQUIRED TOTAL
2. NORTH MITER GATE GUDGEON ASSEMBLY SHOWN, SOUTH MITER GATE GUDGEON
ASSEMBLY OPPOSITE HAND
3. CONCRETE OUTLINE, FULCRUM AND ANCHOR BOLTS SHOWN FOR REFERENCE ONLY,
SEE STRUCTURAL DRAWINGS FOR DETAILS
4. GUDGEON HOOD STIFFENING SHALL PRECEDE ALL WORK SHOWN HERE.
5. TOLERANCES:
A. UNLESS NOTED OTHERWISE, LAYOUT DIMENSIONS TOLERANCES ARE AS FOLLOWS
FRACTIONAL OR FT.- IN. MORE THAN 60” ±1/8”
FRACTIONAL OR FT-IN. LESS THAN 60” ±1/16”
DECIMAL INCHES .X 0.06”
.XX 0.03”
.XXX 0.010”
ANGULAR ±0.5 DEGREES
B. UNLESS NOTED OTHERWISE, DIMENSIONS BETWEEN HOLES AND MACHINED SURFACE
IN SINGLE PART HAVE A TOLERANCE OF ± 0.010”, FLATNESS OF MACHINED SURFACE
IS ±.020” AND CLEARANCE HOLES FOR BOLTS ARE 1/16” LARGER IN DIAMETER THAN
THE BOLT.
C. FEATURES OF PARTS AND ASSEMBLIES THAT ARE IMPLIED AS PARALLEL OR
PERPENDICULAR MUST BE PARALLEL OR PERPENDICULAR WITHIN ANGULAR
TOLERANCE
D. ALL MACHINED SURFACE FINISHES TO BE (√32) UNLESS OTHERWISE NOTED
6. WELDING:
A. WELDING SHOP AND FIELD SHALL CONFORM TO AWS D1.5 BRIDGE WELDING CODE
AND SPECIFICATION 05 50 03.99
B. ALL WELDS SHALL BE CONTINUOUS AND WATERTIGHT, SEALED ALL AROUND
C. COMPLETE JOINT PENETRATION GROOVE (CJP) WELDS INDICATED SHALL BE
AWS D1.5 PREQUALIFIED WELDS ONLY.
D. FILLET WELDS SHOWN SHALL MEET THE MINIMUM SIZE AS PER AWS D1.5 BRIDGE
WELDING CODE.
E. WELDING ELECTRODES SHALL BE E70XX USING MATCHING FILLER METAL AS
PRESCRIBED BY AWS D1.5 CHAPTER 4 FOR THE PROCESS USED AND BASE METAL.
7. SEAL BOLTS:
A. SEAL CLAMP BOLTS SHALL BE TIGHTENED UNTIL SEAL DEFORMS, THEN BACKED OFF
TO ZERO RUBBER (SEAL) DEFORMATION.
B. USE LOCTITE QUICK TAPE 249 BLUE OR APPROVED EQUIVALENT FOR THREADLOCKING
8. FRACTURE CRITICAL MEMBERS (FCM ) FOR MH SHEETS:
FRACTURE CRITICAL MEMBERS INCLUDE
1. TOP ANCHORING BAR
2. BOTTOM ANCHORING BAR
3. CONNECTION BAR 1 & 2
4. ANCHOR CONNECTION BAR 1 & 2
5. SLEEVE NUT
6. TOP LINK PLATE
7. BOTTOM LINK PLATE
8. TOP AND BOTTOM GUDGEON HOOD
9. FAILURE CRITICAL BEARINGS ( FCB ) FOR MH SHEETS:
FAILURE CRITICAL BEARINGS INCLUDE
1. GUDGEON PIN SPHERICAL BEARING
2. ANCHOR PIN SPHERICAL BEARING
3. PIN 1&2 BUSHING
10. PINTLE/GUDGEON ALIGNMENT
AFTER ASSEMBLY ON SITE WITH ANCHORS FULLY TENSIONED, THE SLEEVE NUTS SHALL
BE ADJUSTED TO ENSURE THE GUDGEON PIN IS DIRECTED ABOVE THE PINTLE WITHIN A
CIRCLE OF 1/8" IN DIAMETER.
5'-11 9 16 "
N
ANGLED ANCHORAGE
PARALLEL
ANCHORAGE
A
A
EN
D
O F
A N
C H
O R
IN
G
B A
R
END OF ANCHORING BAR
A
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1 9 8 2 5R ERE G I TSSS E
N A EL
E
NIGN
D
E R
T E
ON Y
PLAN - NORTH GUDGEON ASSEMBLY
SCALE 3/4" = 1'-0"
SECTION
SCALE 1 1/2" = 1'-0"
NORTH GUDGEON ASSEMBLY
CARBON STEEL
STAINLESS STEEL
BRONZE
SYNTHETIC COMPOSITE
NEOPRENE
PARTS LIST (QUANTITIES FOR ONE SIDE ONLY)
DWGMATERIALPART NUMBERQTYITEM
MH-005ASTM A564, XM-13 H1050GUDGEON PIN11
MH-004ASTM A572 GR 50GUDGEON PIN KEEPER PLATE12
MH-006ASTM A709 GR 50, F2GUDGEON HOOD BUSHING 113
MH-006ASTM A709 GR50, F2GUDGEON HOOD BUSHING 214
MH-006UHMWPE YELLOWSEAL PLATE15
MH-005ASTM A449, TENSION 51-54 KIPS, USE DTILINK PLATE BOLT126
MH-005ASTM A709, GR 50, F2TOP LINK PLATE17
MH-005ASTM A709, GR 50, F2BOTTOM LINK PLATE18
MH-006ASTM A572, GR 50BEARING SPACER PLATE19
MH-004ASTM A564 T630 H900/ UNS C72900, KAMATICS CORP OR EQUALGUDGEON SPHERICAL BEARING110
MH-005BRONZE, C95500GUDGEON BEARING HOLDER111
MH-005ASTM A564, XM-13, H1050PIN 1 AND 2212
MH-004ASTM A572, GR 50PIN 1 AND 2 KEEPER PLATE213
MH-005UHMWPEPIN 1 AND 2 WASHERS414
MH-004STAINLESS STEEL LINED WITH KARON V, KAMATICS CORP OR EQUALMAIN BUSHING - PIN 1 AND 2215
MH-004ASTM A668, CLASS K, CVN GRADE X4 35 FT-LBS AT 0°FCONNECTION BAR 1116
MH-004ASTM A668, CLASS K, CVN GRADE X4 35 FT-LBS AT 0°FCONNECTION BAR 2117
MH-004ASTM A668, CLASS K, CVN GRADE X4 35 FT-LBS AT 0°FSLEEVE NUT219
MH-004ASTM A668, CLASS K, CVN GRADE X4 35 FT-LBS AT 0°FANCHOR CONNECTION BAR 1120 MH-004ASTM A668, CLASS K, CVN GRADE X4 35 FT-LBS AT 0°FANCHOR CONNECTION BAR 2121
MH-005ASTM A709, GR 50, F2TOP ANCHORING BAR 1222
MH-005ASTM A709, GR 50, F2BOTTOM ANCHORING BAR 1223
MH-005ASTM A564, XM-13 H1050ANCHOR PIN224
MH-004ASTM A572 GR 50ANCHOR KEEPER PLATE225
EXISTING GUDGEON HOOD TOP126
EXISTING GUDGEON HOOD BOTTOM127
ASTM F436, TYPE 3HARDENED WASHER1428
ASTM A563 BHEAVY HEX NUT1229
MH-004ASTM A564 T630 H900/ UNS C96900, KAMATICS CORP OR EQUALANCHOR SPHERICAL BEARING230 ASTM A325, Ø1 3/8" x 3" LONG, DIMENSIONS AS PER ANSI/ASME B18.2.1, TORQUE TO 400 FT-LBS
GUDGEON KEEPER PLATE BOLTS 231
ASTM A325, Ø3/4" x 2" LONG, DIMENSIONS AS PER ANSI/ASME B18.2.1, TORQUE TO 150 FT-LBS
KEEPER PLATE BOLTS 832
ASTM A564 T630 H1150 - Ø7/8" HEXAGON SOCKET DOG POINT SET SCREW,
DIMENSIONS AS PER ANSI/ASME B18.6.2
DOG POINT SET SCREW833
ASTM A564 T630 H1150 - Ø7/8" HEXAGON SOCKET FLAT POINT SET
SCREW, DIMENSIONS AS PER ANSI/ASME B18.6.2
FLAT SET SCREW834
MH-006CARBON STEELADJUSTABLE SUPPORT235
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SHEET
DRAWING PLOT SIZE: D
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A R
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F.
B
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A C
K J.
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A-A
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EXISTING
EXISTING
MIN: 1/8" GAP
MAX: 2 1/8" GAP
6'-7"
NO
M
INAL
SEE NO
TE 9 O
N M H-001
2'-0"
2'-23 4"A-A
B-B 2'-0" 5'-81
16"A-A B-B 4'-7"
7"Ø
PIN 1 & 27"Ø
ANCHOR PIN
GUDGEON PIN
PIN 1
PIN 2
ANCHOR PIN 2
ANCHOR PIN 1
TOP ANCHORING
BAR 2
BOTTOM
ANCHORING BAR 2
TOP ANCHORING
BAR 1
BOTTOM ANCHORING
BAR 1
EXISTING
GUDGEON HOOD
TOP ANCHORING
BAR 1
TOP ANCHORING
BAR 2
7'-1013
16"NOMINAL
SEE NOTE 9 ON MH-001
2'-23 4"
5 67
12 13
GUDGEON PIN
8"NOM GAP
4"NOM GAP
A
B
A
B
MH-003
MH-003
FIELD DRILL INTO CONNECTION BARS AND ANCHOR CONNECTION BARS ONCE FINAL
ADJUSTMENT TO GUDGEON ASSEMBLY HAS BEEN MADE. INSERT DOG POINT SET SCREW
FIRST, TIGHTEN UNTIL THE DOG POINT BOTTOMS OUT IN THE CONNECTION ROD/ ANCHOR
CONNECTION ROD FIELD DRILLED RECESS. AFTER DOG POINT SET SCREW IS PROPERLY IN
PLACE, THREAD FLAT POINT SET SCREW, WITH LOCTITE, BEHIND DOG POINT SET SCREW,
TORQUE TO 20 FT-LBS, TYP
A B
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PLAN - GUDGEON ASSEMBLY
DISPLACED SHAPE WHEN MITERED
SCALE 3/4" = 1'-0"
GUDGEON PIN ALLOWABLE ROTATION
SCALE 3" = 1'-0"
LINK PLATE TENSIONING SEQUENCE
SCALE 1 1/2" = 1'-0"
ANCHOR PIN ALLOWABLE ROTATION
SCALE 3" = 1'-0"
MITERED WITH HYDROSTATIC LOADING
MITERED WITHOUT HYDROSTATIC LOADING
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SHEET
DRAWING PLOT SIZE: D
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A R
N
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F.
B
A
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A C
K J.
C O
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TH
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O
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. A R
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0°
GUDGEON MEMBER LABELS
NTS
8 9
10"
GUDGEON PIN DISPLACEMENT
TOWARDS WALL QUOIN
2 1 4"
PIN 1 TOTAL DISPLACEMENT
WHEN GATE IN MITERED POSITION
MITERED
α = 60°
1 7 8"
PIN 2 TOTAL DISPLACEMENT
WHEN GATE IN MITERED POSITION
MEMBER FORCES
DEAD LOAD + NORMAL OPERATOR LOAD + DYNAMIC LOAD ALLOWANCE
A B
C
D
E
GUDGEON
PIN
PIN 1
PIN 2
ANCHOR PINS
MH-002
MH-002
A_
2°
DEGREE AMOUNT B SHIFTS
FROM NORMAL POSITION
2°
DEGREE AMOUNT A SHIFTS
FROM NORMAL POSITION
AFTER ITEMS 3 AND 4 HAVE BEEN WELDED ONTO THE UPPER AND LOWER
GUDGEON HOOD, AND BEFORE THE LINK PLATE ASSEMBLY INSTALLATION,
ITEMS 3 AND 4 SHALL BE FIELD LINE BORED WITH RESPECT TO DATUM B
SHOWN. THE INNER DIAMETER OF ITEM 4 IS LESS THAN THE INNER DIAMETER
OF ITEM 3, SEE SHEET MH-006 FOR DETAILS. FIELD LINE BORE THROUGH
BOTH ITEMS 3 AND 4 WITH THE SMALLER DIAMETER TO ENSURE
CONCENTRICITY OF THE PIN HOLE, AND THEN FINISH BORING OUT THE
LARGER DIAMETER OF ITEM 3.
ITEMS 22 AND 23 SHALL BE LINE BORED IN THE SHOP WITH
RESPECT TO DATUM A AS SHOWN. ITEMS 21 AND 30 SHALL
NOT BE LINE BORED.
A
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1 9 8 2 5R ERE G I TSSS E
N A EL
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D
E R
T E
ON Y
N
1'-17 32" ____ u6 H7
1'-17 32" ____ u6 H7
.010 B
.010 B
8°
POINT OF ROTATION
.010 A
.010 A
A
MH-006
A_
ADJUSTABLE SUPPORT
SEE MH-006
2°
POINT OF ROTATION
23 30
MAIN BUSHING - PIN 1 AND 2
SCALE 3" = 1'-0"
ITEM NO. 15
SECTION A
SCALE 3" = 1'-0"
ANCHOR SPHERICAL BEARING
SCALE 3" = 1'-0"
ITEM NO. 30
SECTION B
SCALE 3" = 1'-0"
GUDGEON SPHERICAL BEARING
SCALE 3" = 1'-0"
ITEM NO. 10
SECTION C
SCALE 3" = 1'-0"
ANCHOR CONNECTION BAR 1
SCALE 1 1/2" = 1'-0"
ITEM NO. 20
ANCHOR CONNECTION BAR 2
SCALE 1 1/2" = 1'-0"
ITEM NO. 21
CONNECTION BAR 1
SCALE 1 1/2" = 1'-0"
ITEM NO. 16
CONNECTION BAR 2
SCALE 1 1/2" = 1'-0"
ITEM NO. 17
PIN 1 AND 2 KEEPER PLATE
AND ANCHOR PIN KEEPER PLATE
SCALE 3" = 1'-0"
ITEM NO. 13 AND 25
GUDGEON PIN KEEPER PLATE
SCALE 3" = 1'-0"
ITEM NO. 2
DETAIL 1, TYP
SCALE 3" = 1'-0"
54321
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SHEET
DRAWING PLOT SIZE: D
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A R
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F.
B
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K J.
C O
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2"Ø
7" H6Ø
5" KARON V
KARON V
R51 2"
S
6"
1'-0"Ø
7" H7 1"
5"
KARON V
KARON V
KARON V
8" H7
2"
8"
2"
1'-2" c9Ø
R61 2"S
R10"1'-0" H6
R2 1 2 "
1' -1
5"
R10"
1'-0" H6
7"Ø
R2 1
2 " TYP
5"
1'-0"
UNJ THREAD, 4 TPI
LH THREADS
2"
RECTANGULAR TO
CIRCULAR TRANSITION
R81 2"81 2" H6
R2 1
2" TYP
7"Ø
1"
5"
1'-3"
UNJ THREAD, 4 TPI
RH THREADS
2"
RECTANGULAR TO
CIRCULAR TRANSITION
5" 1"
2" H6
R81 2"
7"Ø
5"
2"
RECTANGULAR TO
CIRCULAR TRANSITION
1'-0"
UNJ THREAD, 4 TPI
RH THREADS
R2 1 2 "
1' -1
2"
RECTANGULAR TO
CIRCULAR TRANSITION
1'-4"
UNJ THREAD, 4 TPI
LH THREADS
7"Ø
1"
1"
1"
1' -8
2"
1'-6" h5Ø
1" TYP
CHAMFER 1/8"
1'-2"
1'-4"
1" TYP
16"
2X 4"
2" 1"
2X Ø3/4" X 2" LONG BOLTS TO
BE PROVIDED PER KEEPER PLATE
1'-21 8"
1'-9"
4"
2"
1 7 16 "
2X
1"
2X Ø1 3/8" X 3" LONG BOLTS TO BE PROVIDED PER KEEPER PLATE
DRILL TWO NEW THRU BOLT HOLES INTO EXISTING UPPER
GUDGEON HOOD TO MATCH THE GEOMETRY OF THE NEW GUDGEON
PIN KEEPER PLATE (ITEM 2). PROVIDE A WASHER AND NUT FOR EACH
BOLT, TORQUE TO 400 FT-LBS
A_
B_
C_
2X Ø0.70" FIELD
DRILL FOR DOG
POINT SET SCREW
2X Ø0.70" FIELD
DRILL FOR DOG
POINT SET SCREW
2X Ø0.70" FIELD
DRILL FOR DOG
POINT SET SCREW
1"
1"
2X Ø0.70" FIELD
DRILL FOR DOG
POINT SET SCREW
30°
TYP
30°
TYP 30°
TYP
30°
TYP
2"
8"
8"
2"
.125
.250
45°
.125
5"
.250
.125
1' -0
Ø
H
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A C
HS I NG
RO
AC
W
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1 9 8 2 5R ERE G I TSSS E
N A EL
E
NIGN
D
E R
T E
ON Y
N
1" R1"
2'-0"
2" 1"
R2"
R 2"
R1"
TOP AND BOTTOM LINK PLATE
ITEM NO. 7 & 8
GUDGEON BEARING HOLDER
SCALE 3" = 1'-0"
ITEM NO. 11
SECTION D
SCALE 3" = 1'-0"
GUDGEON PIN
SCALE 3" = 1'-0"
ITEM NO. 1
SECTION A
SCALE 3" = 1'-0"
PIN 1 AND 2
SCALE 3" = 1'-0"
ITEM NO. 12
SECTION B
SCALE 3" = 1'-0"
ANCHOR PIN
SCALE 3" = 1'-0"
ITEM NO. 24
SECTION C
SCALE 3" = 1'-0"
ANCHORING BAR TOP & BOTTOM
SCALE 1 1/2"=1'
ITEM NO. 22 & 23
LINK PLATE BOLT
SCALE 3" = 1'-0"
ITEM NO. 6
PIN 1 AND 2 WASHER
SCALE 3" = 1'-0"
ITEM NO. 14
US Army Corps of Engineers ®
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- F iv e P in \L in k
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Pl at e_ M
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.ip t D
ES
IG
N F
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IDENTIFICATION
SHEET
DRAWING PLOT SIZE: D
M . C
A R
N
EY
F.
B
A
TR
A C
K J.
C O
ST
E
LL
O
D
Portland District
TH
E
D A
LL
E
S L
O C
K A
N D
D A
M N
A V
IG
A
TI
O
N L
O C
K U
S G
A
TE
, C O
N
TR
O
LS
, G U
D G
E O
N
G U
D G
EO
N
A N
C H
O R
A G
E C
O M
P O
N E
N
TS
II
MH-005
O
R
TL
A N
D D
IS
TR
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T
U .S
. A R
M Y
C O
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PS
O F
EN
G
IN
E
ER
S
P O
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TL
A N
D , O
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JA
M
E S
C O
S
TE
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O
A S
S H
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6/
W
N
-1 6-
R -0
W N
S
TR
E A
M G
A
TE
54321
D
C
B
A
CL
SYM
CL
SYM
CL
SYM
1'-2 " H
7" H7
7" H7
16"12X
TYP
1'-10"
BC
4"4X
FOR ITEM NO. 7 ONLY, TYP
R81 2"
R1 '-2
4" THICK
4' -1
4"
8" n5
1' -9
2"
4" - 0'-0"
16"+
8 5 8"
R8 1 2 "
7 1 2"
7" f6Ø
4"
4" - 0'-0"
16"+
8" H7Ø
9"Ø
11"Ø
2"
60°
2' -2
4"
2'-0"
KARON V
4"
7" f6Ø
Ø7 1 2 "
4" - 0'-0"
16"+
15°
15°
4"
4"
4"
4"
1"
4"1'-2"
BC
TYP
5'-119 16"
R9"
R 1'
-6
8"
1 32
" H
2" 1 5 8" - 6 TPI
TAPPED HOLE FOR
EYE BOLT
FASTENAL PART NO. 42342
OR EQUAL
2" 1 5 8 " - 6 TPI
TAPPED HOLE
FOR EYE BOLT,
FASTENAL PART NO. 42342
OR EQUAL
SEE SH-004
FOR BOLT PATTERN DIMENSIONS
.75 1.25
TAPPED HOLE, 2 PLACES
FOR ITEM NO. 22 ONLY, TYP
1'-2"
7"
2" 15
8 - 6 TPI
TAPPED HOLE FOR EYE BOLT
FASTENAL PART NO. 42342 OR EQUAL
4"
4"
15°
3" 1'
-2
4" 3"
8" f6Ø
8" n5Ø
1' -0
U N
C
1"NOM Ø
R 1
16" TYP
R 1
8 " TYP
R 1
8 " TYP
4"
8" THICK
1'-2"
" H
1/8" - 45° CHAMFER, TYP
FOR ITEM NO. 22 ONLY
PAINT, SEE SPECIFICATION
SECTION 09 97 02.99 25
APPLY SLIP CRITICAL PRIMER TO
ACHIEVE A CLASS B SURFACE
SEE SPECIFICATION SECTION 09 97 02.99 25
A_ B_
C_
D_
HEAD DIMENSIONS PER
ANSI/ASME B18.2.1
HEAD HEIGHT PER
ANSI/ASME B18.2.1
1/8" - 45° CHAMFER
ITEM NO. 7 TOP SIDE ONLY
A
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1 9 8 2 5R ERE G I TSSS E
N A EL
E
NIGN
D
E R
T E
GUDGEON HOOD BUSHING 1
ITEM NO. 3
SECTION B-B
SCALE 1 1/2" = 1'-0"
GUDGEON HOOD BUSHING 2
SCALE 1 1/2" = 1'-0"
ITEM NO. 4
SECTION C-C
SCALE 1 1/2" = 1'-0"
GUDGEON SPANNER
SCALE 3" = 1'-0"
MATERIAL: ASTM A709 GR 50 AND PIPE ASTM A519
NO. REQUIRED: MINIMUM 2
BEARING SPACER PLATE
SCALE 1 1/2" = 1'-0"
ITEM NO. 9
SLEEVE NUT
SCALE 3" = 1'-0"
ITEM NO. 19
SECTION E-E
SCALE 3" = 1'-0"
SEAL PLATE
SCALE 1 1/2" = 1'-0"
ITEM NO. 5
PLAN - ADJUSTABLE SUPPORT
SCALE 3" = 1'-0"
ITEM NO. 35
SECTION D-D
SCALE 3" = 1'-0"
SECTION F-F
SCALE 3" = 1'-0"
54321
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G ud ge on
P in
K ee pe r P la te
.ip t
D E
S
IG
N F
IL
E
IDENTIFICATION
SHEET
DRAWING PLOT SIZE:D
M . C
A R
N
EY
F.
B
A
TR
A C
K J.
C O
ST
E
LL
O
D
Portland District
TH
E
D A
LL
E
S L
O C
K A
N D
D A
M N
A V
IG
A
TI
O
N L
O C
K U
S G
A
TE
, C O
N S
TR
O
LS
, G
U D
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O N
G U
D G
EO
N
A N
C H
O R
A G
E C
O M
P O
N E
N
TS
II
MH-006
O
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TL
A N
D D
IS
TR
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T
U .S
. A R
M Y
C O
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PS
O F
EN
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IN
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ER
S
P O
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TL
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D , O
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C O
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S H
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6/
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-1 6-
R -0
W N
S
TR
E A
M G
A
TE
CL
SYM
CL
CL SYM
CL
SYM
CL
SYM
CL SYM
CL CL
8" H6
1'-17 32"
1'-21 8"
1"
2"
1'-17 32"
8" H6
2"
1"
1'-21 8"
R2" R81 8"
R63 16"
R61 16"
75°
85°
2" 11
2"1'-8"
1"
2'-63 16"
Ø15/32" X 1 1/2" LONG
STEEL PIN
R1"
GRIND CORNERS TO FIT
WITH TUBING I.D., TYP
4"
1'-6" H6
2'-4" 1'-10"BC
16"12X TYP
THRU HOLE
2" INTERNAL RH THREADS
UNJ THREADS, 4 TPI
2" INTERNAL LH THREADS
UNJ THREADS, 4 TPI
1' -1
8"
7" N
O M
Ø
1'-8"
60°
TYP
1/8" CHAMFER, TYP
ONE Ø1/4" THRU HOLE
FOR GREASE ZERC
FITTING TO BE PROVIDED
PER SLEEVE NUT
DRILL Ø1/2" HOLE X 1" DEEP
TYP 6 PLACES
1/8" - 45° CHAMFER
10"
8" THICK
1'-5" 8" H8
Ø8" AWWA
CLASS D FLANGE
4X Ø3/4" ANCHOR BOLTS TO BE
EQUALLY SPACED ON BOTTOM FLANGE
8" EMBED DEPTH
4"Ø
Ø8" SCHEDULE 140 PIPE, ASTM A519
BORE ID TO Ø7 1/4"
4"
ORKOT GROOVE DEPTH
2"
Ø8" SCHEDULE 140 PIPE, ASTM A519
ACME THREADS, 4 TPI
INTERNALLY THREADED FOR FULL LENGTH
5"Ø EXTERNALLY THREADED TO MATCH
INTERNAL THREADS ON Ø8" PIPE
FABRICATE FROM ROUND, ASTM A575 1018
1"
4"
ORKOT GROOVE THICKNESS
8"
ORKOT GROOVE ID
ORKOT RING, TLMM MARINE OR EQUAL
ID Ø10 3/8" X 1" WIDE X 1/2" THICK
USE EPOXY SPECIFIC FOR ORKOT
TO HOLD IN PLACE
5/16"
1/8" - 45° CHAMFER
PAINT
SEE SPECIFICATION SECTION 09 97 02.99 25
5/16"
1"
4"
A D
JU
S
TA
B
LE
8"
5/16"
D_
B_ C_
E_ A
MH-003
8X Ø7/8" THRU
TAP FOR SET SCREWS
PROVIDE THREADED PLUGS
FOR UNUSED HOLES
30°
Ø7/8 THREADED THRU HOLES
FOR SET SCREWS, 8 TOTAL
4" 63
4"90° 31 4"
F_
4"
8"
16"
8"
STEEL TUBING
ASTM A519
OD 2.125
ID 1.750
30°
4"
8"
16"
8"
A
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AC
W
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E
H
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FE
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1 9 8 2 5R
ERE G I TSSS E
N A EL
E
NIGN
D
E R
T E
SECTION A
SCALE 1/8" = 1'-0"
EXISTING MITER DETAIL
BETWEEN NORTH / SOUTH LEAVES
SCALE 1 1/2" = 1'-0"
NEW MITER DETAIL
BETWEEN NORTH / SOUTH LEAVES
SCALE 1 1/2" = 1'-0"
CONCAVE QUOIN BLOCK
NEW SPACER PLATE, TYP
SCALE 1 1/2" = 1'-0"
MATERIAL: ORKOT TLMM MARINE OR EQUAL
SITE PLAN
SCALE 1 : 400
US Army Corps of Engineers ®
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A C
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IDENTIFICATION
SHEET
DRAWING PLOT SIZE: D
M . C
A R
N
EY
F.
B
A
TR
A C
K J.
C O
ST
E
LL
O
D
Portland District
TH
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D A
LL
E
S L
O C
K A
N D
D A
M N
A V
IG
A
TI
O
N L
O C
K U
S G
A
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, C O
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TR
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, G U
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A
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Q U
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C O
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R -0
W N
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TR
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M G
A
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54321
D
C
B
A
NORTH MITER GATE
SOUTH MITER GATE
NORTH
MITER GATE
SOUTH
MITER GATE
NEW SPACER PLATE
FOR CONCAVE QUOIN BLOCK
FOR GATE/GATE MITER
SEE DETAIL 1
NOTES:
1. FOR ALL BLOCK ASSEMBLIES, EXISTING BOLTING PATTERNS, EXISTING
QUOIN BLOCKS AND EXISTING SPACER PLATES, USE DRAWINGS
MQ501 - MQ509 FROM DALLES FINAL AS BUILT DRAWINGS FOR REFERENCE.
2. FINAL ADJUSTMENT OF THE QUOIN GAP SHALL BE 0.01 INCHES UNIFORM FROM
THE PINTLE TO THE GUDGEON
3. REUSE EXISTING QUOIN BLOCKS, EXISTING SPACER PLATES AND EXISTING
UNDAMAGED SEALS. NEW ATTACHMENT HARDWARE TO BE PROVIDED BY
THE CONTRACTOR TO REPLACE PIECES DAMAGED DURING DISASSEMBLY.
4. REPLACE STRING SEAL DAMAGED DURING DISASSEMBLY WITH ADEKA ULTRA
SEAL KM STRING 8MM OR EQUAL. APPLY PASTE IN ACCORDANCE WITH
MANUFACTURER INSTRUCTIONS.
6"
D
3"
2"
2"
2" 11
2"
2"
THICK
1'-2"
8" THRU
TYP, 3 PLACES
NORTH
MITER GATE
SOUTH
MITER GATE
33'-8" (REF)
BLOCK ASSEMBLY A
36'-8" (REF)
BLOCK ASSEMBLY B
22'-0" (REF)
BLOCK ASSEMBLY C
13'-10 1 2" (REF)
BLOCK ASSEMBLY D
CONCAVE QUOIN BLOCK SPACER PLATE TABLE
BLOCK ASSEMBLY D1 (REF) NO. SPACER PL REQ'D
A 4'-5 1/2" 8 B 4'-10" 8 C 3'-11" 6 D 3'-8 27/32" 4
MITER BULB SEAL
SEE MH-008
NORTH MITER
GATE LEAF
SOUTH MITER
GATE LEAF
6'
-2
2" (R
E F)
S O
U
TH
G
AT
E C
O N
C A
V
Q
O
IN
B
LO
C
K N
EE
D
S T
O
IM
M
E D
F U
LL
H
E
IG
H T
O F
G A
TE
A_
B_
A
MH-008
B_
1_
B_
DAMAGE TO STRING SEALS SHALL BE REPAIRED
SEE NOTE 4
ADJUST WEDGE ADJUSTMENT BOLT UNTIL WEDGE
IS IN THE FULLY EXTENDED POSITION. FOR WEDGE
AND ADJUSTMENT BOLT DETAILS, REFER TO DALLES
FINAL CONTRACT DRAWINGS, MQ508
BLOCK ASSEMBLIES REFERENCED FROM DALLES
FINAL CONTRACT AS BUILT DRAWINGS, MQ502
D1 IS REFERENCED FROM DALLES FINAL
CONTRACT DRAWINGS, TABLE 2 ON MQ507
A
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1 9 8 2 5R
ERE G I TSSS E
N A EL
E
NIGN
D
E R
T E
MITER GATE NORTH AND SOUTH LEAF
REPLACEMENT MITER SEAL
SCALE 3" = 1'-0"
GATE NOT SHOWN FOR CLARITY
MATERIAL: RUBBER, DUROMETER TO MATCH EXISTING
VIEW B-B
SCALE 3" = 1'-0"
SECTION C-C
SCALE 3" = 1'-0"
SECTION D-D
SCALE 6" = 1'-0"
SECTION E-E
SCALE 6" = 1'-0"
MITER BULB SEAL
SCALE 1'-0" = 1'-0"
REQUIRED LENGTH: 106'-2 1/2"
54321
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A C
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D es ig n
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\S ea l A ss em bl y.
ia m D
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IDENTIFICATION
SHEET
DRAWING PLOT SIZE: D
M . C
A R
N
EY
F.
B
A
TR
A C
K J.
C O
ST
E
LL
O
D
Portland District
TH
E
D A
LL
E
S L
O C
K A
N D
D A
M N
A V
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A
TI
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N L
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K U
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A
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TR
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G A
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S
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B U
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MH-008
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S
TR
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A
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8"
8"
45°
4"
R
16 "
0.060" THICK
FLOUROCARBON FILM
NOTE:
1. DISASSEMBLE MITER SEAL. REMOVE BOLTS (MINIMUM 2)
ON J BULB TO ALLOW ACCESS. CUT JOINT
2. PROVIDE NEW MITER SEAL AND NEW REPLACEMENT
MOUNTING HARDWARE. VULCANIZE JOINT WITH J BULB.
PROVIDE TWO NEW ATTACHING BOLTS AND CLAMP PLATE.
3. FOLLOW SEAL MANUFACTURER INSTRUCTIONS FOR CLEANING
PRIOR TO VULCANIZING
4. SHIM TO ACHIEVE A TOTAL OF 1/16" INTERFERENCE BETWEEN
THE TWO BOTTOM SEALS AT THE MITER WHEN FULLY CLOSED
BY GATE STOP. SHIM MATERIAL SHALL BE ORKOT TLMM MARINE
OR EQUAL
5. A TAPERED SHIM SHALL BE PROVIDED SUCH THAT THE BOTTOM
SEAL ALONG THE CURVED SKIN PLATE OF THE GATE ACHIEVES
CONTACT, BUT NO PRECOMPRESSION, WITH THE SILL BEAM. THE
TAPERED SHIM MATERIAL SHALL BE FLAT SEAL MATERIAL THAT
MATCHES THE MATERIAL OF THE BOTTOM SEAL.
R 1 8 "
8"Ø
VULCANIZED MITERED
FIELD SPLICE LOCATION
EXISTING BULB SEAL TO REMAIN 1'-23
4"APPROX REPLACED SEAL
8"
1'-0"
2"
4" 8"
4"
4"
R1 1 2 "
R1"
2" 4X
1/2" TYP
4 "
4X
THRU, TYP
INSTALL SEAL TO SEAL SUPPORT WITH Ø3/4"
STAINLESS STEEL BOLT, NUTS AND WASHERS
INSTALL WITH Ø2" WASHERS ON THE SEAL SIDE
EXISTING NORTH MITER
GATE LEAF EXISTING SOUTH MITER
GATE LEAF
4X Ø3/4" X 6" LONG - COUNTER SUNK BOLTS, NUTS AND WASHERS
ASTM A193 B8 BOLTS, ASTM A194 NUTS AND ASTM A276 TYPE 316 WASHERS
VULCANIZED FIELD
SPLICE LOCATION
R11 2"
3"
7"
2"
R7 16"
2"
2"
2"
4"
7"
3"
R1 1 2 "
2"
4"
Ø
PROVIDE REPLACEMENT NEOPRENE MITER SEAL
NEW CLAMP PLATE
316 STAINLESS STEEL
3"93 16"213
16" 11 4"
2"
D_ E_
B_
C_
A
MH-007
1_
1_
NEW TAPERED SHIM
SEE NOTE 5
NEW SHIM
SEE NOTE 4
A
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1 9 8 2 5R
ERE G I TSSS E
N A EL
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D
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SURFACE MOUNT ANODE
TYPICAL 15 LOCATIONS
1/4 TOTAL WIDTH
MID-POINT ON GATE
1/4 TOTAL WIDTH
ROUTE ANODE PIGTAILS TO
JUNCTION BOX THROUGH
PVC COATED CONDUIT
SECURE CONDUIT AT 8' INTERVALS
USING LOW PROFILE
PVC COATED OR NON-METALLIC
UNI-STRUT, UNI-STRUT ATTACHED
TO LEAF USING WELD STUDS
ANODE JUNCTION BOX, SECURE IN PLACE WITH 2 GALVANIZED
UNI-STRUT CHANNELS ATTACHED TO RAILING HORIZONTAL
MEMBERS BY U-BOLTS
ANODE JUNCTION BOX
NEGATIVE
CONNECTION
GALVANIZED FLEX CONDUIT
WITH 2FT OF SLACK TO
SPAN GATE END POST
CONDUIT TO RECTIFIER
PVC COATED
RIGID GALVANIZED
STEEL CONDUIT
MINIMUM 1-1/2"Ø
FLEX CONDUIT
TO RECTIFIER
RECTIFIER
JUNCTION BOX
SURFACE MOUNT ANODES
(TYPICAL 15 LOCATIONS)
NEGATIVE
CONNECTION
A.C. INPUT
(USE DEDICATED CIRCUIT)
#6 AWG
#6 AWG
#6 AWG
#6 AWG
#6 AWG
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MITER GATE UPSTREAM ELEVATION
ANODE PLACEMENT
N.T.S.
CP-1
WIRING SCHEMATIC
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CP-3
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CP-3
CP-3
CP-5
CP-3
CP-1
CP-3
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SHEET OF
SHEET
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US Army Corps of Engineers
Portland District
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12OCT2015
RECTIFIER
JUNCTION BOX
DOWN STREAM
HANGING ANODE
(TYPICAL 8 LOCATIONS)
NEGATIVE
CONNECTION
MMO WIRE ANODE ASSEMBLY
#6 AWG
#6 AWG
#6 AWG
#6 AWG
A.C. INPUT
(USE DEDICATED CIRCUIT)
DOWNSTREAM
MAGNESIUM ANODE
UPSTREAM
MAGNESIUM ANODE
2" (NOMINAL)
4" (NOMINAL)
A
N O
D E
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T
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NEGATIVE CONNECTION
ANODE JUNCTION BOX, SECURE IN PLACE WITH 2 GALVANIZED
UNI-STRUT CHANNELS ATTACHED TO RAILING HORIZONTAL
MEMBERS BY U-BOLTS
SECURE CONDUIT AT 8' INTERVALS
ROUTE ANODE PIGTAILS TO
JUNCTION BOX THROUGH
CONDUIT
HANGING ANODE
(TYPICAL)
ANODE ISOLATION
BAR (TYPICAL)
ANODE ISOLATION
BAR (TYPICAL)
ANODE JUNCTION BOX
NEGATIVE CONNECTION
GALVANIZED FLEX CONDUIT
WITH 2FT OF SLACK TO
SPAN GATE END POST
CONDUIT TO RECTIFIER
FLEX CONDUIT
TO RECTIFIER
ANODE
SUSPENSION
ASSEMBLY
(TYPICAL)
HANGING ANODE ASSEMBLY
(TYPICAL)
D O
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H A
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CP-2
C A
T H
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O
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C T
I O
N
S
Y S
T E
M
SCALE
" = 1'-0"
MITER GATE DOWNSTREAM ELEVATION
ANODE PLACEMENT
N.T.S.
CP-2
WIRING SCHEMATIC
T H
E
D
A L
L E
S
L
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N.T.S.
CP-2
MAGNESIUM ANODE
N.T.S.
CP-2
MAGNESIUM ANODE INSTALLATION
PLAN VIEW
CP-2
CP-2
CP-2
CP-2
CP-4
CP-4
CP-4
CP-…
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