64W220-27.pdf

1’-9"

4"

G R

O U

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1 2

F

O

W A

S H

E

P L

A T

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BY WILLIAMS FORM CORP. OR EQUAL

PROTECTION ANCHOR AS MANUFACTURED

PREGROUTED MCP3-MULTIPLE CORROSION

HOLE IN CONCRETE

6" DIA. DRILLED

AND DRILLED HOLE FOR ANCHOR

ENCAPSULATION PIPE O.D.

�" MIN. ANNULUS BETWEEN

CENTRALIZER

ENCAPSULATION PIPE

GROUT

ENCAPSULATION PIPE

(GRADE 150 KSI)

THREADED ASTM A722

PRE-GROUTED 1�" DIA.

PROTECTIVE CAP GUIDE

CORRUGATED PIPE CAP

PTI RECOMMENDED ANCHOR HEAD CAP

INHIBITING WAX

FILL WITH CORROSION

WASHER AS REQUIRED BY MANUFACTURER

ANCHOR HEAD NUT AND HARDENED

2�" DIA. HOLE

2" X 8" DIA. PLATE W/

TO INSTALLING ANCHOR HEAD CAP

CUT BAR WITH BLADE AS SHOWN PRIOR

PROTECTIVE CAP GUIDE

CORRUGATED PIPE CAP

ENCAPSULATION PIPE

(GRADE 150 KSI)

THREADED ASTM A722

PRE-GROUTED 1�" DIA.

HOLE IN CONCRETE

6" DIA. DRILLED

AND DRILLED HOLE FOR ANCHOR

ENCAPSULATION PIPE O.D.

�" MIN. ANNULUS BETWEEN

GROUT

BY WILLIAMS FORM CORP. OR EQUAL

PROTECTION ANCHOR AS MANUFACTURED

PREGROUTED MCP3-MULTIPLE CORROSION

PTI RECOMMENDED ANCHOR HEAD CAP

INHIBITING WAX

FILL WITH CORROSION

WASHER AS REQUIRED BY MANUFACTURER

ANCHOR HEAD NUT AND HARDENED

2�" DIA. HOLE

2" X 8" DIA. PLATE W/

TO INSTALLING ANCHOR HEAD CAP

CUT BAR WITH BLADE AS SHOWN PRIOR

F

W

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A T

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8" DIA. X 5" THICK W/ 2�" DIA. HOLE

LOAD CELL/ BEARING PLATE

CLOSED CELL NEOPRENE GASKET

2" THICK X 2�" I.D. 6�" O.D.

HEAT SHRINK SEAL

HEAT SHRINK SEAL

CENTRALIZER

ENCAPSULATION PIPE

HEAT SHRINK SEAL

CLOSED CELL NEOPRENE GASKET

2" THICK X 2�" I.D. 6�" O.D.

HEAT SHRINK SEAL

SMOOTH SLEEVE SMOOTH SLEEVE

1’-0"

GROUT

(9) 8000 PSI

FRAME

(3) SET

GROUT

(6) 8000 PSI

GROUT BASE PLATE

(4) 8000 PSI

EXCAVATION LINE

CONCRETE

(8) 3500 PSI

CONCRETE

(8) 3500 PSI

PULL TEST = 312 KIPS

(2) GROUT ANCHOR BAR TO 5000 PSI

CONSTRUCTION JOINT

CONCRETE

(5) 3500 PSI

ROD

(11) ANCHOR

LINE

EXCAVATION

(12) PIN

1’-0" 1’-9"

WATER STANDING

FRAME TO PREVENT

FROM BACKSIDE OF

SLOPE CONCRETE AWAY

F

R A

M E

A

F

R A

M E

B

(SEE SHEET 64W220-33)

(THIS SIDE ONLY)

AND BASE PLATE ASSEMBLY

COMPRESSION LOAD CELL "A"

211 KIPS

(7) PRESTRESS BARS

ANCHOR ROD

(9) SET

8000 PSI

(7) GROUT

8000 PSI

(4) GROUT BASE PLATE

8000 PSI

(5) GROUT

(3) SET FRAME

(10) SET PIN

EXCAVATION LINE

CONSTRUCTION JOINT

OPTIONAL

6"

PULL TEST TO 190 KIPS

(2) GROUT ANCHOR BOLTS TO 5000 PSI

OPTIONAL EXCAVATION LINE

LINE

EXCAVATION

128 KIPS

(6) PRESTRESS BARS

(SEE SHEET 64W220-33)

& BASE PLATE ASSEMBLY

COMPRESSION LOAD CELL "B"

FORM CORP. OR EQUAL

AS MANUFACTURED BY WILLIAMS

CORROSION PROTECTION ANCHOR

1�" DIA. PREGROUTED MCP3-MULTIPLE

LC PIN

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SCALE: 1 �"=1’-0"

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SCALE: 1 �"=1’-0"

ANCHOR BAR "A"

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M P

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B

N G

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S S

IN

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EL. 657’-10"

EL. 686’-2�"

S T

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S S

IN

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EL. 658’-3"

EL. 686’-7�"

LC ANCHOR

1’-3"

CONSTRUCTION SEQUENCE.

NUMBER IN PARENTHESIS INDICATES

NOTE:

CONSTRUCTION SEQUENCE.

NUMBER IN PARENTHESIS INDICATES

NOTE:

EL. 686’ - 7�"

EL. 687’ - 7�"

EL. 692’ - 3�"

C ANCHOR "A"L

SCALE:

DO NOT ALTER MANUALLY

C.A.D. DRAWING

ISSUED BY:

R

TENNESSEE VALLEY AUTHORITY

FOSSIL AND HYDRO ENGINEERING

AUTOCAD R

DATE

PLOT FACTOR:

REVIEWED BY: APPROVED BY:

AS CONST

EXCEPT AS NOTED

NO.

REV.

DATE

R

R

DRWNDSGN CHKD RVWDSUPV APPD

PROJECT

ISSD

ID

CD

REV

DISCIPLINE

INTERFACE

US Army Corps of Engineers

Nashville District

SUBMITTED BY:

APPROVED BY:

P l o t i m e

P l o t a t e

F i l e a m e

T im e

D a t e

F il e

DESIGNED BY:

DRAWN BY:

CHECKED BY:

CHIEF, ENGINEERING CONSTRUCTION DIVISION

H

F

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3 4 5 6

D

C

B

A

2 3 4 5 6

7 8

REV NO.TASK COMPLETED BY:

F

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7 8 9 10

D

C

B

11 12

A

C

W_TVA

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XX

INITIAL ISSUE

CHICKAMAUGA PROJECT

CHIEF, CIVIL DESIGN BRANCH

US Army Corps of Engineers

Huntington District

SUBMITTED BY:

CHIEF, CIVIL DESIGN BRANCH

W. MILLER D.A.K.

A.B.C.

J.C.C.

64W220-27

UPPER MITER GATE ANCHORAGE REPLACEMENT

C 7 X

ANCHOR BARS &

CONCRETE PLACEMENT

DETAILS

JAN/17

CHICKAMAUGA LOCK FINAL SUBMITTAL

64W220-27

1 1/2" = 1’-0"

ANCHOR BAR "B"

DETAIL A

SCALE: 1 1/2 " = 1’-0" 64W220-26

DETAIL B

SCALE: 1 1/2 " = 1’-0" 64W220-26

3’’ 1’06’’9’’12’’

SCALE: 1 1/2’’=1’-0’’

GUDGEON PIN

11’-6" TO

EL. 692 - 3�"

EL. 687 - 7�"

EL. 686 - 2�"

EXCAVATION LINE

GUDGEON PIN

10’-6" TO

EL. 688’ - 2"

ALL MANUFACTURED ANCHOR COMPONENTS REQUIRE CERTIFICATE OF COMPLIANCE.8.

ANCHORS AS MANUFACTURED BY WILLIAMS FORM ENGINEERING CORP. OR EQUAL.

ANCHOR BARS SHALL BE PREGROUTED MCP3 - MULTIPLE CORROSION PROTECTION7.

PVC PIPE IS ASTM D1784 SCHEDULE 40 AND REQUIRES CERTIFICATE OF COMPLIANCE.6.

CENTRALIZERS SHALL BE LOCATED BY PTI GUIDELINES.5.

IN COMPLIANCE WITH PTI GUIDELINES.

PRESTRESSING NUTS AND ANCHOR HEAD CAP SHALL BE MANUFACTURER’S STANDARDS4.

SECTION. CERTIFIED MILL TEST REPORTS ARE REQUIRED.

PRESTRESSING BARS WITH 150 KSI MINIMUM TENSILE STRENGTH WITH 2.6 SQ.IN. CROSS

THREAD BAR MATERIAL SHALL COMPLY WITH ASTM A722 TYPE II (DEFORMED) 3.

SEE SHEETS 64W220-29 & 64W220-30 FOR BEARING PLATES, MATERIALS AND DETAILS.2.

OTHERWISE NOTED.

ROCK AND SOIL ANCHORS" BY THE POST TENSIONING INSTITUTE (PTI) UNLESS

IN ACCORDANCE WITH THE LATEST ISSUE OF "RECOMMENDATIONS FOR PRESTRESSING

MATERIALS, INSTALLATION AND TESTING FOR THREAD BARS SHALL BE 1.

C ANCHOR "B"L

EL. 688’ - 2"

ANCHOR BAR MATERIAL:

ANCHOR BAR INSTALLATION:

LOAD TO 32 KIPS.

190 KIPS EACH AND THEN TEST SIMULTANEOUSLY WHILE LIMITING THE DIFFERENTIAL

SEPERATELY, THE PAIR WILL BE TESTED SIMULTANEOUSLY. THE DIFFERENTIAL LOAD

PROOF TEST ANCHOR "A" BARS TO 312 KIPS EACH. AFTER TESTING EACH ANCHOR BAR 6.

BY THE GOVERNMENT, THE REMAINING ANCHORS IN THAT MONOLITH SHALL BE INSTALLED.

IN ACCORDANCE WITH PTI REC. AFTER ACCEPTANCE OF THE PERFORMANCE TEST RESULTS

THE FIRST ANCHOR BAR INSTALLED IN EACH MONOLITH SHALL BE PERFORMANCE TESTED5.

IS NO REQUIREMENT TO VERIFY THE LONG TERM COMPRESSIVE STRENGTH.

ONCE THE MINIMUM GROUT STRENGTH FOR POST TENSIONING HAS BEEN VERIFIED, THERE

EMBEDMENT. HIGHER STRENGTH GROUT MAY BE USED TO ATTAIN STRENGTH QUICKER.

BARS SHALL BE PULL TESTED WHEN THE GROUT REACHES 5000 PSI FOR ALL BARS AT ONE

GROUT WILL BE 5000 PSI MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS. ANCHOR

ANCHOR BAR GROUTING MATERIALS AND METHODS WILL BE PER PTI GUIDELINES. 4.

SPCIFIED IN THE CONTRACT SPECIFICATIONS.

WATERTIGHTNESS TESTING THE HOLE SHALL BE WATERPROOFED AND REDRILLED AS

ACCORDANCE WITH THE CONTRACT SPECIFICATIONS. IF AN ANCHOR HOLE FAILS THE

AFTER ANCHOR HOLES HAVE BEEN DRILLED THEY SHALL BE WATERTIGHTNESS TESTED IN3.

BOND DEVELOPMENT LENGTH WITH A DRILLING TOLERANCE OF 1 HORIZ. TO 75 VERT.

HOLES FOR ANCHOR BARS SHALL BE PRECUSSION DRILLED AS SHOWN AT LEAST FOR THE 2.

LOCATION TOLERANCE OF ANCHOR BARS IS �" IN ANY DIRECTION.1.

JAMES A. NIZNIK KRISTEN L. SMITH NICOLE C. BERGER

JAN KLS NCB

6" DIA. DRILLED HOLE

IN CONCRETE

DETAIL C

SCALE: 1 1/2 " = 1’-0"

SOME ITEMS NOT SHOWN FOR CLARITY

NOTE:

C