B.08.02 Attachment B - Plans.pdf

VICINITY MAP LOCATION MAP

ALT

BEECH CREEK, PENNSYLVANIA

SAYERS STILLING BASIN

FOSTER JOSEPH-SAYERS LAKE

PROJECT

LOCATION

FOSTER JOSEPH

SAYERS DAM

CONCRETE REMEDIATION - STILLING BASIN REPAIRS

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GI001

STILLING BASIN

SEE SHEET

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CONTRACTORS

STAGING AREA.

[22+45C]

[24+41C]

[25+00C]

[24+88C]

EXIST STILLING

BASIN, SEE SHEETS

CE101, CE301 -

CE304 & CP101

FOR ADDITIONAL

INFORMATION.

OUTLET

WORKS

CONTROL

TOWER.

NATURAL CHANNEL

ENGINEERED

CHANNEL

{6

{6

{5

{6

{5

{6

ACCESS ROAD RADIUS

APPROXIMATELY 80'

ACCESS ROAD

RADIUS

APPROXIMATELY 20'

RM3

STILLING BASIN

WORK LIMITS / STAGING AREA PLAN

DAM CREST / ROAD.

{6

EXIST STA. & FEATURE NOTES:

1) STA. [22+45C] END EXIST CONDUIT / BEGIN EXIST STILLING BASIN.

2) STA. [24+41C] END EXIST CONCRETE / BEGIN EXIST RIPRAP.

3) STA. [24+88C] EXIST RIP RAP, END CHANNEL SLOPE UP.

4) STA. [25+00C] EXIST RIP RAP, BEGIN CHANNEL SLOPE DOWN.

SURVEY NOTES:

1) ALL COORDINATES ARE IN FEET AND REFERENCE THE PENNSYLVANIA STATE

PLANE NORTH ZONE COORDINATE SYSTEM, NORTH AMERICAN DATUM OF 1983

(NAD83).

2) ALL ELEVATIONS ON THESE DRAWINGS REFERENCE THE PROJECT CONTROL

DATUM (PCD).

3) PRIMARY BENCH MARK "SW5 (PIDBBCH68)" IS LOCATED AT THE APEX OF THE

SPILLWAY AND MIDWAY BETWEEN THE SPILLWAY WALLS. A COMPARISON OF PCD

AND NAVD88 ELEVATIONS FOR SW5 ARE:

A.) PCD = 656.97'

B.) NAVD88 = 656.24'

ABBREVIATIONS:

CONST. = CONSTRUCTION

CONT. = CONTINUED

EL. = ELEVATION

ELEV. = ELEVATION

EX. = EXISTING

EXIST = EXISTING

JT. = JOINT

AREA ELEVATIONS ON THIS SHEET ARE APPROXIMATE AND

ARE PROVIDED FOR WORK STAGING AND ACCESS PLANNING

ONLY. AREA ELEVATIONS ARE SHOWN AS {###'} AND SHALL

NOT BE USED FOR ESTIMATION OR DESIGN IN ANY CAPACITY.

FOR ELEVATIONS IN STILLING BASIN & CHANNEL SEE PROFILE

SHEET CE101.

AREA ELEVATIONS

4) SECONDARY BENCH MARK "RM3 (PIDBBCV77)" IS LOCATED ON THE NORTHWEST

ABUTMENT OF THE SERVICE BRIDGE LEADING TO THE OUTLET WORKS CONTROL

TOWER. A COMPARISON OF PCD AND NAVD88 ELEVATIONS FOR RM3 ARE:

A.) PCD = 682.74'

B.) NAVD88 = 682.01'

PRIMARY BENCHMARK - SW5

SECONDARY BENCHMARK - RM3

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NTS = NOT TO SCALE

SFC = SILICA FUME CONCRETE

STA. = STATION

1. ALL CONCRETE REPAIR WORK AS SPECIFIED IN SPECIFICATION SECTION 03 30 00

SHALL BE CONDUCTED IN THE DRY. THEREFORE TO MAINTAIN FLOW THROUGH THE

OUTLET WORKS DURING CONSTRUCTION, A WATER DIVERSION AND DEWATERING SYSTEM

SHALL BE IMPLEMENTED TO ALLOW FOR CONTROLLING THE UPSTREAM RESERVOIR LEVEL

AND DOWNSTREAM RIVER LEVEL.

2. BECAUSE OF RESERVOIR REGULATIONS, WATER DIVERSION AND DEWATERING SHALL

NOT BEGIN UNTIL 1 JUNE. ALL WORK SHALL BE COMPLETE BY OCTOBER 30.

3. DAM FLOW SHUT DOWNS CANNOT EXCEED 1 HOUR WITH A WAITING PERIOD OF 1.5

HOURS BETWEEN SHUT DOWNS. THIS WILL AFFECT THE CONSTRUCTION AND

DECONSTRUCTION OF THE WATER DIVERSION SYSTEM, ESPECIALLY THE BULKHEAD. THE

CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER AND HEAD DAM TENDER A

MINIMUM OF 3 DAYS IN ADVANCE TO ARRANGE FOR FLOW SHUT DOWNS.

4. THE WATER DIVERSION SYSTEM SHALL CONSIST OF A PIPE CONVEYANCE ACROSS THE

BASIN TO MAINTAIN CONTINUOUS UNINTERRUPTED DISCHARGE FROM THE OUTLET WORKS

WHILE ALLOWING FOR A DRY WORK ENVIRONMENT IN THE BASIN/CHANNEL THROUGHOUT

THE CONSTRUCTION DURATION. IN GENERAL THE PRIMARY FEATURES OF THE SYSTEM

SHALL INCLUDE AS A MINIMUM THE FOLLOWING:

a. A BULKHEAD CONSTRUCTED WITHIN THE TUNNEL FOR A PORTION OF THE TUNNEL'S

HEIGHT TO IMPOUND WATER WITHIN THE TUNNEL.

b. A PIPE WHICH RUNS THROUGH THE BULKHEAD AND IS SUSPENDED ACROSS THE

BASIN TO CONVEY THE IMPOUNDED FLOW TO THE DOWNSTREAM CHANNEL.

c. A SUPPORT SYSTEM TO SUPPORT THE PIPE ACROSS THE BASIN.

d. A COFFERDAM NEAR THE DOWNSTREAM END OF THE PIPE TO PREVENT THE

DISCHARGE FROM ENTERING BACK INTO THE BASIN. IT SHOULD BE NOTED THAT

STEEP SLOPES AT THE EDGES OF THE CHANNEL MAY REQUIRE THAT THE

CONTRACTOR CONSTRUCT TEMPORARY RAMPS TO ACCESS THE AREA. ANY ACCESS

RAMPS OR OTHER SITE ACCESS MODIFICATIONS SHALL BE SUBMITTED TO USACE FOR

APPROVAL. AT COMPLETION OF CONTRACT, CONTRACTOR SHALL REMOVE ALL

TEMPORARY ACCESS FEATURES AND RETURN PROJECT TO ORIGINAL CONDITIONS AT

THE CONTRACTOR'S EXPENSE.

e. PUMPS WITHIN THE BASIN TO KEEP THE BASIN DRY AND DEWATERED.

INITIAL PUMPING OF WATER FROM THE BASIN (AFTER WEEPHOLE CLEARING) SHALL BE

SLOWLY PERFORMED AT A UNIFORM RATE OVER A MINIMUM OF 48 HOURS. DURING THE

DEWATERING, THE BASIN SHALL BE CONTINUOUSLY MONITORED. THIS IS TO 1) ENSURE

THERE IS NO MOVEMENT OF THE BASIN DURING DEWATERING AND 2) TO ENSURE THAT

MATERIAL IS NOT REMOVED FROM BEHIND THE WALLS OR BELOW THE MAT. IF ANY

MOVEMENT OF THE BASIN OR CLOUDS OF SEDIMENT ARE DETECTED, DEWATERING

OPERATIONS SHALL IMMEDIATELY CEASE. APPROPRIATE LIGHTING AND MONITORING

SYSTEMS SHALL BE PROVIDED DURING THE WORK. THE USACE DESIGN ENGINEER SHALL

BE CONTACTED FOR FURTHER DISCUSSION PRIOR TO THE INITIAL PUMPING FROM THE

BASIN.

5. SPECIAL REQUIREMENTS ASSOCIATED WITH THE WEEPHOLES IN THE BASIN WALLS

AND MAT/RAMP ARE REQUIRED:

a. PRIOR TO DEWATERING OF THE BASIN, WEEPHOLES IN THE MAT AND RAMP FROM

THE TUNNEL SHALL BE CLEARED FOR THEIR FULL DEPTH. THESE WEEPHOLES

EXTEND 10' INTO ROCK BELOW THE CONCRETE. THIS CLEARING IS TO ENSURE

WEEPHOLES FUNCTION PROPERLY AND ALLOW PRESSURE RELIEF. THE PIPING TO

THE WEEPHOLES IN THE WALL IS LABELED ON THE ORIGINAL DRAWINGS AS "FIBRE

PIPING" AND IT IS THEREFORE UNCERTAIN WHETHER IT MAY CONTAIN ASBESTOS.

THE CONTRACTOR SHALL THEREFORE AVOID WORK THAT DISTURBS ANY OF THE

PIPING. IF IT IS DETERMINED THAT WORK IS REQUIRED TO DISTURB THE PIPING, IT

MUST FIRST BE TESTED TO DETERMINE WHETHER IT CONTAINS ASBESTOS. IF WORK

IS REQUIRED WITH THE PIPING AND IF IT DOES CONTAIN ASBESTOS, RELATED SAFETY

PRECAUTIONS WILL BE REQUIRED AND SUCH ITEMS WILL BE COVERED UNDER THE

CHANGES CLAUSE OF THE CONTRACT.

b. CONTRACTOR SHALL ASSUME THAT ONCE CLEARED, THE WEEPHOLES IN THE MAT &

RAMP SHALL BE FILLED WITH ASTM C33 #8 AGGREGATE. THE INTENT WOULD BE

FOR THIS AGGREGATE TO FILTER THE WATER PASSING THROUGH THE WEEPHOLES.

PRIOR TO THE USE OF ANY AGGREGATE THE CONTRACTOR SHALL MEET WITH THE

USACE DESIGN ENGINEER TO DISCUSS WHETHER THE AGGREGATE WILL BE

REQUIRED FOR CERTAIN. CONTRACTOR SHALL ASSUME THAT SEEPAGE FROM

WEEPHOLES THROUGHOUT THE WORK WOULD INTERFERE WITH THE CONSTRUCTION

AND SHALL THEREFORE INSTALL A SYSTEM OF VERTICAL AND HORIZONTAL PIPING

TO DIVERT WATER FROM THE WEEPHOLES. PIPING FROM THE WEEPHOLES IN THE

MAT & RAMP SHALL NOT BE EXTENDED VERTICALLY ABOVE ELEVATION 572.0' AND

PIPES FROM THE WALL SHALL NOT EXTEND ABOVE THE DRAIN'S OUTLET ELEVATION.

FLOW WITHIN THE PIPES SHALL BE BY GRAVITY ONLY AND SHALL NOT BE PUMPED.

FLOW FROM THE PIPES SHALL OUTFALL INTO A TEMPORARY COLLECTION AREA

FROM WHERE THE WATER CAN THEN BE PUMPED UP AND OUT OF THE BASIN.

c. DISCHARGE WATER FROM THE WEEPHOLE PIPING SYSTEM SHALL BE MONITORED

FOR ANY SEDIMENT (TO ENSURE SOIL IS NOT BEING REMOVED FROM BELOW THE

MAT OR BEHIND THE WALLS). MONITORING SHALL BE DISCUSSED WITH AND TO THE

SATISFACTION OF THE COR AND USACE DESIGN ENGINEER.

d. WATER ENTERING THE BASIN THROUGH JOINTS SHALL ALSO BE CONTROLLED.

6. THE BASIN SHALL BE MONITORED FOR MOVEMENT BY SURVEY METHODS THROUGHOUT

THE WORK. MONITORING IS REQUIRED TO DETECT ANY UPLIFT OF THE BASIN OR

SIDEWAYS MOVEMENT OF THE WALLS. SEVERAL MONITORING POINTS SHALL BE

ESTABLISHED AND READINGS SHALL HAVE AN ACCURACY OF 0.1 INCH. CONTRACTOR

SHALL ASSUME THAT MONITORING WILL BE REQUIRED AT ONE HOUR INTERVALS DURING

THE INITIAL DEWATERING OF THE BASIN AND AT DAILY INTERVALS THEREAFTER

THROUGHOUT THE DURATION OF THE WORK. THE CONTRACTOR SHALL SUBMIT HIS

MONITORING PLAN FOR APPROVAL.

7. PHOTO'S ON SHEET GD002 ILLUSTRATE AN EXAMPLE OF A PIPED CONVEYANCE WATER

DIVERSION SYSTEM IMPLEMENTED AT CURWENSVILLE LAKE DAM IN 1977 FOR

CONSTRUCTION OF OUTLET CHANNEL IMPROVEMENTS WITHIN THE STILLING BASIN. THIS

IS FOR EXAMPLE ONLY. THE ACTUAL DESIGN AND IMPLEMENTATION OF THE WATER

DIVERSION AND DEWATERING SYSTEM IS THE CONTRACTORS RESPONSIBILITY.

DEWATERING NOTES:

DEWATERING NOTES

(CONTINUED):

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GD001

8. DIMENSIONS OF THE TUNNEL DIAMETER, BASIN LENGTHS AND HEIGHTS ARE ILLUSTRATED

ON THE DRAWINGS.

9. THE WATER DIVERSION SYSTEM SHALL BE DESIGNED TO CARRY A DESIGN DISCHARGE OF

700 CFS.

10. EXIT VELOCITIES OF THE WATER DIVERSION SYSTEM SHALL BE CONTROLLED TO PREVENT

DOWNSTREAM EROSION AND SCOUR.

11. THE COFFERDAM DAM SHALL BE LOCATED FAR ENOUGH DOWNSTREAM TO ENSURE

THAT THE FULL STILLING BASIN TO STATION 24+41 IS EXPOSED FOR WORK AND TO ENSURE

THAT WATER DOES NOT BACK UP AND ENTER INTO THE STILLING BASIN. THE COFFERDAM

SYSTEM SHALL NOT INCREASE THE AMOUNT OF SEDIMENT IN THE WATER. THE DEWATERING

SYSTEM SHALL BE LARGE ENOUGH TO REMOVE EXISTING WATER FROM WITHIN THE STILLING

BASIN AREA AND TO COLLECT AND REMOVE ANY ADDITIONAL WATER THAT ENTERS INTO

THE STILLING BASIN AREA TO PROVIDE A DRY ENVIRONMENT AS REQUIRED TO COMPLETE

THE CONCRETE REPAIR WORK.

12. THE DESIGN AND IMPLEMENTATION OF THE WATER DIVERSION AND DEWATERING

SYSTEM SHALL BE COMPLETED AT THE COST AND RESPONSIBILITY OF THE CONTRACTOR.

THE CONTRACTOR IS REQUIRED TO HIRE A PROFESSIONAL ENGINEER FOR THE DESIGN OF

THE WATER DIVERSION AND DEWATERING SYSTEMS. THE PROFESSIONAL ENGINEER SHALL

HAVE A MINIMUM OF 5 YEARS OF DESIGN EXPERIENCE PERTAINING TO DESIGN OF THESE

TYPES OF SYSTEMS. THE CONTRACTOR'S DESIGN SHALL ALSO INCLUDE STRUCTURAL

ANALYSES AS NECESSARY TO ENSURE THAT THERE IS NO DAMAGE CAUSED TO THE EXISTING

STRUCTURES. THE CONTRACTOR SHALL SUBMIT THE WATER DIVERSION AND DEWATERING

PLAN FOR APPROVAL 30 DAYS PRIOR TO STARTING WORK. SUBMIT DRAWINGS AND

CALCULATIONS, CERTIFIED BY THE PROFESSIONAL ENGINEER, DESCRIBING THE METHOD. THE

PROFESSIONAL ENGINEER SHALL CONDUCT A PRE-CONSTRUCTION AND PERIODIC SITE VISITS

TO UPDATE THE WATER DIVERSION AND DEWATERING PLANS AS CONSTRUCTION

PROGRESSES TO REFLECT CHANGING CONDITIONS AND SHALL SUBMIT UPDATED PLANS AND

CALCULATIONS AS NECESSARY. A WRITTEN REPORT COMPLETED BY THE PROFESSIONAL

ENGINEER SHALL BE SUBMITTED, AT LEAST BI-WEEKLY, INFORMING THE CONTRACTOR AND

CONTRACTING OFFICER OF THE STATUS OF THE PLAN AND AN ACCOUNTING OF THE

CONTRACTOR'S ADHERENCE TO THE PLAN ADDRESSING ANY PRESENT OR POTENTIAL

PROBLEMS. THE PROFESSIONAL ENGINEER SHALL BE AVAILABLE TO MEET WITH THE

CONTRACTING OFFICER AT ANY TIME THROUGHOUT THE CONTRACT DURATION.

13. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL APPLICABLE PERMITS.

14. IN THE EVENT OF AN ANTICIPATED HIGH WATER EVENT, THE CONTRACTOR WILL BE

DIRECTED BY THE CONTRACTING OFFICER TO STOP WORK, EVACUATE ALL PERSONNEL,

EQUIPMENT AND MATERIALS, INCLUDING THE WATER DIVERSION AND DEWATERING SYSTEM

FROM THE STILLING BASIN AREA WITHIN 48 HOURS. THE CONTRACTOR SHALL PROVIDE THE

CONTRACTING OFFICER AND THE HEAD DAM TENDER A 24-HOUR PHONE NUMBER.

PAYMENT FOR THIS STOP WORK DIRECTIVE AS DIRECTED BY THE CONTRACTING OFFICER

WILL BE MADE IN CONFORMANCE WITH THE CHANGES CLAUSE OF THE CONTRACT CLAUSES.

15. THE TEMPORARY WATER DIVERSION SHALL REMAIN IN PLACE AND THE BASIN SHALL

REMAIN DEWATERED FOR A MINIMUM OF 28 DAYS AFTER COMPLETION OF THE CONCRETE

PLACEMENT. THE DIVERSION SYSTEM SHALL NOT BE DISMANTLED UNTIL APPROVAL OF ALL

WORK BY USACE.

DEWATERING NOTES

(CONTINUED): GENERAL NOTES:

1) CONTRACTOR SHALL NOT STAGE MATERIALS OR EQUIPMENT ON DAM EMBANKMENTS

OR WITHIN 25' OF DAM EMBANKMENT TOE, OUTLET STRUCTURES OR OTHER DAM

FEATURES.

2) STILLING BASIN WALLS SHALL BE PROTECTED DURING DEWATERING AND PIPE

CONVEYANCE INSTALLATION.

3) FALL PROTECTION / CHAIN-LINK FENCING.

A. REMOVAL OR DAMAGE TO 8' HIGH FALL PROTECTION STRUCTURE, GATE,

MAINTENANCE PLATFORM LADDER AND MAINTENANCE PLATFORM OVER APRON AT

INTERSECTION TO CONDUIT SHALL BE RETURNED TO ORIGINAL CONDITION AT

CONTRACTORS EXPENSE. 8' HIGH FALL PROTECTION EXTENDS FROM APPROXIMATE STA.

[22+44.25] TO STA. [22+69].

B. EXISTING 3.5'+\- HIGH FENCING ON TOP OF STILLING BASIN WALLS EXTENDS FROM

APPROXIMATE STA. [22+69] TO DOWN STREAM END OF WALL EACH SIDE OF STILLING

BASIN, SEE CP102 FOR INFORMATION ON REMOVAL, DISPOSAL AND REPLACEMENT.

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GD002

STEEL BEAMS SPANNING

BASIN WALLS.

LONGITUDINAL PLATFORMS

ON STEEL BEAMS.

STEEL BEAMS SPANNING

BASIN WALLS.

LONGITUDINAL PLATFORMS

ON STEEL BEAMS.

CABLES STRUNG FROM

LONGITUDINAL PLATFORMS

TO CONVEYANCE PIPE.

CONVEYANCE PIPE.

VERTICAL STEEL FRAME.

CONVEYANCE PIPE CARRIER

ON VERTICAL STEEL FRAME.

VERTICAL STEEL FRAME.

CONVEYANCE PIPE CARRIER

ON VERTICAL STEEL FRAME.

COFFER DAM.

CONVEYANCE PIPE

STEEL BEAMS SPANNING

BASIN WALLS.

LONGITUDINAL PLATFORMS

ON STEEL BEAMS.

CABLES STRUNG FROM

LONGITUDINAL PLATFORMS

TO CONVEYANCE PIPE.

BULKHEAD.

CONVEYANCE PIPE.

EXAMPLE PHOTO NOT FROM SAYERS DAM EXAMPLE PHOTO NOT FROM SAYERS DAM

EXAMPLE PHOTO NOT FROM SAYERS DAMEXAMPLE PHOTO NOT FROM SAYERS DAM

EXAMPLE PHOTO NOT FROM SAYERS DAM EXAMPLE PHOTO NOT FROM SAYERS DAM

EXAMPLE PHOTO NOT FROM SAYERS DAMEXAMPLE PHOTO NOT FROM SAYERS DAM

TEMPORARY STEEL I-BEAM HANGAR STRUCTURE

- VIEW OUTLET CHANNEL DOWN STREAM

TEMPORARY CONVEYANCE PIPE TRANSITION FROM STEEL HANGAR

STRUCTURE TO VERTICAL STEEL FRAME - VIEW UP STREAM

TEMPORARY CONVEYANCE PIPE TERMINATION AT TEMPORARY

COFFERDAM

TEMPORARY CONVEYANCE PIPE & BULKHEAD AT TUNNEL OUTLET

- VIEW UP STREAM

STEEL BEAMS SPANNING

BASIN WALLS.

LONGITUDINAL PLATFORMS

ON STEEL BEAMS.

CABLES STRUNG FROM

LONGITUDINAL PLATFORMS

TO CONVEYANCE PIPE.

BULKHEAD.

STEEL BEAMS SPANNING

BASIN WALLS.

LONGITUDINAL PLATFORMS

ON STEEL BEAMS.

CABLES STRUNG FROM

LONGITUDINAL PLATFORMS

TO CONVEYANCE PIPE.

CONVEYANCE PIPE.

VERTICAL STEEL FRAME.

CONVEYANCE PIPE CARRIER

ON VERTICAL STEEL FRAME.

VERTICAL STEEL FRAME.

CONVEYANCE PIPE CARRIER

ON VERTICAL STEEL FRAME.

CONVEYANCE PIPE

COFFER DAM.

STEEL BEAMS SPANNING

BASIN WALLS.

LONGITUDINAL PLATFORMS

ON STEEL BEAMS.

CONVEYANCE PIPE.

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L E

P L

T

E

B E

E C

H

C

R E

N

N S

Y L

V A

N I A

A U

G

Baltimore District

F X

X X

B A

L T

I M

O R

E

D

I S

T R

I C

T

B A

L T

I M

O R

E

M

A R

Y L

A N

D

E N

G I N

E E

R I N

G

D

I V

I S

I O

N

C O

N C

R E

M

E D

I A

T I O

N

D E

S C

R I P

T I O

N D

A T

E A

P P

R

F O

S T

S E

Y

E R

S

L

A K

E

S T

I L

L I N

G

B

A S

P

A I R

GD003

#6 @ 12

588.0' +

615.0'

#6 @ 12

#10 @ 6

#10 @ 6

#6 @ 12

AS CONSTRUCTED

CONDUIT / STILLING BASIN1

WATER

STOP

3" CLEAR

#10 @ 12

CONTRACTION

JOINT.

IN

SI

D E D

IA

M

E

TE

R

SLOPE

0.0060

WATER

STOP

MAINTENANCE

PLATFORM

CHAIN LINK FALL

PROTECTION, TYP.

#6 @ 12 BENT ROD

CHAIN LINK FALL

PROTECTION ACCESS

GATE FOR MAINTENANCE

PLATFORM BEYOND

AS CONSTRUCTED

CONDUIT2

* ELEV. VARIES

CONSTRUCTION

JOINT, TYP.

#11@12

#6@12

#6@12

#6@12

#10@6

#10@6

NOTES:

1) ALL LONGITUDINAL STEEL #6@12.

2) ALL REINFORCING MINIMUM

4" CONCRETE COVER.

45°

* ELEVATION VARIES, LOW POINT

INVERT 588.0' AT CONTRACTION

JOINT BETWEEN CONDUIT AND

APRON STA. 22+45C.

15'-0" DIA.

ASSUMED

ROCK SURFACE

STILLING

BASIN

CONDUIT

D

1.5'

C

E

ELEV. B

RA

D.

F

CL

ELEV. A

AS CONSTRUCTED

WALL DIMENSIONS

ST

A

[2 +4

C

D R

A W

N

B

Y

D E

S I G

N

B

Y

S B

S I Z

E

F I L

E

N

A M

E

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

M

Y

C

O R

E

N G

I N

E E

R S

C K

D

B

Y

US Army Corps of

Engineers ® x

F I L

E

N

U M

B E

R

P L

A

L E

P L

T

E

B E

E C

H

C

R E

N

N S

Y L

V A

N I A

A U

G

Baltimore District

F X

X X

B A

L T

I M

O R

E

D

I S

T R

I C

T

B A

L T

I M

O R

E

M

A R

Y L

A N

D

E N

G I N

E E

R I N

G

D

I V

I S

I O

N

C O

N C

R E

M

E D

I A

T I O

N

D E

S C

R I P

T I O

N D

A T

E A

P P

R

F O

S T

S E

Y

E R

S

L

A K

E

S T

I L

L I N

G

B

A S

P

A I R

CE301

#10@6 FOR 12'

BOTTOM

#10@12

BOTTOM

#6@12

#6@12

VARIES

RA

DI

US

V

AR

IE

S

#8@12 (#6@12

ABOVE ELEV. 600.0'

FROM STA. [22+45C]

- STA. [22+70C])

#6@12

#6@12

600.0', CONST. JOINT

STA. [22+45C] - STA. [22+95C]

591.0', CONST. JOINT

VARIES, CONST. JOINT

V A R

IE

S

NO SPLICE

FROM STA.

[22+45C] TO

STA. [22+70C]

591.0', CONST. JOINT

STA. [22+70C] - [23+19.5C]

#8@6

#6@12

"#11@6

16'

#10@6

#10@12 BOTTOM

#6@12

#11@12

VARIES, CONST. JOINT

VARIES

581.0' CONST. JOINT

STA. [22+95C] - [23+19.5C]

#8@12

12" TILE PIPE

DRAIN

12" TILE PIPE

DRAIN

ALTERNATE

#11 BARS 7'-0"

AS CONSTRUCTED WALL SECTION

STA. [22+45C] TO [22+95C]1

AS CONSTRUCTED WALL SECTION

STA. [22+95C] TO [23+19.5C]2

NOTE:

ALL LONGITUDINAL STEEL #6@12

V A R

IE

S

1'-6"

FALL

PROTECTION,

TYP. 1'-6"

FALL

PROTECTION,

TYP.

D R

A W

N

B

Y

D E

S I G

N

B

Y

S B

S I Z

E

F I L

E

N

A M

E

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

M

Y

C

O R

E

N G

I N

E E

R S

C K

D

B

Y

US Army Corps of

Engineers ® x

F I L

E

N

U M

B E

R

P L

A

L E

P L

T

E

B E

E C

H

C

R E

N

N S

Y L

V A

N I A

A U

G

Baltimore District

F X

X X

B A

L T

I M

O R

E

D

I S

T R

I C

T

B A

L T

I M

O R

E

M

A R

Y L

A N

D

E N

G I N

E E

R I N

G

D

I V

I S

I O

N

C O

N C

R E

M

E D

I A

T I O

N

D E

S C

R I P

T I O

N D

A T

E A

P P

R

F O

S T

S E

Y

E R

S

L

A K

E

S T

I L

L I N

G

B

A S

P

A I R

CE302

#6@12

596.0'

#6@12

#6@12

#11@12

586.5', CONST. JOINT

576.5', CONST. JOINT 576.5', CONST. JOINT

#6@12

#11@12 #6@12

560.5'

596.0'

566.5', CONST. JOINT

8" TILE PIPE

DRAIN

8" TILE PIPE

DRAIN

ALTERNATE

#11 BARS 7'-0"

AS CONSTRUCTED WALL SECTION

STA. [23+19.5C] TO [23+63.5C]3

AS CONSTRUCTED WALL SECTION

STA. [23+63.5C] TO [24+06C]4

NOTE:

ALL LONGITUDINAL STEEL #6@12

16'

#10@6

#10@12 BOTTOM

#9@12

566.5', CONST. JOINT

#11@6

ALTERNATE

#11 BARS 7'-0"

560.5'

16'

#11@6

#11@12 BOTTOM

586.5', CONST. JOINT

#6@12

#9@12 1

566.0'

1'-6"

FALL PROTECTION, TYP.

1'-6"

FALL PROTECTION, TYP.

D R

A W

N

B

Y

D E

S I G

N

B

Y

S B

S I Z

E

F I L

E

N

A M

E

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

M

Y

C

O R

E

N G

I N

E E

R S

C K

D

B

Y

US Army Corps of

Engineers ® x

F I L

E

N

U M

B E

R

P L

A

L E

P L

T

E

B E

E C

H

C

R E

N

N S

Y L

V A

N I A

A U

G

Baltimore District

F X

X X

B A

L T

I M

O R

E

D

I S

T R

I C

T

B A

L T

I M

O R

E

M

A R

Y L

A N

D

E N

G I N

E E

R I N

G

D

I V

I S

I O

N

C O

N C

R E

M

E D

I A

T I O

N

D E

S C

R I P

T I O

N D

A T

E A

P P

R

F O

S T

S E

Y

E R

S

L

A K

E

S T

I L

L I N

G

B

A S

P

A I R

CE303

596.0'

#6@12

#6@12

586.5', CONST. JOINT

VARIES, CONST. JOINT

VARIES, CONST. JOINT

#6@12

596.0'

8" TILE PIPE

DRAIN (ENDS STA.

[24+28C])

AS CONSTRUCTED WALL SECTION

STA. [24+06C] TO [24+23.5C]5

AS CONSTRUCTED WALL SECTION

STA. [24+23.5C] TO [24+41.0C]6

NOTE:

ALL LONGITUDINAL STEEL #6@12

#9@12

ALTERNATE @

ELEV. 577.5'

586.5', CONST. JOINT

#6@12

#9@12 1

6'

#6@12

NORMAL TO

WALL

#8@6

NORMAL TO WALL

NORMAL APRON

SLAB STEEL

#6@12 EW-EF

RETAIN FULL

LENGTH AND

BEND DOWN

INTO KEY OR

CONCRETE

BACKFILL AT

APRON

3'-3"

#9@12 #6@12 EW-EF

#6@12

#6 DOWELS

@12

#9@12

1'-6"

FALL PROTECTION, TYP.

1'-6"

FALL PROTECTION, TYP.

D R

A W

N

B

Y

D E

S I G

N

B

Y

S B

S I Z

E

F I L

E

N

A M

E

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

M

Y

C

O R

E

N G

I N

E E

R S

C K

D

B

Y

US Army Corps of

Engineers ® x

F I L

E

N

U M

B E

R

P L

A

L E

P L

T

E

B E

E C

H

C

R E

N

N S

Y L

V A

N I A

A U

G

Baltimore District

F X

X X

B A

L T

I M

O R

E

D

I S

T R

I C

T

B A

L T

I M

O R

E

M

A R

Y L

A N

D

E N

G I N

E E

R I N

G

D

I V

I S

I O

N

C O

N C

R E

M

E D

I A

T I O

N

D E

S C

R I P

T I O

N D

A T

E A

P P

R

F O

S T

S E

Y

E R

S

L

A K

E

S T

I L

L I N

G

B

A S

P

A I R

CE304

VIEW

NORTH WEST

VIEW

WEST

VIEW

SOUTH

VIEW DOWNSTREAM

NORTH EAST

{620'}

{620'}

{605'} {595'}

{610'}

{600'} {595'}

{610'}

{630'}

{630'}

{630'}

{595'}

{620'}

{630'}{595'} {610'}

{620'}

{610'}

AREA ELEVATIONS ON THIS SHEET ARE APPROXIMATE AND ARE PROVIDED FOR WORK

STAGING AND ACCESS PLANNING ONLY. AREA ELEVATIONS ARE SHOWN AS {###'}

AND SHALL NOT BE USED FOR ESTIMATION OR DESIGN IN ANY CAPACITY. FOR

ELEVATIONS IN STILLING BASIN & CHANNEL SEE PROFILE SHEET CE101.

AREA ELEVATIONS

D R

A W

N

B

Y

D E

S I G

N

B

Y

S B

S I Z

E

F I L

E

N

A M

E

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

M

Y

C

O R

E

N G

I N

E E

R S

C K

D

B

Y

US Army Corps of

Engineers ® x

F I L

E

N

U M

B E

R

P L

A

L E

P L

T

E

B E

E C

H

C

R E

N

N S

Y L

V A

N I A

A U

G

Baltimore District

F X

X X

B A

L T

I M

O R

E

D

I S

T R

I C

T

B A

L T

I M

O R

E

M

A R

Y L

A N

D

E N

G I N

E E

R I N

G

D

I V

I S

I O

N

C O

N C

R E

M

E D

I A

T I O

N

D E

S C

R I P

T I O

N D

A T

E A

P P

R

F O

S T

S E

Y

E R

S

L

A K

E

S T

I L

L I N

G

B

A S

P

A I R

S

CE305

{615'} {615'}

{615'}

1. GENERAL:

A. THESE NOTES ARE PROVIDED TO GIVE THE CONTRACTOR AN IDEA OF THE CONDITION

OF THE CONCRETE STILLING BASIN AND BAFFLE BLOCKS AS WAS OBSERVED DURING THE

MAY 2017 UNDERWATER INSPECTION. BASED UPON COMPARISONS WITH PREVIOUS

UNDERWATER INSPECTIONS, IT SHALL BE ANTICIPATED THAT THE DAMAGE HAS PROGRESSED.

THE 2017 UNDERWATER INSPECTION REPORT IS INCLUDED IN THE PROJECT SPECIFICATIONS.

B. THERE IS SEVERE ABRASION/SCOUR OF THE STILLING BASIN FLOOR SLAB AND

UPSTREAM AND SIDE FACES OF BAFFLE BLOCKS.

C. MULTIPLE PILES OF BENT REBAR AND DEBRIS (STONES FROM DOWNSTREAM RIP RAP)

ARE PRESENT THROUGHOUT STILLING BASIN. DIAMETERS OF STONE ARE AS LARGE AS

3-FEET IN DIAMETER.

D. THE MAJORITY OF THE ABRASION/SCOUR IS PRESENT WITHIN THE UPSTREAM AND SIDE

FACES OF THE BAFFLE BLOCKS AND IN THE CENTER (APPROXIMATELY 35-FEET WIDE) OF THE

STILLING BASIN FLOOR SLAB EXTENDING FROM APPROXIMATELY 15-FEET DOWNSTREAM

FROM THE SLOPED RAMP TO THE KNEE WALL WITH SEVERE ABRASION/SCOUR LOCATED AT

THE SLOPED RAMP AND FLOOR SLAB INTERFACE FOR THE ENTIRE WIDTH (STA. 23+19.5C).

TYPICAL ABRASION/SCOUR FOR EACH SUB-COMPONENT OF THE STILLING BASIN IS DISCUSSED

BELOW AND ILLUSTRATED ON SHEET CP102 & SHEETS CP901 - CP903 FIGURES 9 - 19.

2. STILLING BASIN WALLS:

A. MINOR SCALING AND EXPOSED AGGREGATE.

B. ACUTE ABRASION APPROXIMATELY 6-INCHES WIDE BY 5-INCHES HIGH BY 3-INCHES

DEEP LOCATED ON NORTH WALL AT INTERFACE BETWEEN STILLING BASIN FLOOR SLAB,

SLOPED RAMP AND BOTTOM OF WALL.

3. STILLING BASIN SLOPED RAMP (STA. 22+45C - STA. 23+19.5C):

A. ONLY LOWER 5-FEET OF SLOPED RAMP ADJACENT TO FLOOR SLAB WAS INSPECTED

DURING 2017 UNDERWATER INSPECTION.

B. MODERATE SCALING WITH MODERATE AGGREGATE EXPOSURE ACROSS ENTIRE LENGTH.

4. STILLING BASIN FLOOR SLAB (STA. 23+19.5C - STA. 24+06C):

A. APPROXIMATELY 75 PERCENT OF THE STILLING BASIN FLOOR SLAB HAS SOME LEVEL

OF ABRASION/SCOUR WITH REBAR LOSS AND EXPOSURE.

B. 18-INCH WIDE BY 6-INCH DEEP SCOUR HOLE WITH SIGNIFICANT REBAR EXPOSURE FOR

THE ENTIRE WIDTH OF THE BASIN AT THE SLOPED RAMP AND FLOOR SLAB INTERFACE (STA.

23+19.5C).

C. SIGNIFICANT ACUTE AND LOCALIZED ABRASION/SCOUR ADJACENT TO BAFFLE BLOCKS

BETWEEN 2 TO 12 INCHES DEEP INTO STILLING BASIN FLOOR SLAB AND EXTENDING 4-FEET

HORIZONTALLY UPSTREAM FROM THE BAFFLE BLOCKS.

D. WIDE SPREAD ABRASION/SCOUR EXTENDS UPSTREAM FROM THE BLOCKS (AS

INDICATED ABOVE) TO THE SLOPED BOTTOM RAMP (STA. 23+19C) TO A DEPTH LESS THAN 12

INCHES AS INDICATED ABOVE ADJACENT TO THE BAFFLE BLOCKS.

EXISTING CONDITION OF STILLING BASIN BASED UPON

JUNE 2017 UNDERWATER INSPECTION:

E. LARGE AMOUNTS OF REBAR ARE EXPOSED THROUGHOUT STILLING BASIN FLOOR SLAB.

EXPOSED REBAR RANGED FROM JUST TOP OF REBAR BEING EXPOSED TO THE FULL REBAR

BEING EXPOSED WITH CONCRETE LOSS EXCEEDING 2-INCHES BETWEEN THE BOTTOM OF THE

REBAR AND FLOOR SLAB SURFACE. IN MANY AREAS, REBAR WITH “FREE” ENDS SEVERAL

FEET LONG ARE EXPOSED RESULTING IN REBAR SWINGING “FREE” IN THE WATER COLUMN.

F. AS ILLUSTRATED ON THE "CE" SHEETS (BASED UPON AS-BUILT DRAWINGS), TWO

LAYERS OF #6 REBAR (0.75-INCH DIAMETER) ARE LOCATED NEAR THE SURFACE WITH

4-INCHES COVER. THEREFORE, BASED UPON OBSERVATIONS, IT IS ESTIMATED THAT

ABRASION DEPTHS IN THESE AREAS RANGE BETWEEN 4 AND 9 INCHES DEEP BENEATH THE

STILLING BASIN FLOOR SLAB SURFACE.

G. THE ABRASION/SCOUR IN THE STILLING BASIN FLOOR SLAB DOWNSTREAM FROM THE

BAFFLE BLOCKS IS SIMILAR TO THE WIDE SPREAD SCOUR UPSTREAM OF THE BAFFLE BLOCKS

AS INDICATED ABOVE.

5. BAFFLE BLOCKS:

A. GENERAL: ACUTE ABRASION/SCOUR UP TO 6-INCHES INTO SOME OF THE FACES OF

THE BLOCKS AND EXTENDING FROM THE FLOOR SLAB UP TO 23-INCHES HIGH ONTO THE

BLOCKS.

B. BAFFLE BLOCK #1: MODERATE SURFACE PITTING ON ENTIRE BLOCK. 12-INCH HIGH BY

12-INCH LONG BY 6-INCH DEEP SPALL/ABRASION AT SOUTH UPSTREAM BOTTOM CORNER

WITH REBAR EXPOSURE. SIGNIFICANT ABRASION/SCOUR OF BASIN FLOOR SLAB WITH

EXPOSED REBAR.

C. BAFFLE BLOCK #2: LARGE ABRASION ON LOWER 18-INCHES OF UPSTREAM FACE WITH

LOSS OF CONCRETE AND EXPOSURE OF REBAR.

D. BAFFLE BLOCK #3: ABRASION/SCOUR ALONG THE LOWER 6-INCHES OF THE UPSTREAM

FACE WITH EXPOSED REBAR. SIGNIFICANT ABRASION/SCOUR OF BASIN FLOOR SLAB WITH

EXPOSED REBAR.

E. BAFFLE BLOCK #4: MODERATE SURFACE PITTING ON ENTIRE BLOCK. SIGNIFICANT

ABRASION/SCOUR OF BASIN FLOOR SLAB WITH EXPOSED REBAR WITH WITH EXPOSED REBAR.

APPEARS TO BE WORST LOCATION OF CONCRETE LOSS AND REBAR EXPOSURE/LOSS.

F. BAFFLE BLOCK #5: MODERATE SURFACE PITTING ON ENTIRE BLOCK. NO REBAR

EXPOSURE ON ANY FACE. MODERATE TO SEVERE ABRASION/SCOUR NEAR BOTTOM OF

BAFFLE BLOCK.

6. KNEE WALL (STA. 24+06C):

A. MODERATE ABRASION/SCOUR AND SOME EXPOSED AGGREGATE. ACUTE

ABRASION/SCOUR 5-FEET OFF OF NORTH WALL AT THE BOTTOM OF KNEE WALL

APPROXIMATELY 6-INCH WIDE BY 6-INCHES HIGH BY 6-INCHES DEEP.

7. OBSERVED ONE LARGE RIP RAP STONE 2'-3' DIAMETER ON FLOOR SLAB WITH A HANDFUL

OF 6"-1' DIAMETER SMALLER STONES IN THE STILLING BASIN. THERE IS A GOOD AMOUNT OF

SMALL GRAVEL TYPE STONE THROUGHOUT THE FLOOR SLAB FILLING IN MANY OF THE

HEAVILY ABRADED AREAS.

D R

A W

N

B

Y

D E

S I G

N

B

Y

S B

S I Z

E

F I L

E

N

A M

E

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

M

Y

C

O R

E

N G

I N

E E

R S

C K

D

B

Y

US Army Corps of

Engineers ® x

F I L

E

N

U M

B E

R

P L

A

L E

P L

T

E

B E

E C

H

C

R E

N

N S

Y L

V A

N I A

A U

G

Baltimore District

F X

X X

B A

L T

I M

O R

E

D

I S

T R

I C

T

B A

L T

I M

O R

E

M

A R

Y L

A N

D

E N

G I N

E E

R I N

G

D

I V

I S

I O

N

C O

N C

R E

M

E D

I A

T I O

N

D E

S C

R I P

T I O

N D

A T

E A

P P

R

F O

S T

S E

Y

E R

S

L

A K

E

S T

I L

L I N

G

B

A S

P

A I R

CP101

570.5'

SECTION - PROPOSED WEDGE

[2 +0

C

[2 +8

.5

C

[2 +7

.7

C

4"

4"

4"

MINMIN

M

IN

M

IN

MIN

M

IN

" M

IN

EXISTING STILLING BASIN WALL

CONTROL JOINT BEYOND.

EXISTING WATER STOP IN

STILLING BASIN WALL BEYOND.

EXISTING CONSTRUCTION

JOINT IN STILLING BASIN

WALL BEYOND.

4'

K E Y

D E P

TH

APPROXIMATE KEY WIDTH

SPLICE PER

ACI

EXISTING

REINFORCING.

PROPOSED 4

EACH #4 HOOK

@12" O.C.

6"

SEE NOTE 7B

THIS SHEET

SEE NOTE 7B

THIS SHEET

570.0'

569.0'

568.0'

PROPOSED #4 HOOK

@ 12" EACH WAY

PROPOSED WEEPHOLE

EXTENSION, SEE NOTE 8.

SEE NOTE 7A THIS SHEET.

EXISTING WEEPHOLES.

PROPOSED

PERPENDICULAR

4 ROWS/3 EACH

#8 CONTINUOUS

PROPOSED ALL

PERPENDICULAR

ROWS

#6 @ 12" O.C.

E Q

E Q

E Q

E Q

E Q

E Q

E Q

E Q

E Q

E Q

PROPOSED

PERPENDICULAR

3 ROWS/5 EACH

#7 CONTINUOUS

PROPOSED

PERPENDICULAR

4 ROWS/5 EACH

#7 CONTINUOUS

PROPOSED #6 HOOK

PROPOSED

5 EACH #6 @ 12"

* NOTE

* NOTE - FOR INTERFERENCE BETWEEN HORIZONTAL LEGS

OF PROPOSED #4 HOOKS, HOOK SHALL BE ROTATED

ABOUT AXIS OF VERTICAL LEG NO MORE THAN NECESSARY

TO PROVIDE 1" CLEAR BETWEEN HORIZONTAL LEGS.

PROPOSED #8 @ 12"

PROPOSED #6 @ 12".

SEE NOTE 7A THIS

SHEET.#6 @ 12".

#6 @ 12".

1 2

PROPOSED DOWEL AND EPOXY

#4 HOOKS EMBED A MINIMUM OF

4-1/2" WITH HILTI HIT-HY200 OR

EQUAL, SEE NOTE 3.

PROPOSED #6 @ 12" O.C.

EXISTING

REINFORCING.

566.0'

AT SLAB

P R O

P O

SE

D

W E D G E

E X

IS

TI

N

G B A

SI

N

[2 +0

C

570.5'

PROJECTION

LINE OF

EXISTING

STILLING

BASIN SLOPE.

EXISTING

STILLING

BASIN

KNEEWALL.

PROJECTION

LINE OF

PROPOSED

WEDGE SLOPE.

PROPOSED

CONCRETE

WEDGE.

EX

IS

T

KN

EE

W

AL

L

INTERSECTION OF PROPOSED WEDGE

PROJECTION, EXISTING STILLING

BASIN SLOPE PROJECTION, STA.

[24+01C] & ELEV. 570.5'.

RA

DI

US

T

O M

AT

CH

564.5'

BOTTOM

OF KEY

C

LE

A R

C/L

8"

9"

PROPOSED

#6 @ 12"

NOTES:

1. CONCRETE STRENGTH PER SPECIFICATIONS.

2. PROPOSED CONCRETE WEDGE TO BE KEYED INTO EXISTING

STILLING BASIN SLAB. DEMOLITION WILL BE REQUIRED TO MAKE

KEY.

3. #4 HOOKS SHALL BE SPACED 12" ON CENTER, EACH WAY.

SUBMIT ADHESIVE FOR REVIEW AND APPROVAL, SEE SPECIFICATIONS.

4. ALL REINFORCEMENT AT CONCRETE WEDGE SHALL BE

EPOXY-COATED.

5. SPLICE REINFORCEMENT PER ACI 318-14.

6. CONCRETE WEDGE SHALL BE CONSTRUCTED IN A SINGLE

PLACEMENT.

7. ALL EXISTING CONCRETE SURFACES HAVING CONTACT WITH

PROPOSED CONCRETE WEDGE SHALL BE ROUGHENED TO RECEIVE

PROPOSED WEDGE. SEE "SECTION-PROPOSED WEDGE" THIS SHEET

AND "PLAN-PROPOSED LIMITS OF REPAIR" SHEET CP102 FOR LIMITS.

CONTRACTOR SHALL ENSURE ROUGHENED SURFACES ARE ONLY

PERFORMED TO THOSE SURFACES HAVING CONTACT WITH PROPOSED

WEDGE AND KEY. ROUGHENED SURFACES INCLUDE:

A) EXISTING SURFACES - STILLING BASIN WALLS (NOT SHOWN IN

SECTION), KNEEWALL AND STILLING BASIN SLAB. SLAB

ELEVATION = 566.0'.

B) EXCAVATION OF EXISTING SURFACES - HORIZONTAL AND

VERTICAL PORTION OF STILLING BASIN SLAB TO RECEIVE

PROPOSED WEDGE KEY.

D R

A W

N

B

Y

D E

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N

B

Y

S B

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S U

E

D

A T

E

C O

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I T

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N

O

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Y

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O R

E

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C K

D

B

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US Army Corps of

Engineers ® x

F I L

E

N

U M

B E

R

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A

L E

P L

T

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B E

E C

H

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Baltimore District

F X

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G I N

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G

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T I O

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D E

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S

CP301

PROPOSED

#4 HOOK

NOT SHOWN

FOR CLARITY

NOTES (CONTINUED):

8. EXISTING FOUR WEEPHOLES IN VICINITY OF PROPOSED CONCRETE

WEDGE SHALL REMAIN SERVICEABLE. CONTRACTOR SHALL FORM

AND EXTEND WEEPHOLES THROUGH PROPOSED WEDGE WITH

MATERIALS OTHER THAN METAL OR MATERIALS PRONE TO EXPOSING

NEW CONCRETE TO CORROSION RELATED DAMAGE. DIAMETER OF

WEEPHOLE EXTENSIONS SHALL MATCH EXISTING WEEPHOLES. AS SHOWN ABOVE, WEEPHOLES MAY INTERFERE WITH LOCATION OF REINFORCING. AS SUCH CONTRACTOR SHALL ADJUST REINFORCING AS NECESSARY WHILE MAINTAINING MINIMUM REINFORCING FREQUENCY, SIZE OF REINFORCING AND MINIMUM CONCRETE COVERAGE AS SHOWN ON THESE PLANS AND IN THE SPECIFICATIONS. SEE

SHEET CP102 FOR PLAN VIEW OF WEEPHOLES IN VICINITY OF PROPOSED WEDGE.

9. ALL EXISTING WEEPHOLES IN STILLING BASIN SLAB SHALL REMAIN SERVICEABLE. EXISTING WEEPHOLES IMPACTED BY PROPOSED WORK SHALL BE RECONSTRUCTED TO DRAIN AT TOP OF STILLING BASIN SLAB AT ELEV. 566.0'. CONTRACTOR SHALL FORM AND EXTEND WEEPHOLES WITH MATERIALS OTHER THAN METAL OR MATERIALS PRONE TO EXPOSING NEW CONCRETE TO CORROSION RELATED DAMAGE. DIAMETER OF WEEPHOLE EXTENSIONS SHALL MATCH EXISTING WEEPHOLES. SEE SHEET CP102 FOR PLAN VIEW OF

WEEPHOLES IN VICINITY OF PROPOSED REPAIRS.

CONCRETE REMOVAL AND SFC PLACEMENT

EXISTING STEEL

REINFORCING.

EXISTING CONCRETE

STILLING BASIN AND

BAFFLE BLOCKS.

PREPARED CONCRETE

SURFACES TO RECEIVE

SFC.

NOTES:

1) CONTRACTOR TO CONDUCT 3D LASER SCANNING (ALSO REFERED TO AS

HIGH DEFINITION SURVEYING ((HDS)), 3D IMAGING, TERRESTRIAL SCANNING

AND LIDAR) OF THE STILLING BASIN SLAB AND BAFFLE BLOCKS BEFORE

AND AFTER DEMOLITION AND FOLLOWING SFC PLACEMENT TO ESTABLISH

QUANTITIES FOR PAYMENT FOR DEMOLITION AND PLACEMENT OF NEW SFC

(NOT TO INCLUDE NEW CONCRETE FOR WEDGE ABOVE AS-BUILT SLAB AT

ELEVATIONS 566.0' WHICH IS TO BE PAID VIA LUMP SUM).

2) REMOVE CONCRETE & PREPARE SURFACE TO RECEIVE SFC PER

SPECIFICATION SECTION 03 30 00.

3) PREPARE CONCRETE SUBSTRATE SURFACES AND PLACE AND CURE SFC

MATERIAL PER SPECIFICATION SECTION 03 30 00.

4) PERIMETER OF ALL REPAIRS SHALL BE VERTICALLY SAWCUT TO A

MINIMUM DEPTH OF 2" BELOW TOP OF CONCRETE SURFACE TO ENSURE NO

NTS

SE

E

N O

TE

SE

E

N O

TE

FEATHERED EDGES OF NEW SFC MATERIAL. TO ENSURE REINFORCING IS NOT CUT OR DAMAGED SAWCUT SHALL BE PERFORMED TO A MAXIMUM DEPTH OF 3" BELOW TOP OF CONCRETE SURFACE OR JUST ABOVE REINFORCING.

5) FOLLOWING SAWCUTTING, CONCRETE SHALL BE REMOVED TO A DEPTH OF 4" BELOW TOP OF CONCRETE OR

1/2" INTO SOUND CONCRETE, WHICHEVER IS GREATER.

6) WHENEVER MORE THAN 50% OF PERIMETER OF STEEL REINFORCING IS EXPOSED OR CORRODED REINFORCING IS ENCOUNTERED, CONCRETE SHALL BE REMOVED TO A MINIMUM DEPTH OF 1 1/2" BELOW

BOTTOM OF STEEL REINFORCING OR 1/2" INTO SOUND CONCRETE, WHICHEVER IS GREATER.

CLEANING OF REINFORCING STEEL

NOTE:

ALL HEAVY OXIDES AND SCALE SHALL BE REMOVED

FROM THE BAR AS NECESSARY TO PROMOTE

MAXIMUM BOND OF REPLACEMENT SFC MATERIAL

PER SPECIFICATION SECTION 03 30 00.

PATH OF ABRASIVES

CLEANING REQUIRED

HEAVILY

OXIDIZED

SECTION

LIGHT/MEDIUM

OXIDIZED

SECTION

ORIGINAL MILL

SCALE

UNOXIDIZED

CLEANING UNDERSIDE

OF BAR

NTS

EXISTING SOUND

CONCRETE

REPAIR OF REINFORCING STEEL DUE TO LOSS OF SECTION

NOTES:

1) SPLICE ON NEW #6 EPOXY COATED STEEL REBAR WHERE THE EXISTING #6 STEEL REBAR HAS BEEN COMPLETELY REMOVED BY EROSION OR WHERE THERE IS A LOSS OF 25 PERCENT OF THE BARS CROSS-SECTIONAL

AREA.

2) IF THE REINFORCING STEEL HAS LOST MORE THAN 25 PERCENT OF ITS CROSS-SECTIONAL AREA, SPLICE USING AN EPOXY COATED BAR OF CROSS-SECTIONAL AREA EQUAL TO OR EXCEEDING THE CROSS-SECTIONAL AREA LOST BY CORROSION OF THE EXISTING BAR. ALTERNATIVELY, WHEN THE CROSS-SECTIONAL AREA LOSS IS LESS THAN 50 PERCENT OF EACH BAR, THE CROSS-SECTIONAL AREA LOSS MAY BE SUMMED AND ONE BAR OF EQUIVALENT CROSS-SECTIONAL AREA MAY BE SPLICED AT 2' O.C. MAXIMUM. HOWEVER, IN NO CASE SHALL THE SPLICED BAR BE OF LARGER CROSS-SECTIONAL AREA THAN THE EXISTING BAR.

3) BARS MAY BE SPLICED WITH EITHER LAP SPLICES OR MECHANICAL SPLICES. LAP LENGTH SHALL BE IN ACCORDANCE WITH ACI-318 (CLASS B SPLICE).

AFFECTED AREA

LOSS OF SECTION

ACI REQUIRED LAP ACI REQUIRED LAP

ORIGINAL MILL SCALE

NO SECTIONAL LOSS

ORIGINAL MILL SCALE

NO SECTIONAL LOSS

NTS

D R

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N

B

Y

D E

S I G

N

B

Y

S B

S I Z

E

F I L

E

N

A M

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I S

S U

E

D

A T

E

C O

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S O

L I C

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N

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C

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US Army Corps of

Engineers ® x

F I L

E

N

U M

B E

R

P L

A

L E

P L

T

E

B E

E C

H

C

R E

N

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Y L

V A

N I A

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G

Baltimore District

F X

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D

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T

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D

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CP501

FIGURE 9: EXPOSED REBAR

SEVERE ABRASION AT RAMPED SLOPE & FLOOR SLAB INTERFACE

FIGURE 10: EXPOSED REBAR

APPROXIMATELY 15' DOWNSTREAM OF SLOPE AT MID-CHANNEL

FIGURE 11: PARTIALLY EXPOSED REBAR

APPROXIMATELY 25' DOWNSTREAM OF SLOPE & 15' OFF WALL

FIGURE 12: EXPOSED REBAR WITH 1-2" CONCRETE LOSS BELOW

APPROXIMATELY 35' DOWNSTREAM OF SLOPE AT MID-CHANNEL

D R

A W

N

B

Y

D E

S I G

N

B

Y

S B

S I Z

E

F I L

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N

A M

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S U

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D

A T

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C O

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N

N

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M

Y

C

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C K

D

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Y

US Army Corps of

Engineers ® x

F I L

E

N

U M

B E

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P L

A

L E

P L

T

E

B E

E C

H

C

R E

N

N S

Y L

V A

N I A

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Baltimore District

F X

X X

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D

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B A

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S

CP901

FIGURE 13: MULTIPLE EXPOSED AND BENT BARS

APPROXIMATELY 45' DONWSTREAM OF SLOPE AT W WALL

FIGURE 14: EXPOSED REBAR

BOTTOM SLAB JUST DOWNSTREAM OF BAFFLE BLOCK 5

FIGURE 15: EXPOSED REBAR & DEBRIS

UNDERNEATH ON BOTTOM SLAB DOWSTREAM OF BAFFLE BLOCK 3

FIGURE 16: REBAR BENT VERTICALLY

BOTTOM OF LONGITUDINAL BAR JUST UPSTREAM OF BAFFLE BLOCK 4

D R

A W

N

B

Y

D E

S I G

N

B

Y

S B

S I Z

E

F I L

E

N

A M

E

I S

S U

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D

A T

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C O

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S O

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I O

N

N

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C

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C K

D

B

Y

US Army Corps of

Engineers ® x

F I L

E

N

U M

B E

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P L

A

L E

P L

T

E

B E

E C

H

C

R E

N

N S

Y L

V A

N I A

A U

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Baltimore District

F X

X X

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L T

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D

I S

T R

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T

B A

L T

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A R

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D

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G I N

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R I N

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D

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C O

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M

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CP902

FIGURE 17: 7' LONG REBAR BENT VERTICALLY

LONGITUDINAL REBAR JUST UPSTREAM OF BAFFLE BLOCK 4

FIGURE 18: TYPICAL BOTTOM SLAB CONDITION

ADJACENT TO BAFFLE BLOCK 4

FIGURE 19: EXPOSED BENT UP REBAR & DEBRIS

ADJACENT TO KNEEWALL

D R

A W

N

B

Y

D E

S I G

N

B

Y

S B

S I Z

E

F I L

E

N

A M

E

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

M

Y

C

O R

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N G

I N

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C K

D

B

Y

US Army Corps of

Engineers ® x

F I L

E

N

U M

B E

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P L

A

L E

P L

T

E

B E

E C

H

C

R E

N

N S

Y L

V A

N I A

A U

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Baltimore District

F X

X X

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D

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T

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G I N

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D

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N

C O

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M

E D

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D E

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CP903