Drawings.pdf

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US Army Corps of Engineers

SOLICITATION NO.:

CONTRACT NO.:

ISSUE DATE:

New England District

SIGNATURES AFFIXED BELOW INDICATE OFFICIAL RECOMMENDATION AND APPROVAL

OF ALL DRAWINGS IN THIS SET AS INDEXED ON THIS SHEET

APPROVED FOR TECHNICAL ADEQUACY BY:

TECHNICAL LEAD ENGINEER DATE

DATE

DATE

DATE

DATE

APPROVED BY:

APPROVAL RECOMMENDED BY:

CHIEF, ENGINEERING / PLANNING DIVISION

This project was designed by the U.S. Army Corps of Engineers. The initials or signatures and registration designations of individuals appear on these project documents, within the scope of their employment as required by ER 1110-1-8152.

REVIEWED BY:

CHIEF, GEOTECHNICAL/WATER RESOURCES BRANCH

REVIEWED BY:

CHIEF, DESIGN BRANCH

CHIEF, GEO-ENV ENGINEERING BRANCH

CONCRETE REPAIRS

PINE PLAINS BRIDGE

BARRE FALLS DAM

OAKHAM, MASSACHUSETTS

FEB 2023

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VICINITY MAP

CONN.

R.I.

MASSACHUSETTS

HAMPSHIRE

NEW

PROV.

HARTFORD

BOSTON

PORTSMOUTH

PORTLAND

CONCORD

AUGUSTA

VT.

HUBBARDSTON

NOT TO SCALE

LOCATION PLAN

PROJECT LOCATION

ATLANTIC OCEAN

PINE PLAINS BRIDGE

ON PINE PLAINS RD

BARRE FALLS DAM

ROUTE 122

OAKHAM, MA

HUBBARDSTON,

MA

N

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W912WJ23Q0027

BRIDGE PLAN VIEW

BRIDGE SECTIONS

BRIDGE ELEVATIONS

RAILING DETAILS

BRIDGE DETAILS

DESIGN FILESHEET NO.

G-001

INDEX TO DRAWINGS

SHEET TITLE

S-501

S-502

S-503

S-504

S-505

CON-BF-475_G-001.DWG COVER SHEET AND INDEX TO DRAWINGS

CON-BF-475_S-501.DWG

CON-BF-475_S-502.DWG

CON-BF-475_S-503.DWG

CON-BF-475_S-504.DWG

CON-BF-475_S-505.DWG

PHOTOGRAPHS7 S-506 CON-BF-475_S-506.DWG

AutoCAD SHX Text

CAPE

AutoCAD SHX Text

COD

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Text Box 2/14/2023

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Typewritten Text

(ACTING)

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Typewritten Text 2/16/2023

20'-0" 20'-0"

7-2"

18'-0"

11'-0"

4'-0"

10'-6"

+/- 9 SF OF UNSOUND DETERIORATED

CONCRETE (TYP.) ON THE LOWER

SHELF (BELOW GRADE). CONTRACTOR

SHALL EXPOSE AREA FOR

REPAIR DURING CONSTRUCTION

INSTALL OBJECT MARKERS,

FOUR TOTAL, (TYP.)

SEE F1 ON S-502

4" PERFORATED HDPE, DUAL WALLED PIPE,

TYPE S, W/ CAPPED ENDS TO BE INSTALLED

SLOPE DOWN TOWARDS CENTRAL DRAINPIPE = 1.0% MIN

AREA TO BE REPAIRED

LEGEND

2'-0"

15'-0"

11'-0"

PHOTO LOCATION

INVERT OF HDPE CAPPED END

IS NO GREATER THAN EL. 98.6

INVERT OF HDPE CAPPED END

IS NO GREATER THAN EL. 98.6

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PLAN VIEW

SCALE: 1/4" = 1' - 0"

N

0 4' 8'2'

CONCRETE CORING FOR DRAINPIPE

TO BE COMPLETED FROM EXTERIOR

OF HEADWALL TO INTERIOR OF HEADWALL

1. CONTRACTOR WILL ENSURE THAT UPON COMPLETION OF WORK, THE WEARING

SURFACE WILL BE IN THE SAME CONDITION AS BEFORE WORK BEGAN WITH THE

EXCEPTION OF THE INSTALLED DRAINAGE TRENCH.

2. NO CONCRETE OR CONCRETE DEBRIS SHALL ENTER THE WATERWAY.

3. CONTRACTOR SHALL UNPLUG EXISTING WEEPHOLES AT THE DIRECTION OF

THE CONTRACTING OFFICER'S REPRESENTATIVE (COR) WITH HIGH PRESSURE

WATER.

4. 4" PERFORATED HDPE, DUAL WALLED PIPE TO BE USED FOR DECK DRAIN

PIPE. PIPE SHALL MEET THE REQUIREMENTS OF AASHTO M-252 (3"-10"), TYPE

S (CORRUGATED OUTSIDE-SMOOTH INSIDE).

5. PIPE SHALL BE JOINED WITH COUPLING BANDS COVERING AT LEAST TWO

FULL CORRUGATIONS ON EACH END OF THE PIPE. STANDARD CONNECTIONS

SHALL MEET OR EXCEED THE SOIL-TIGHT REQUIREMENTS OF AASHTO M252,

AASHTO M294, OR ASTM F2306.

6. 3/4-INCH CRUSHED STONE MATERIAL SHALL CONFORM TO THE REQUIREMENTS

OF SECTION M2.01.0 OF THE MASSDOT STANDARD SPECIFICATIONS FOR

HIGHWAYS AND BRIDGES, LATEST EDITION. GRADATION OF THE MATERIAL

SHALL BE AS SPECIFIED FOR CRUSHED STONE UNDER TABLE DESIGNATION

M2.01.4 IN SECTION M2.01.0 OF THE STATE SPECIFICATIONS. CRUSHED GRAVEL

STONE WILL NOT BE PERMITTED.

7. PHOTOS ARE SHOWN ON SHEET S901.

GENERAL NOTES:

SEE DRAIN TRENCH DETAIL ON SHEET S-502

STONE ENVELOPE AROUND PIPE NOT REQUIRED

INVERT OF THE EXTERIOR DRAINPIPE SHALL BE NO GREATER THAN EL. 98.2

S901B

S901A

S901C

S901D

S901E

S901F

TRENCH TO BE EXCAVATED SO

AS TO PROVIDE A MINIMUM OF

ONE FOOT OF 3/4" CRUSHED STONE COVER

ABOVE HDPE DUAL WALLED PIPE

SEE SECTION B1 ON S-301

LOWER SHELF

INVERT OF DRAIN CONNECTION POINT,

NEAR THE MIDPOINT OF BRIDGE,

SHALL BE NO GREATER THAN EL. 98.3

DDDDDDDDDDD

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Text Box

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ELEV. 87.3

FORMED CONCRETE JOINT (TYP.)

SPALL AREA, 36" X 24"

INSTALL NEW DRAIN OUTLET AT

THIS LOCATION

ELEV. 89.5

ELEV. 92.92

ELEV. 97.04

ELEV. 99.89

SPALL AREA, 36" X 12"

54'-7"

2'-6"

RE-ESTABLISH YEAR OF

CONSTRUCTION

(1938)

FORM/ MAINTAIN CONCRETE JOINT (TYP.)

TO ORIGINAL PROFILE

ELEV. 87.3

ELEV. 89.5

ELEV. 92.92

ELEV. 97.04

ELEV. 99.89

29'-0"

12'-0"

UNSOUND CONCRETE

54'-7"

REPAINT BRIDGE RAILS AND POSTS

OVER FULL LENGTH OF BRIDGE

ON BOTH UPSTREAM AND

DOWNSTREAM SIDES

SPALL AREA, 30"X18"

REPAINT BRIDGE RAILS AND POSTS

OVER FULL LENGTH OF BRIDGE

ON BOTH UPSTREAM AND

DOWNSTREAM SIDES

CONTRACTOR SHALL

CLEAN WEEPHOLE

SPALL AREA, 9" X 7"

1'-6"

UNSOUND AREA, 20" X 4"

CONTRACTOR SHALL

CLEAN WEEPHOLE

S-101

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SOUTH ELEVATION

SCALE: 1/4" = 1'-0"

B2

NORTH ELEVATION

SCALE: 1/4"=1'-0"

0 4' 8'2'

0 4' 8'2'

S-504

E4

B1

S-101

B1

S-101

1. PROVIDE DIVERSION AND WATER CONTROL AS NEEDED TO

PERFORM THE WORK.

2. NO CONCRETE OR CONCRETE DEBRIS SHALL ENTER THE

WATERWAY.

3. CONCRETE TO BE 5000 PSI WITH AIR ENTRAINMENT.

CONTRACTOR SHALL SUBMIT CONCRETE MIX TO COR FOR

REVIEW AND APPROVAL.

4. CONTRACTOR SHALL FOLLOW ACI PROCEDURES FOR PLACING

COLD WEATHER CONCRETE, IF APPLICABLE.

5. CONTRACTOR SHALL UNPLUG EXISTING WEEPHOLES WITH

HIGH PRESSURE WATER.

6. CONTRACTOR SHALL SOUND CONCRETE IN LOCATIONS

IDENTIFIED TO DETERMINE DEPTH OF REPAIR. DEPTH AND

QUANTITY OF REPAIR TO BE SUBMITTED TO THE COR FOR

REVIEW AND APPROVAL PRIOR TO REPAIR WORK.

GENERAL NOTES

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B3

BRIDGE SECTION

NOT TO SCALE

B1

S-301

24'-0" OUT TO OUT

22'-6" RAILING CL TO RAILING CL

21'-0" CURB TO CURB

20'-0" ROADWAY WIDTH

WEARING SURFACE

LOWER SHELF

0'-6"

1. CRUSHED STONE SHALL BE ENCLOSED IN GEOTEXTILE FABRIC (SIDES AND

BOTTOM ONLY) FOR SEDIMENT CAPTURE AND MAINTENANCE. GEOTEXTILE

FABRIC SHALL BE LOCATED PER THE CONTRACT DRAWINGS AND THE

REQUIREMENTS OF THE INFILTRATION CHAMBER'S MANUFACTURER. REFER

TO S-502 FOR MORE DETAIL.

GENERAL NOTES:

LIMIT OF CONCRETE

CURB REPAIRS

1'-6"

ENCASE PIPE WITH 3/4" CRUSHED STONE AND

WRAP WITH GEOTEXTILE FABRIC (SIDES AND

BOTTOM ONLY) FOR SEDIMENT CAPTURE AND

MAINTENANCE

PIPE INVERT EL. 98.3 AT DRAIN OUTLET

LIMIT OF CONCRETE CURB REPAIRS

(REFER TO TYPICAL 2-6" REPAIR ON

S-501 FOR MORE DETAIL)

1'-6"

SAWCUT/ CHIP AND CLEAN SPALLED AREA

GROUT ANNULAR SPACE AROUND PIPE

OUTLET

FORMED

CONCRETE

JOINT

CONCRETE REPAIRS

DEPTH 2"-6"

A1

S-502

BACKFILL USING EXCAVATED MATERIAL

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EXISTING 2" DIAM. EXTRA

STRONG STEEL PIPE (TYP.)

EXISTING 10" x 10" x 5/8" (TYP.)

EXISTING 3/4" WEDGE

BOLTS, 10" EMBED. (TYP.)

S-501

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RAILING POST BASE PLAN VIEW

SCALE: 1" = 1' - 0"

0 1' 2'6"

E4

RAILING POST ELEVATION VIEW

SCALE: 1" = 1' - 0"

0 1' 2'6"

E7

RAILING SECTION

SCALE: 1" = 1' - 0"

0 1' 2'6"

E7

S-501

E2

S-501

GENERAL NOTES:

1. DETAILS ON THIS SHEET ARE PROVIDED FOR INFORMATION ONLY.

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MAX 4' ABOVE ROAD SURFACE

STEEL POST DRIVEN MINIMUM

3'-0" INTO GROUND

OM-3L

OM-3R

1'-0"

12 GA. ALUMINUM, WITH SELF ADHESIVE

YELLOW BACKGROUND WITH BLACK

STRIPES

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OBJECT MARKERS ELEVATION VIEW

NOT TO SCALE

TYPICAL REPAIR PATCH 6" OR GREATER DEPTH

TYPICAL REPAIR PATCH BETWEEN 2" AND 6" IN DEPTH

B5

TYPICAL SPALL REPAIR PROCEDURE AND DETAILS

NOT TO SCALE

1. SAWCUT PERIMETER OF REPAIR A MINIMUM OF 1 INCH DEEP.

2. REMOVE ALL DETERIORATED CONCRETE TO MINIMUM DEPTH OF 6 INCHES OR

TO SOUND CONCRETE.

3. FOR ALL REINFORCING STEEL THAT IS EXPOSED GREATER THAN 50% OF ITS

CIRCUMFERENCE, THE CONCRETE SHALL BE UNDERCUT BY A MINIMUM OF 1 INCH.

4. DRILL AND GROUT #3 DOWELS AS SHOWN.

5. PLACE #3 BARS AS SHOWN.

6. REPLACE REINFORCING STEEL IF LESS THAN 75% OF THE ORIGINAL REBAR

SECTION REMAINS AT ANY POINT ALONG THE EXPOSED REBAR. PROVIDE A NEW

BAR HAVING SECTION GREATER THAN THE MAXIMUM SECTION AREA LOSS

(#3 MINIMUM).

7. PROVIDE A LAP SPLICE AS INDICATED IN THE “BAR SPLICE CHART”.

8. IF MORE THAN 75% OF THE ORIGINAL REBAR SECTION AREA REMAINS, THEN NO

REPLACEMENT IS REQUIRED.

9. ABRASIVE BLAST CONCRETE SURFACE TO REMOVE ALL LOOSE CONCRETE AND

LEACHATES.

10. INSTALL FORMS.

11. ENSURE REPAIR AREA IS SATURATED SURFACE DRY.

12. APPLY BONDING AGENT/CORROSION INHIBITOR TO EXPOSED REINFORCEMENT

AND CONCRETE SUBSTRATE.

13. PLACE PORTLAND CEMENT CONCRETE.

14. RE-ESTABLISH DRIP EDGE, WHEN APPLICABLE.

1. SAWCUT PERIMETER OF REPAIR A MINIMUM OF 1 INCH DEEP.

2. REMOVE ALL DETERIORATED CONCRETE TO MINIMUM DEPTH OF 2 INCHES.

3. FOR ALL REINFORCING STEEL THAT IS EXPOSED GREATER THAN 50% OF ITS

CIRCUMFERENCE, THE CONCRETE SHALL BE UNDERCUT BY A MINIMUM OF 1 INCH.

4. PLACE STEEL PINS AT MAXIMUM OF 12 INCHES ON CENTER. PINS SHALL

HAVE A MINIMUM EMBEDDED DEPTH OF 6" INTO SOUND CONCRETE.

5. FASTEN W1.4/1.4, 2 INCH x 2 INCH WELDED WIRE FABRIC (WWF) TO STEEL

PINS. ONLY USE WWF WHEN THE REPAIR AREA EXCEEDS 1.0 SQUARE FEET.

6. REPLACE REINFORCING STEEL IF LESS THAN 75% OF THE ORIGINAL REBAR

SECTION REMAINS AT ANY POINT ALONG THE EXPOSED REBAR. PROVIDE A

NEW BAR HAVING SECTION GREATER THAN THE MAXIMUM SECTION AREA

LOSS (#3 MINIMUM).

7. PROVIDE A LAP SPLICE AS INDICATED IN THE “BAR SPLICE CHART”.

8. ABRASIVE BLAST CONCRETE SURFACE TO REMOVE ALL LOOSE CONCRETE AND

LEACHATES.

9. INSTALL FORMS.

10. ENSURE REPAIR AREA IS SATURATED SURFACE DRY.

11. APPLY CORROSION INHIBITOR/BONDING AGENT TO EXPOSED PINS, WWF, AND

CONCRETE SUBSTRATE.

12. PLACE POLYMER-MODIFIED CONCRETE.

NEW BAR LAP SPLICE LENGTH

#3 1'-0"

BAR SPLICE CHART

#4

#5

#6

#7

#8

1'-3"

1'-7"

1'-11"

2'-3"

2'-6"

#3 BARS AT 12 IN E.W. (TYP.)

#3 DOWELS DRILLED AND GROUTED

6" INTO SOUND CONCRETE (TYP.)

NEW PORTLAND CEMENT

EXISTING CONCRETE

6" OR GREATER

2" CLEAR

EDGES OF CONCRETE SHALL

BE "DOVETAILED" TO CREATE

A GREATER CAVITY BASE

STEEL PINS

W1.4, 2x2 WWF

NEW POLYMER-

MODIFIED CONCRETE

EXISTING CONCRETE

2" CLEAR

0'-6"

A1

DRAIN TRENCH DETAIL

NOT TO SCALE

GEOTEXTILE FABRIC

TO BE WRAPPED

AROUND SIDES AND

BOTTOM OF 3/4"

CRUSHED STONE

LOWER SHELF

OF EXISTING CONCRETE

1. 4" PERFORATED HDPE, DUAL WALLED PIPE TO BE USED FOR DECK DRAIN PIPE. PIPE SHALL MEET THE

REQUIREMENTS OF AASHTO M-252 (3"-10"), TYPE S (CORRUGATED OUTSIDE-SMOOTH INSIDE).

2. PIPE SHALL BE JOINED WITH COUPLING BANDS COVERING AT LEAST TWO FULL CORRUGATIONS ON EACH

END OF THE PIPE. STANDARD CONNECTIONS SHALL MEET OR EXCEED THE SOIL-TIGHT REQUIREMENTS OF

AASHTO M252, AASHTO M294, OR ASTM F2306.

3. 3/4-INCH CRUSHED STONE MATERIAL SHALL CONFORM TO THE REQUIREMENTS OF SECTION M2.01.0 OF THE

MASSDOT STANDARD SPECIFICATIONS FOR HIGHWAYS AND BRIDGES, LATEST EDITION. GRADATION OF THE

MATERIAL SHALL BE AS SPECIFIED FOR CRUSHED STONE UNDER TABLE DESIGNATION M2.01.4 IN SECTION M2.01.0

OF THE STATE SPECIFICATIONS. CRUSHED GRAVEL STONE WILL NOT BE PERMITTED.

4. STONE SHALL BE ENCLOSED IN GEOTEXTILE FABRIC (SIDES AND BOTTOM ONLY) FOR SEDIMENT CAPTURE

AND MAINTENANCE. GEOTEXTILE FABRIC SHALL BE LOCATED PER THE CONTRACT DRAWINGS AND THE

REQUIREMENTS OF THE INFILTRATION CHAMBER'S MANUFACTURER. GEOTEXTILE FABRIC WRAPPED AROUND

FILTER STONE SHALL BE AASHTO M 288 CLASS 2 NON-WOVEN FOR SEPARATION.

5. NON-WOVEN GEOTEXTILE FABRIC SHALL BE A 6.0 OZ (MINIMUM) NEEDLE-PUNCHED GEOTEXTILE AND MADE OF

100 PERCENT POLYPROPYLENE STAPLE FIBERS, WHICH ARE FORMED INTO A RANDOM NETWORK FOR DIMENSIONAL

STABILITY. GEOTEXTILE FABRICS SHALL RESIST ULTRAVIOLET DETERIORATION, ROTTING, BIOLOGICAL

DEGRADATION, AND NATURALLY ENCOUNTERED BASICS AND ACIDS. FABRIC SHALL BE STABLE WITHIN A PH RANGE

OF 2 TO 13.

DRAIN PIPE, CRUSHED STONE, AND GEOTEXTILE NOTES

1'

4" HDPE PIPE

INSTALL 4" HDPE EXTENSION TO DRAIN CAP,

END W/ S.S. RODENT SCREEN;

INVERT AT DRAIN SCREEN SHALL BE NO HIGHER

THAN EL. 98.2

INVERT AT DRAIN POINT WILL BE NO

HIGHER THAN EL. 98.3

CORE THROUGH CONCRETE AS NEEDED

CORING/CUTTING CONCRETE FOR CRUSHED

STONE ENVELOPE AROUND PIPE NOT REQUIRED

1" DEEP SAWCUT AROUND

EDGE OF REPAIR

1" DEEP SAWCUT AROUND

EDGE OF REPAIR

3/4" CRUSHED

STONE MATERIAL

6"

M

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ELEVATION VIEW OF THE SOUTH FACE OF BRIDGE

ELEVATION VIEW OF THE NORTH FACE OF BRIDGE

ELEVATION VIEW OF THE SOUTH FACE OF BRIDGE

ELEVATION VIEW OF THE NORTH FACE OF BRIDGE VIEW OF THE NORTHEAST CORNER OF THE BRIDGE

VIEW OF THE STREAM EXITING THE NORTH SIDE OF THE BRIDGE

S901A S901B S901C

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