GB_SEG_B3_SS709WCB_REV1.pdf

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T fiof Engineers

US Army Corps of Engineers

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IDENTIFICATION

SHEET

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D S -1

-B -0

GROUT FILL

#18 CENTER

REINF. BAR

BEDROCK

EL. VARIES

GROUT FILL

#18 CENTER

REINF. BAR

SCALE: NTS

6" CRUSHED STONE

’-0

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DESIGNATION

MONOLITH

PILES

NO. OF

MONOLITH M54

MONOLITH M55

MONOLITH M56

MONOLITH M57

MONOLITH M58

MONOLITH M59

MONOLITH M60

MONOLITH M61

MONOLITH M62

MONOLITH M63

MONOLITH M64

MONOLITH M65

MONOLITH M66

CASING ELEV.

DESIGN TIP OF

BAR ELEV.

REINFORCING

TOP OF

BATTER

PILE

CASING (FT.)

LENGTH OF

TOP ELEV.

SHEET PILE

TIP ELEV.

SHEET PILE

MICROPILE SCHEDULE

35.75

35.75

31.75

31.75

31.75

31.75

28.25

28.25

28.25

28.25

28.25

28.25

28.25

3V:1H

TYPICAL MICROPILE DETAIL

MICROPILE, SEE SCHEDULE

PILE CAP

’-4

1’-6"

TOP OF PILE

3V:1H

3V:1H

3V:1H

3V:1H

3V:1H

3V:1H

3V:1H

3V:1H

3V:1H

3V:1H

3V:1H

3V:1H

17.10

17.60

17.60

17.60

17.60

17.60

17.60

17.60

37.45

37.45

33.45

33.45

33.45

33.45

29.95

29.95

29.95

29.95

29.95

29.95

29.95

-17.87

-16.87

-15.87

-14.37

-11.87

-1.87

-1.37

36’-6"

35’-6"

30’-3"

28’-8"

26’-0"

15’-5"

11’-3"

11’-3"

11’-3"

11’-3"

11’-3"

11’-3"

11’-3"

58’-4"

57’-3"

52’-0"

50’-5"

47’-9"

37’-3"

33’-0"

35.75

35.75

31.75

31.75

31.75

31.75

28.25

28.25

28.25

28.25

28.25

28.25

28.25

18.00

18.00

18.50

19.00

19.00

26.00

TEST PILE 1

TEST PILE 2

AS REQ’D

AS REQ’D

1.10

2.10

3.10

4.60

7.10

17.60

17.60

AS REQ’D

AS REQ’D

-1.37

-1.37

-1.37

-1.37

-1.37

-1.37

-1.37

-1.37

17’-9"

17’-9"

13’-3"

12’-9"

12’-9"

26.00

26.00

26.00

26.00

26.00

26.00

26.00

- 49.00 26.00MONOLITH M67 - - - - - - 23’-0"-

CASING ELEV.

TOP OF

SHEET PILE SCHEDULE

(FT.)

LENGTH

(SEE NOTE 3) (SEE NOTE 9)

33’-0"

33’-0"

33’-0"

33’-0"

33’-0"

33’-0"

5’-9"

2’-3"

2’-3"

2’-3"

2’-3"

2’-3"

2’-3"

2’-3"

C MICROPILEL

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GENERAL NOTES

17) FOR GENERAL NOTES, SEE SHEET S-101.

18) ROCK ELEVATIONS SHOWN ARE ESTIMATED BASED UPON FIGURE 8 "GENERALIZED SUBSURFACE PROFILE ALONG THE ALIGNMENT" OF

THE GEOTECHNICAL AND HTRW INVESTIGATION FINAL REPORT DATED DECEMBER 5, 2012.

(FT.)

REBAR

LENGTH OF

ELEV.

REBAR

DESIGN TIP OF

(SEE NOTE 7)

4 AND 7)

(SEE NOTES

DOUBLE HEAVY HEX

NUTS WITH 3/4" x 6" DIA.

PLATE WASHER

BOTTOM OF PILE CAP

IN

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(B O

N D Z

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CENTRALIZER SPACED AT

APPROX. 10’-0" MAX. CTRS. AND

WITHIN 5’-0" OF TOP AND BOTTOM

CENTRALIZER SPACED AT

APPROX. 10’-0" MAX. CTRS., AND

WITHIN 5’-0" OF TOP AND BOTTOM

MIN. 3 REQUIRED IN BOND ZONE

MICROPILE NOTES

1) MICROPILES SHALL BE SUPPLIED AND INSTALLED IN ACCORDANCE WITH SPECIFICATION SECTION 31 63 29.

2) MICROPILE CASING TO CONFORM TO ASTM A252 GRADE 3 SEAMLESS SCHEDULE 80 PIPE WITH O.D. = 10 3/4" AND 1/2" WALL THICKNESS.

SEE SPECIFICATION SECTION 31 63 29 FOR REINFORCING BAR AND GROUT MATERIAL REQUIREMENTS. SEE SPECIFICATION

SECTION 09 97 02 FOR PILE CASING COATING REQUIREMENTS.

3) THE MICROPILE CASING SHALL EXTEND A MINIMUM 2’-0" INTO BEDROCK. TIP ELEVATION SHOWN REFLECTS ESTIMATED ROCK ELEVATION

IN AREA BASED UPON THE LIMITED BORING INFORMATION AVAILABLE AND MAY NOT MATCH THE ACTUAL BEDROCK ELEVATION.

CONTRACTOR SHALL VERIFY BEDROCK ELEVATION DURING DRILLING OPERATIONS.

4) THE MICROPILES SHALL BE SOCKETED A MINIMUM 22’-0" INTO COMPETENT BEDROCK. ACTUAL LENGTH OF SOCKETS SHALL BE DETERMINED

BY LOAD TEST RESULTS AND THE DEPTH TO THE TOP OF COMPETENT BEDROCK. THE ROCK CONDITION SHALL BE VERIFIED BY THE

CONTRACTOR’S GEOTECHNICAL/GEOLOGICAL ENGINEER DURING MICROPILE INSTALLATION.

5) THE REINFORCING BARS SHALL EXTEND INTO THE PILE CAP AS SHOWN IN THE TYPICAL DETAIL AND EXTEND THE FULL LENGTH OF PILE.

6) SPACERS SHALL BE INSTALLED TO MAINTAIN THE ALIGNMENT OF THE REINFORCING BAR DOWN THE MICROPILE SHAFT. SEE SPECIFICATION

SECTION 31 63 29 FOR ADDITIONAL REQUIREMENTS.

7) LENGTH VALUES SHOWN REFLECT BATTERED LENGTHS. THE LENGTHS INDICATED ARE DESIGN LENGTHS GIVEN FOR BIDDING PURPOSES ONLY.

ACTUAL LENGTHS SHALL BE BASED ON THE MICROPILE LOAD TEST RESULTS AND THE ACTUAL DEPTH TO BEDROCK. SEE THE SPECIFICATIONS.

8) ANY MOVEMENT OF MICROPILES FROM PLAN LOCATION REQUIRES CONTRACTING OFFICER APPROVAL. CONTRACTING OFFICER TO

CONSULT WITH ENGINEER OF RECORD PRIOR TO APPROVAL.

SHEET PILE NOTES

9) SHEET PILE SHALL BE DRIVEN TO TIP ELEVATION SHOWN OR EMBEDDED INTO ROCK TO REFUSAL. SEE PLAN AND PROFILE SHEETS S-103

THRU S-105. FOR MONOLITHS WHERE SHEET PILE SHALL BE DRIVEN INTO ROCK TO REFUSAL, TIP ELEVATION SHOWN IS ESTIMATED ROCK

ELEVATION IN AREA. REFUSAL IS DEFINED AS 15 BLOWS PER INCH WITH AN APPROVED PILE HAMMER OPERATING AT THE MANUFACTURER’S

RECOMMENDED STROKE AND SPEED. UNDER ANY CONDITION SHEET PILE SHALL NOT BE OVERSTRESSED AND JOINTS SHALL NOT BE

DAMAGED DURING DRIVING. LENGTH VALUES SHOWN ARE FOR BIDDING PURPOSES ONLY.

10) SEE SPECIFICATION SECTION 09 97 02 FOR SHEET PILE COATING REQUIREMENTS.

VERIFICATION LOAD TEST NOTES

11) VERIFICATION COMPRESSION AND TENSION TEST SHALL BE PERFORMED AT THE LOCATIONS SHOWN ON THE DRAWINGS OR AS

DESIGNATED BY THE CONTRACTING OFFICER. THE TEST PILES ARE NON-PRODUCTION PILES AND SHALL BE INSTALLED AND TESTED IN

ACCORDANCE WITH SPECIFICATION SECTION 31 63 29.

12) THE TEST PILES SHALL BE INSTALLED VERTICALLY.

13) DESIGN COMPRESSIVE CAPACITY OF MICROPILE = 180 KIPS. DESIGN TENSILE CAPACITY OF MICROPILE = 110 KIPS.

14) THE VERIFICATION COMPRESSIVE TESTING LOAD AND TENSILE TESTING LOAD SHALL BE AT LEAST 360 KIPS AND 220 KIPS RESPECTIVELY.

IF LARGER LOADS ARE TO BE TESTED, THE CONTRACTOR SHALL VERIFY THE STRUCTURAL CAPACITY OF THE TESTING MICROPILES AS

WELL AS THE REACTION SYSTEM.

15) FOR THE ACCEPTANCE CRITERIA OF MICROPILE VERIFICATION TESTS, SEE SPECIFICATION SECTION 31 63 29.

16) THE LOADING FRAME AND TEST APPARATUS ARE ILLUSTRATED ON SHEETS S-710 AND S-711 FOR CONTRACTOR�S REFERENCE EXCEPT

THE MANDATORY NOTES. THE CONTRACTOR SHALL DESIGN THE REACTION SYSTEM AND SUBMIT IT TO THE CONTRACTING OFFICER FOR

APPROVAL.

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