ACPh1RTAPlansVol120171109_-_Part_16_of_17.pdf

TO APRON

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TO RUNWAY

ELEVATED STRUCTURE PLAN

APPROACH SLAB

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RETAINING WALL

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RETAINING WALL

MSE-S

OBSTRUCTION

LIGHT (TYP.)

RETAINING WALL

MSE-N

RETAINING WALL

MSE-S

L TAXIWAY

C

L NORTH ABUTMENT

STA. 502+55.00

EL. 11.45

EDGE OF

TAXIWAY

FACE OF CURB

FACE OF CURB

1" JOINT

C

L

SPAN A SPAN B SPAN C SPAN D SPAN E SPAN F SPAN G SPAN H SPAN I SPAN J

STA. 503+00.50

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L BENT 2

STA. 503+46.00

C

L BENT 3

STA. 503+91.50

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L BENT 4

STA. 504+37.00

C

L BENT 5

STA. 504+82.50

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L BENT 6

STA. 505+28.00

C

L BENT 7

STA. 505+73.50

C

L BENT 8

STA. 506+19.00

C

L BENT 9

STA. 506+64.50

C

C

L SOUTH ABUTMENT

STA. 507+10.00

EDGE OF

TAXIWAY

EL. 15.53

45'-6" 45'-6" 45'-6" 45'-6" 45'-6" 45'-6" 45'-6" 45'-6" 45'-6" 45'-6"

EDGE OF WATERWAY

EDGE OF WATERWAY

EL. 11.91 EL. 12.36 EL. 12.82

EL. 13.27

EL. 13.73 EL. 14.18 EL. 14.64 EL. 15.07 EL. 15.37

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L TAXIWAY

LIGHT

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L TAXIWAY

LIGHT

C

APPROACH SLAB

20'-0"

TAXIWAY LIGHT

(TYP.)

RIPRAP CLASS 1RIPRAP CLASS 1

RETAINING WALL

RWN

RETAINING WALL

RWE

90°

(TYP.)

J A

M E

S

R

I V

E R

502+00 503+00 504+00 505+00 506+00 507+00

SOUTH ABUTMENT

END OF STRUCTURE

NORTH ABUTMENT

BEGINNING OF STRUCTURE

L NORTH ABUTMENT

STA 502+55.00

10 SPANS @ 45'-6" = 455'-0"

LIMIT OF RUNWAY

SAFETY AREA

FLOOD ELEV 8.1

EXISTING GRADE

(WETLAND/MARSH)

PRESTRESSED

CONCRETE

PILE (TYP.)

FLOOD ELEV 8.1

FINISHED

GRADE

PI STA. 506+95.00

PI ELEV. 15.65

VC = 200.00'

WETLAND LIMIT

DEVELOPED ELEVATION ALONG L TAXIWAY

C

NOTE:

FOR GENERAL NOTES, SEE SHEET S-002.

WETLAND LIMIT

+1.0%

FILL

FILL

C

L SOUTH ABUTMENT

STA 507+10.00

C

1.0%

-0.43%

SPAN A

SPAN B

SPAN C

SPAN D

SPAN E

SPAN F

SPAN G

SPAN H

SPAN I

SPAN J

NORTH ABUTMENT

BENT 1

BENT 2

BENT 3

BENT 4 BENT 5 BENT 6

BENT 7

BENT 8

BENT 9

SOUTH ABUTMENT

DRY RIPRAP (TYP.)

RETAINING WALL

MSE-S

RETAINING WALL

MSE-N

FINISHED

GRADE

PVC STA.

505+95.00

EDGE OF WATERWAY NOT SHOWN FOR CLARITY

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PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

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GENERAL NOTES:

1. TAXIWAY ELEVATED STRUCTURE WIDTH: 120' - 0" FACE-TO-FACE OF CURBS.

2. TAXIWAY ELEVATED STRUCTURE SPAN LAYOUT: 10 - 45'-6" PRESTRESSED CONCRETE SLAB SPANS.

3. THE ELEVATED TAXIWAY IS DESIGNED FOR THE FOLLOWING LIVE LOADING:

A. AASHTO HL-93

B. C-27 AND UH-60 AIRCRAFTS

C. FIREFIGHTING VEHICLES C-20, C-23, T-24 AND CRASH 26.

4. DESIGN LOADING INCLUDES 10 PSF ALLOWANCE FOR CONSTRUCTION TOLERANCES AND

CONSTRUCTION METHODS.

5. DESIGN LOADING INCLUDES 25 PSF ALLOWANCE FOR FUTURE WEARING SURFACE.

SPECIFICATIONS

DESIGN: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 7TH EDITION, 2014 WITH 2015 INTERIM

REVISIONS.

CONSTRUCTION: AASHTO LRFD BRIDGE CONSTRUCTION SPECIFICATIONS, 3RD EDITION WITH 2016

INTERIM REVISIONS.

CONCRETE IN PRESTRESSED PILES SHALL HAVE A MINIMUM COMPRESSIVE CYLINDER STRENGTH AT 28

DAYS EQUAL TO 5,000 PSI AND A MINIMUM COMPRESSIVE CYLINDER STRENGTH AT TIME OF RELEASE OF

STRANDS EQUAL TO 4,000 PSI.

PRESTRESSED CONCRETE IN SLAB PANELS SHALL HAVE A MINIMUM COMPRESSIVE CYLINDER STRENGTH

AT 28 DAYS EQUAL TO 8,000 PSI AND A MINIMUM COMPRESSIVE CYLINDER STRENGTH AT TIME OF RELEASE

OF STRANDS EQUAL TO 6,000 PSI.

CONCRETE IN REINFORCED CONCRETE PAVEMENT, CURBS, APPROACH SLABS, BENT CAPS, ABUTMENT

CAPS, AND ALL OTHER STRUCTURAL ELEMENTS, EXCEPT PRESTRESSED MEMBERS, SHALL HAVE A MINIMUM

COMPRESSIVE CYLINDER STRENGTH AT 28 DAYS EQUAL TO 4,000 PSI.

ALL REINFORCING STEEL SHALL BE DEFORMED AND SHALL CONFORM TO ASTM A615 GRADE 60. ALL

REINFORCING BAR DIMENSIONS ON THE DETAILED DRAWINGS ARE TO CENTERS OF BARS EXCEPT WHERE

OTHERWISE NOTED AND ARE SUBJECT TO FABRICATION AND CONSTRUCTION TOLERANCES.

PRESTRESSING STRANDS SHALL BE UNCOATED, SEVEN-WIRE, LOW-RELAXATION STEEL STRANDS

CONFORMING TO ASTM A416 GRADE 270.

STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH AASHTO SECTION 6, ASTM A709M GRADE 50, FY 50 KSI

UNLESS NOTED OTHERWISE.

ALL STEEL IN ANCHOR DETAIL IN THE SLAB PANELS SHALL COMPLY WITH ASTM A709, GRADE 36. NUTS

SHALL CONFORM TO ASTM A563, AND WASHERS SHALL CONFORM TO ASTM F844. THREADS SHALL BE

COARSE SERIES. ANCHOR BOLTS AND ALL ASSOCIATED HARDWARE INCLUDING NUTS AND WASHERS SHALL

BE GALVANIZED IN ACCORDANCE WITH ASTM A153.

DESIGN UNIT WEIGHTS:

CONCRETE (REINFORCED): 150 LBS/CF

STEEL = 490 LBS/CF

SEISMIC DESIGN CRITERIA:

ACCELERATION COEFFICIENT: S1 = 0.030

SS = 0.076

AASHTO SITE CLASS D.

AASHTO SEISMIC ZONE 1.

6. THE GOVERNMENT UTILITY COMPANIES WHOSE FACILITIES ARE SHOWN ON THE PLANS OR KNOWN

TO BE WITHIN THE CONSTRUCTION LIMITS SHALL BE NOTIFIED BY THE CONTRACTOR OF THE

CONSTRUCTION STARTING DATE.

7. ALL COARSE AGGREGATE FOR STRUCTURAL CONCRETE SHALL HAVE A MAXIMUM AGGREGATE SIZE

OF 3/4 INCH.

8. ALL PILES SHALL BE DRIVEN TO THE REQUIRED NOMINAL AXIAL RESISTANCE. AXIAL RESISTANCE

SHALL BE DETERMINED BY DYNAMIC PILE TESTING.

GENERAL NOTES (CONTD.):

9. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE SITES FOR DISPOSAL OF EXCESS

EXCAVATED MATERIAL.

10. MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAREST REINFORCING BAR SHALL BE 2

INCHES FOR CONCRETE COVER ABOVE GROUND AND 3 INCHES FOR BELOW GROUND, UNLESS

NOTED OTHERWISE.

11. THE CONTRACTOR SHALL SUBMIT A COLOR SAMPLE FOR MSE WALLS TO THE CONTRACTING

OFFICER FOR APPROVAL.

12. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR APPROVAL. MATERIAL PROPERTIES AND

TESTING REQUIREMENTS SHALL MEET OR EXCEED ASTM REQUIREMENTS. THE FULL

SPECIFICATIONS FOR THE PROPOSED MATERIALS SHALL BE INCLUDED IN THE SHOP DRAWING

SUBMITTALS.

13. AT THE CONTRACTOR'S OPTION, MATERIALS MEETING OR EXCEEDING PROJECT REQUIREMENTS

MAY BE CONSIDERED FOR SUBSTITUTION. REQUEST FOR SUBSTITUTIONS SHALL BE SUBMITTED TO

THE CONTRACTING OFFICER FOR REVIEW.

14. ALL SUBMITTED CALCULATIONS SHALL BE IN ACCORDANCE WITH THE CRITERIA LISTED ON THIS

SHEET.

15. GROUT, WHEN SPECIFIED, SHALL BE AN EPOXY NON-SHRINK GROUT. MINIMUM COMPRESSIVE

STRENGTH SHALL MEET OR EXCEED CONCRETE STRENGTH OF MEMBER PRIOR TO BOLT

TENSIONING.

16. ALL DIMENSIONS SHOWN ON THE PLANS ARE MEASURED IN THE HORIZONTAL PLANE UNLESS

NOTED OTHERWISE. THE CONTRACTOR SHALL MAKE NECESSARY ALLOWANCES FOR ROADWAY

GRADE AND CROSS SLOPE.

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PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

GENERAL NOTES FOR PILE INSTALLATION:

1. THE CONTRACTOR SHALL PRE-DRILL PILES 15 FEET BELOW EXISTING GRADE PRIOR TO

DRIVING IN ORDER TO ASSIST PILE ALIGNMENT AND INITIAL DRIVING. FOLLOWING THE

PRE-DRILLING, THE PILES SHOULD BE INSTALLED AND ADVANCED BY DRIVING WITH AN

IMPACT HAMMER TO THEIR DESIGN TIP EMBEDMENT DEPTHS.

2. THE TEST PROGRAM SHOULD INVOLVE TEST PILES. THE TEST PILE LOCATIONS ARE

INDICATED IN THE PLANS.

3. TEST PILE LENGTHS SHALL BE 10 FEET LONGER THAT THE ESTIMATED DESIGN LENGTH. THE

TEST PILES INSTALLED DURING THE TEST PILE PROGRAM, WHICH SATISFIES THE

GEOTECHNICAL ENGINEER'S REQUIREMENTS FOR PROPER INSTALLATION, MAY ALSO BE

USED AS PERMANENT PROJECT PILES. THE TEST PILE INSTALLATION SHOULD BE MONITORED

BY THE GEOTECHNICAL ENGINEER USING THE PDA. FOLLOWING A WAITING PERIOD OF A

MINIMUM OF 7 DAYS AFTER INSTALLATION, ALL OF THE TEST PILES SHOULD BE RE-STRUCK

WHILE BEING MONITORED WITH THE PDA.

4. THE CONTRACTOR SHALL MAKE EVERY EFFORT TO INSURE AN INITIAL HIGH-ENERGY BLOW

OF THE HAMMER

5. THE DYNAMIC DATA RECORDED BY THE PDA DURING RE-STRIKE TESTING SHALL BE FURTHER

REFINED BY USING CAPWAP (CASE PILE WAVE ANALYSIS PROGRAM) ANALYSIS. CAPWAP

ANALYSIS SHALL BE THE BASIS OF STATIC PILE CAPACITY ESTIMATES.

6. THE PILES SHALL BE INSTALLED TO THE ESTIMATED TIP ELEVATIONS IDENTIFIED OR AS

REFINED BY THE GEOTECHNICAL ENGINEER FOLLOWING THE PILE TEST PROGRAM. THE PILES

SHOULD BE DRIVEN TO THE DYNAMIC DRIVING RESISTANCE AS DETERMINED IN THE FIELD BY

THE GEOTECHNICAL ENGINEER, OR TO PRACTICAL REFUSAL, WHICHEVER COMES FIRST.

7. THE CONTRACTOR SHALL IMMEDIATELY TERMINATE DRIVING PILES IF REFUSAL IS REACHED.

8. A QUALIFIED GEOTECHNICAL ENGINEER OR REPRESENTATIVE SHALL MONITOR THE

INSTALLATION OF ALL PILES.

9. THE PILE-DRIVING HAMMER SHALL BE CAPABLE OF DRIVING THE PILE TO AT LEAST 3 TIMES

THE DESIGN LOAD WITHOUT OVER-STRESSING THE PILE IN TENSION OR COMPRESSION. AT

ALL TIMES, THE HAMMER SHALL BE OPERATED AT THE CHAMBER PRESSURE AND SPEED AS

RECOMMENDED BY THE MANUFACTURER.

10. PILE DRIVING SHALL BE AS CONTINUOUS AN OPERATION AS POSSIBLE AND SHOULD

PROCEED WITHOUT STOPPING OVER THE LAST 3 FEET OF PENETRATION. DURING PILE

INSTALLATION, THE CONTRACTOR SHOULD EXERCISE CAUTION AS NOT TO OVERSTRESS THE

PILES.

11. PILES SHOULD BE INSTALLED STARTING FROM THE CENTER OF THE PILE CAP OUTWARDS. THE

CONTRACTOR SHALL EXERCISE CAUTION IN PILE DRIVING SO THAT THE EFFECTS OF HEAVE

ARE MINIMIZED. CAREFUL MONITORING BY THE CONTRACTOR FOR POSSIBLE HEAVE DURING

DRIVING SHOULD BE EXERCISED. ALL PILES THAT HEAVE ¼ INCH OR MORE SHOULD BE

RE-DRIVEN UNLESS OTHERWISE INSTRUCTED BY THE GEOTECHNICAL ENGINEER.

GENERAL NOTES FOR PILE INSTALLATION(CONTD.):

12. PILES SHOULD BE INSTALLED UNDER CONTINUOUS MONITORING BY A QUALIFIED SENIOR

ENGINEERING TECHNICIAN OR GEOTECHNICAL ENGINEER IN ORDER TO MAKE FIELD

JUDGMENTS OF PILE PENETRATION AND CONSTRUCTION AND TO CHECK FOR SATISFACTORY

FOUNDATION SUPPORT CONDITIONS. DRIVEN PILES SHOULD BE MONITORED FOR

PENETRATION RESISTANCE AND BLOW COUNTS DURING PILE DRIVING AND HAMMER ACTION.

13. ALLOWABLE COMPRESSIVE AND TENSILE DRIVING STRESSES SHALL BE IN ACCORDANCE

WITH AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 7TH EDITION, 2014 WITH 2015 INTERIM

REVISIONS.

14. IT IS RECOMMENDED THAT THE CONTRACTOR USE AN AIR, STEAM OR HYDRAULIC DRIVEN

HAMMER WHOSE RAM WEIGHT IS ROUGHLY EQUAL TO 0.5 TO 1.0 TIMES THE WEIGHT OF THE

PILE ITSELF. THE ACTUAL DETERMINATION OF AN ACCEPTABLE RAM WEIGHT SHOULD BE

DETERMINED THROUGH THE RESULTS OF THE TEST PILE PROGRAM. IF THE CONTRACTOR

ELECTS TO USE A DIESEL HAMMER, A DETAILED REVIEW OF THE CONTRACTOR'S WAVE

EQUATION ANALYSIS PRIOR TO DRIVING THE TEST PILES IS REQUIRED.

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63'-0" 63'-0"

TAXIWAY

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35'-0"25'-0"

25'-0"10'-0"28'-0"

35'-0" 25'-0"

10'-0"25'-0" 28'-0"

REINF. CONC. PAVEMENT

(VARIES 5

" TO 6

12"(TYP.)

1%

POINT OF FINISHED GRADE

1%

L TAXIWAY LIGHT (TYP.)

C

L OBSTRUCTION LIGHT

C

CONDUIT

(TYP.)

L JOINT

C

FACE OF CURB

1%

1%

EDGE OF TAXIWAY EDGE OF TAXIWAY

FACE OF CURB

L OBSTRUCTION

LIGHT

C

3'-0" 3'-0"

THICKNESS VARIATION TO ACCOMMODATE

PRESTRESSED CONCRETE SLAB CAMBER AND

VERTICAL PROFILE.

1'-9" (TYP.)

1%

1%

2" (TYP.)

ELEVATED TAXIWAY TYPICAL SECTION

SCALE: 1" = 5' - 0"

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TO RUNWAY

PLAN

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24" SQUARE PRESTRESSED

CONCRETE PILE (TYP.)

45'-6" 45'-6" 45'-6" 45'-6" 45'-6"

45'-6"

L NORTH ABUTMENT AND

L PILES STA. 502+55.00

L BENT 2 AND L PILES

STA. 503+46.00

C

L BENT 1 AND L PILES

STA. 503+00.50

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STA. 504+82.50

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PILE DATA TABLE

SUBSTRUCTURE UNIT

NOMINAL AXIAL

RESISTANCE

MEASURED DURING

DRIVING (TONS/PILE)

FACTORED AXIAL

RESISTANCE

(TONS/PILE)

ESTIMATED MINIMUM

TIP ELEVATION

NORTH ABUTMENT 195 125 -75

BENT 1 270 175 -75

BENT 2 270 175 -75

BENT 3 270 175 -75

BENT 4 270 175 -75

BENT 5 270 175 -75

B3A

B3

B4A

B5A

B6A

B7A

B8A

C C C C C

90° (TYP.)

S

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LEGEND:

TEST PILE AND DYNAMIC PILE TEST.

BORING LOCATION

NOTES:

BORING LOCATIONS B1 AND B2 AT APPROACH OF NORTH ABUTMENT

ARE NOT SHOWN IN THIS PLAN.

TEMPORARY CAUSEWAY NOT SHOWN. SEE ROADWAY PLANS FOR

ADDITIONAL INFORMATION.

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CONCRETE PILE (TYP.)

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STA. 506+19.00

C

L BENT 9 AND L PILES

STA. 506+64.50

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L PILES STA. 507+10.00

45'-6" 45'-6" 45'-6" 45'-6"

45'-6"

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E N

T

T

Y P

T

Y P

SPAN F

SPAN G SPAN H SPAN I

SPAN J

L TAXIWAY

C

C

PILE DATA TABLE

SUBSTRUCTURE UNIT

NOMINAL AXIAL

RESISTANCE

MEASURED DURING

DRIVING (TONS/PILE)

FACTORED AXIAL

RESISTANCE

(TONS/PILE)

ESTIMATED MINIMUM

TIP ELEVATION

BENT 6 270 175 -75

BENT 7 270 175 -75

BENT 8 270 175 -75

BENT 9 270 175 -75

SOUTH ABUTMENT 195 125 -75

B10A

B9A

B11A

B12A

B19

B20

B22

B21

90° (TYP.)

C C C

C

C

S

P A

S

P A

US Army Corps of Engineers ®

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A

PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

NN

LEGEND:

TEST PILE AND DYNAMIC PILE TEST.

BORING LOCATION

20'

SCALE:1"= 10'

0 10'

SB102

S U

B S

T R

U C

T U

Y

O U

T

P S

B D

W

SLOPE PROTECTION PLAN

FRONT FACE OF

RETAINING WALL

MSE-N

FRONT FACE OF

RETAINING WALL

MSE-S

L SOUTH ABUTMENT

STA. 507+10.00

L TAXIWAY

C

L NORTH ABUTMENT

STA. 502+55.00

5' - 0"

5' - 0"

C

C

5' - 0"

RIPRAP CLASS 1

RIPRAP CLASS 1

RETAINING

WALL RWE

RETAINING

WALL RWN

NORTH ABUTMENT

SOUTH ABUTMENT

ELEV. 6.77

ELEV. 2.09

ELEV. 1.44

ELEV. 6.17

ELEV. 6.17

ELEV. 5.00 ±

ELEV. 5.00 ±

ELEV. 5.10 ±

ELEV. 3.00 ±

MATCH EXISTING GRADE

ELEV. 4.81

ELEV. 4.81

ELEV. 3.17

SB104

B

SB104

A

L SOUTH ABUTMENT

C

L NORTH ABUTMENT

C

NN

US Army Corps of Engineers ®

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1 2 3 4 5

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PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

40'

SCALE:1"= 20'

0 20'

SB103

S L

O P

E

P

R O

T E

C T

I O

N

D

E T

A I L

S

P S

B D

W

GEOTEXTILE BEDDING

MATERIAL

CRUSHER RUN

AGGREGATE

TOP OF LEVELING

PAD

GEOTEXTILE BEDDING

MATERIAL

CRUSHER RUN

AGGREGATE

RIPRAP CLASS 1

TOP OF LEVELING

PAD

5'-0" 5'-0"

4" MIN.

4" MIN.

MATCH EXSI

MATCH EXISTING GRADE. FOR LEVELING PAD

ELEVATIONS SEE SHEETS SB111 AND SB112.

NORTH ABUTMENT

RIPRAP CLASS I SHALL MEET THE FOLLOWING REQUIREMENTS:

DRY RIPRAP STONE FOR DRY RIPRAP AND BEDDING SHALL BE SOUND, DURABLE,

AND FREE FROM SEAMS, CRACKS, AND OTHER STRUCTURAL DEFECTS. RIPRAP

STONE AND BEDDING EXPOSED TO THE WAVE ACTION OF WATER SHALL BE OF

IGNEOUS OR METAMORPHIC ORIGIN.

DRY RIPRAP STONES SHALL WEIGH BETWEEN 50 AND 150 POUNDS EACH. AT

LEAST 60 PERCENT SHALL WEIGH MORE THAN 100 POUNDS, AND

APPROXIMATELY 10 PERCENT MAY WEIGH 50 POUNDS OR LESS.

THE CONTRACTOR SHALL GRADE AND FINISH SLOPES TO A REASONABLY

SMOOTH AND COMPACT SURFACE WITHIN A TOLERANCE OF 6 INCHES FROM THE

SURFACE LINES SHOWN ON THE PLANS.

IMMEDIATELY PRIOR TO PLACEMENT OF GEOTEXTILE BEDDING, THE

GOVERNMENT REPRESENTATIVE SHALL INSPECT THE PREPARED BASE. THE

CONTRACTOR SHALL NOT PLACE RIPRAP OR BEDDING UNTIL THE GOVERNMENT

REPRESENTATIVE HAS APPROVED THE PREPARED BASE.

CRUSHER RUN AGGREGATE SHALL BE CRUSHED FROM STONE, SLAG, OR

GRAVEL AND SHALL CONTAIN ALL OF THE SIZES PRODUCED WHEN THE ORIGINAL

AGGREGATE IS REDUCED THROUGH A SERIES OF CRUSHERS TO THE MAXIMUM

SIZE SPECIFIED.

GRADING FOR CRUSHER RUN AGGREGATE SHALL CONFORM TO THE FOLLOWING

REQUIREMENTS WHEN TESTED IN ACCORDANCE WITH AASHTO T27: 100%

PASSING 1½ INCH SIEVE, 95%±5% PASSING 1 INCH SIEVE AND 32%±18% PASSING

NO. 4 SIEVE.

ABRASION LOSS SHALL BE NOT MORE THAN 45 PERCENT FOR CRUSHER RUN

AGGREGATE. TESTS TO VERIFY ACCEPTANCE SHALL BE PERFORMED IN

ACCORDANCE WITH AASHTO T96.

NOTES:

PRESTR.

CONC. PILE

FRONT FACE OF

RETAINING WALL MSE-N

FRONT FACE OF

RETAINING WALL MSE-S

3 MAX.

3 MAX.

RIPRAP CLASS 1

44'-0"

MATCH EXSI

44'-0"

MATCH EXSI

EXISTING GRADE

MSE REINFORCING

STRAPS (TYP.)

EXISTING GRADE

MATCH EXSI

MSE REINFORCING STRAPS SHOWN ARE

SCHEMATIC AND SHALL BE DESIGNED AND

DETAILED BY THE CONTRACTOR.

SCALE 3/8" : 1'-0"

SECTION

A

NORTH ABUTMENT

SCALE 3/8" : 1'-0"

SECTION

B

R T

A

S

U B

M I T

T A

L

P R

O J E

C O

N T

R A

M A

R K

D E

S C

R I P

T I O

N D

A T

E

US Army Corps of Engineers ®

SHEET OF

SHEET ID

M

Y

C

O R

E

N G

I N

E E

R S

D R

A W

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B

Y

D E

S I G

N E

D

B

Y

S U

B M

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T E

D

B

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S I Z

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C H

E C

K E

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B

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A N

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F I L

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N

A M

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I S

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1 2 3 4 5

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PHASE 1

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PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

SB104

S L O

O

T E

C T

I O

N

D

E T

A I

P

S

B

D

W

SYMMETRICAL

ABOUT L TAXIWAY

SYMMETRICAL

ABOUT L TAXIWAY

ELEV. 9.12

L TAXIWAY

24" SQUARE

PRESTRESSED

CONC. PILE

(TYP.)

C

1'-11

J O

I N

T

2' - 6"

2'-0"

4'-0"

L 1" OPEN JOINT

6 SPA. @ 9' - 9" = 58' - 6"

63' - 0"

1'-0"

STA. 502+55.00

C O

P I N

G

C O

P I N

G

L NORTH ABUTMENT AND 24" SQUARE

PRESTRESSED CONCRETE PILES

C

90°-00'-00"

L TAXIWAY

C

FACE OF COPING

FACE OF RETAINING WALL MSE-N

LEVEL

L BEARINGS

C

C

C

ELEV. 8.47

1/2" JOINT FILLER

1 2

1 2

C

9 SLABS WITH 2 BEARINGS

EACH @ 1'-9" C-C

3"

7 SLABS WITH 2 BEARINGS

EACH @ 2'-9" C-C

1'-11

" SLAB WITH

2 BEARINGS @ 11

" C-C

3'-0" SLAB WITH

2 BEARINGS @ 1'-9" C-C

LEVEL

65'-0"

ELASTOMERIC

BEARING PAD

(TYP.)

F I L L E

R

3'-0" SLAB WITH

2 BEARINGS @ 1'-9" C-C

B

A

A

SB501

B

SB501

C

SB105

RETAINING WALL

MSE-N

L NORTH ABUTMENT AND L PILES

C

12"

1'-6"

FACE OF RETAINING

WALL MSE-N

1'-6"

3'-0"

1" PREFORMED

JOINT FILLER

APPROACH SLAB

24" SQUARE PRESTRESSED

CONCRETE PILES

L BEARING

C

1'-0

M

I N

1"

C

PS0502

PC0801

PC0405

PC0802

JOINT FILLER

PRESTRESSED

CONC. SLAB

PC0703

(TYP.)

NOTES:

FOR MSE WALL DETAILS, SEE SHEET SB112.

FOR ELASTOMERIC BEARING PAD DETAILS, SEE SHEET ST502.

APPROACH SLAB

PC0801

PC0405

PC0802

PC0703

PC0704

PC0703

PS0501

PRESTRESSED

CONC. SLAB

3'-0"

1" PREFORMED

JOINT FILLER

PLAN

SCALE:

" = 1'-0"

SCALE:

" = 1'-0"

ELEVATION

NN

US Army Corps of Engineers ®

SHEET OF

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PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

FOR DETAILS NOT SHOWN, SEE SECTION A.

SB105

N O

R T

H

A

B U

T M

E N

T

P

L A

N

A

E

V A

T I O

N

P S

B D

W G

SCALE 3/4" = 1'-0"

SECTION

A

SCALE 3/4" = 1'-0"

SECTION

C 24" SQUARE

PRESTRESSED

CONCRETE PILES

L

#8 BARS PROJECTING FROM

PILES TYP. SEE PRESTRESSED

CONCRETE PILE DETAIL SHEET

FOR ADDITIONAL INFORMATION

2-PC0704

BETWEEN

PILES (TYP.)

5-PC0801

5-PC0802

PC0703 EF

PN0601

PS0502 TYP.

ABOVE PILES

5 1/2"

5 1/2"

PC0405 EF

4'-9"

1'-3"

MIN. LAP

MIN. LAP

MIN. LAP

2'-6"

LEVEL

" JOINT

FILLER

PRESTRESSED

CONC. SLAB

PS0501

2 SPA. @ 1'-2

(TYP.)

(TYP.)

MIN. LAP

2'-3"

5-PC0801

3"

ELEV. 8.47

PN0503 &

PN0505

4-PN0504

SYMMETRICAL ABOUT C TAXIWAY

L

C TAXIWAY

L

C 1" OPEN JOINT

L

PS0501

1'-3

" (TYP)

15 SPA. @ 5

" = 7'-2

TYP. BETWEEN PILES

5-PC0801

PC0405 EF

5-PC0802

2-PC0704 BETWEEN

PILES (TYP.)

PC0703 EF

1'-3" 1'-0"

#8 BARS PROJECTING FROM

PILES TYP. SEE PRESTRESSED

CONCRETE PILE DETAIL SHEET

FOR ADDITIONAL INFORMATION

24" SQUARE

PRESTRESSED

CONC. PILE (TYP.)

PN0601

(TYP.)

(TYP.)

1'-11

1'-0"

1/2" JOINT

FILLER

4 - PN0601

3 - PN0503 TYP.

PN0504 (TYP.)

3 - PN0505

" Ø ANCHOR BOLT

SEE SHEET ST502 FOR DETAILS.

J O

I N

T

F I L

L E

R

C O

P I N

G

L NORTH ABUTMENT

AND L PILES

C

C

NOTES:

PS0501 AND PC0801 MAY BE FIELD

ADJUSTED PRIOR TO CASTING THE

CONCRETE TO CLEAR THE ANCHOR BOLTS.

FOR SUPERSTRUCTURE DETAILS SEE SHEET

ST301. FOR RETAINING WALL MSE-N

DETAILS, SEE SHEET SB112.

RETAINING WALL MSE-N NOT SHOWN

RETAINING WALL MSE-N NOT SHOWN

US Army Corps of Engineers ®

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F I L

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1 2 3 4 5

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N O

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N O

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A

PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

SB501

N O

R T

H

A

B U

T M

E N

T

S

E C

T I O

T

A I L

S

P S

B D

W G

SCALE 3/4" = 1'-0"

DETAIL

A

SCALE 3/4" = 1'-0"

DETAIL

B

SCALE 3/4" = 1'-0"

DETAIL

SYMMETRICAL

ABOUT L TAXIWAY

ELEV. 13.20

L TAXIWAY

24" SQUARE

PRESTRESSED

CONC. PILE (TYP.)

SYMMETRICAL

ABOUT L TAXIWAY

C

1'-11

2'-0"

1'-0"

STA. 507+10.00

C O

P I N

G

C O

P I N

G

L 24" SQUARE

PRESTRESSED CONCRETE PILES

C

4'-0"

L 1" OPEN JOINT

6 SPA. @ 9' - 9" = 58' - 6"

2' - 6"

63' - 0"

1/2" JOINT FILLER

L BEARINGS

1 2

C

C

ELEV. 12.55

1 2

C

LEVEL

C TAXIWAY

C

J O

I N

T

FACE OF COPING

FACE OF RETAINING

WALL MSE-S

L

9 SLABS WITH 2 BEARINGS

EACH @ 1'-9" C-C

7 SLABS WITH 2 BEARINGS

EACH @ 2'-9" C-C

1'-11

" SLAB WITH

2 BEARINGS @ 11

" C-C

3'-0" SLAB WITH

2 BEARINGS @ 1'-9" C-C

LEVEL

90°-00'-00"

3'-0" SLAB WITH

2 BEARINGS @ 1'-9" C-C

65' - 0"

ELASTOMERIC BEARING PAD

(TYP.)

F I L

L E

R

B

A

B

SB503

A

SB503

C

SB503

RETAINING WALL

MSE-S

L SOUTH ABUTMENT AND L PILES

C

12"

1'-6"

M

I N

FACE OF

RETAINING WALL MSE-S

1'-6"

3'-0"

C

1" PREFORMED

JOINT FILLER

APPROACH SLAB

24" SQUARE PRESTRESSED

CONCRETE PILES

L BEARING

C

1'-0

PS0502

1"

JOINT FILLER

PC0801

PC0405

PC0802

PC0703

(TYP.)

PRESTRESSED

CONC. SLAB

NOTES:

FOR MSE WALL DETAILS, SEE SHEET SB111.

FOR ELASTOMERIC BEARING PAD DETAILS, SEE SHEET ST502.

APPROACH SLAB

PC0801

PC0405

PC0802

PC0703

PC0704

PC0703

PS0501

PRESTRESSED

CONC. SLAB

3'-0"

1" PREFORMED

JOINT FILLER

PLAN

SCALE:

" = 1'-0"

SCALE:

" = 1'-0"

ELEVATION

NN

US Army Corps of Engineers ®

SHEET OF

SHEET ID

M

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C

O R

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N G

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D R

A W

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B

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D E

S I G

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B

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S U

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B

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S I Z

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C H

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K E

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B

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A N

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F I L

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N

A M

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S U

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F I L

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1 2 3 4 5

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A

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C O

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PHASE 1

W

R

B

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M A

M I

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N

E U

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A

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V E

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A V

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C

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N O

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O L

K

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N O

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K

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A

PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

SB106

S O

U T

H

A

B U

T M

E N

T

P

L A

N

A

E

V A

T I O

N

P S

B D

W G

FOR DETAILS NOT SHOWN, SEE SECTION A.

SCALE 3/4" = 1'-0"

SECTION

A

SCALE 3/4" = 1'-0"

SECTION

24" SQUARE

CONC. PILE (TYP.)

2-PC0704

BETWEEN

PILES (TYP.)

5-PC0801

5-PC0802

PC0703 EF

PN0601

PS0502 TYP.

ABOVE PILES

PC0405 EF

5 1/2"

5 1/2"

4'-9"

1'-3"

2'-6"

MIN. LAP

MIN. LAP

MIN. LAP

#8 BARS PROJECTING FROM

PILES TYP. SEE PRESTRESSED

CONCRETE PILE DETAIL SHEET

FOR ADDITIONAL INFORMATION

LEVEL

PRESTRESSED

CONC. SLAB

" JOINT FILLER

2 SPA. @ 1'-2

ELEV. 12.55

(TYP.)

(TYP.)

MIN. LAP

2'-3"

5-PC0801

PN0503 & PN0505

4-PN0504

3" PS0501

L TAXIWAY

C

SYMMETRICAL

ABOUT L TAXIWAY

L

L 1" OPEN JOINT

C

C

PS0501

1'-3

" (TYP.)

5-PC0801

5-PC0802

PC0703 EF

2-PC0704

BETWEEN

PILES (TYP.)

PC0405 EF

#8 BARS PROJECTING FROM

PILES TYP. SEE PRESTRESSED

CONCRETE PILE DETAIL SHEET

FOR ADDITIONAL INFORMATION

1'-0"

(TYP.)

15 SPA. @ 5

" = 7'-2

TYP. BETWEEN PILES

PN0601

1'-3"

(TYP.)

1'-11

1'-0"

1/2" JOINT FILLER

PN0601

3 - PN0503 TYP.

PN0504 TYP.

3 - PN0505 TYP.

1" JOINT FILLER

" Ø ANCHOR BOLT

SEE SHEET ST502 FOR DETAILS.

C O

P I N

G

L NORTH ABUTMENT

AND L PILES

C

C

NOTES:

PS0501 AND PC0801 MAY BE FIELD

ADJUSTED PRIOR TO CASTING THE

CONCRETE TO CLEAR THE ANCHOR BOLTS.

FOR SUPERSTRUCTURE DETAILS SEE SHEET

ST301. FOR RETAINING WALL MSE-N

DETAILS, SEE SHEET SB112.

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SB503

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A

B U

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A I L

S

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B D

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RETAINING WALL MSE-S NOT SHOWN

RETAINING WALL MSE-S NOT SHOWN

SCALE 3/4" = 1'-0"

DETAIL

A

SCALE 3/4" = 1'-0"

DETAIL

B

SCALE 3/4" = 1'-0"

DETAIL

CONCRETE PILES

C BENT AND C 24" SQUARE

PRESTRESSED CONCRETE PILES

L L

C TAXIWAY

L

90°-00'-00"

SYMMETRICAL ABOUT

C TAXIWAY

L

SYMMETRICAL ABOUT C TAXIWAY

L

L

6 SPA. @ 9' - 9" = 58' - 6"

2'-6"

C 1" OPEN JOINT

DETAIL B

ELEV. A

64' - 0"

ELEV. B

3' - 0"

C TAXIWAY AND

L

L

7 SLABS WITH 2 BEARINGS 7 SLABS WITH 2 BEARINGS

EACH @ 1'-9" C-C EACH @ 2'-9" C-C

1'-11

" SLAB WITH

2 BEARINGS @ 11

" C-C

3'-0" SLAB WITH

2 BEARINGS @ 1'-9" C-C

3'-0" SLAB WITH

2 BEARINGS @ 1'-9" C-C

L BEARINGS

C

ELASTOMERIC BEARING

PAD (TYP.)

" Ø ANCHOR

BOLT (TYP.)

A

SB505

B

SB505

A

B

TOP OF BENT

3'-0"

1'-6" 1'-6"

C BENT

L

L BEARING

C

L BEARING

C

1'-

" 1'-

PC0801

PS0501

PC0405

PS0802

PC0704

PC0703

(TYP.)

3 EA. SPA.

= 2'-4"

4" TYP.

1" PREFORMED

JOINT FILLER

3'-0"

PS0502

L BENT AND L PILES

C

L BEARING

C

1'-

" 1'-

L BEARING

C

PS0801

PC0703

PC0703

(TYP.)

C

1" PREFORMED

JOINT FILLER

ELEV. A ELEV. B

BENT 1 9.58 8.94

BENT 2 10.03 9.39

BENT 3 10.49 9.85

BENT 4 10.94 10.30

BENT 5 11.40 10.76

BENT 6 11.85 11.21

BENT 7 12.31 11.67

BENT 8 12.74 12.10

BENT 9 13.04 12.40

NOTES:

FOR MSE WALL DETAILS, SEE SHEET SB514.

FOR ELASTOMERIC BEARING PAD AND ANCHOR BOLT DETAILS,

SEE SHEET ST502.

PLAN

ELEVATION

SCALE:

" = 1'-0"

SCALE:

" = 1'-0"

NN

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PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

SB107

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B D

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SCALE 3/4" = 1'-0"

SECTION

A

SCALE 3/4" = 1'-0"

SECTION

CONCRETE PILES

L

#8 BARS PROJECTING FROM

PILES TYP. SEE PRESTRESSED

CONCRETE PILE DETAIL SHEET

FOR ADDITIONAL INFORMATION

2-PC0704

BETWEEN

PILES (TYP.)

5-PC0801*

5-PC0802

PC0703 EF

PN0601

PS0502 TYP.

ABOVE PILES

5 1/2"

5 1/2"

3" PS0501

PC0405 EF

4'-9"

1'-3"

2'-6"

MIN. LAP

MIN. LAP

MIN. LAP

1'-3" (TYP.)

SPA. @ 6"

(TYP.)

(TYP.)

2'-3"

MIN. LAP

PS0501 AND PC0801 MAY BE FIELD ADJUSTED

PRIOR TO CASTING THE CONCRETE TO CLEAR

THE ANCHOR BOLTS.

SYMMETRICAL ABOUT C TAXIWAY

L

C TAXIWAY &

L

C 1" OPEN JOINT

L 1'-3

" TYP.

15 SPA. @ 5

" = 7'-2

(TYP.) BETWEEN PILES

PS0501

PS0502 TYP.

ABOVE PILES

5-PC0801

5-PC0802

PC0703 EF

2-PC0704

BETWEEN

PILES (TYP.)

PC0405 EF

PN0601

PS0501

2 SPA.

@ 6"

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SB505

B E

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SCALE 3/4" = 1'-0"

DETAIL

A

SCALE 3/4" = 1'-0"

DETAIL

B

U I L

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P

P

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C H

SEE NOTE B

#5 GAGE WIRE

SPIRAL TIES.

SEE NOTE C.

P

I T

T

E

C

#5 GAGE WIRE

SPIRAL TIES.

POINTS

0.292L

0.207L

0.145L 0.355L

0.107L 0.262L

0.262L

0.586L

L

L

L

L

0.262L

0.207L

0.145L

0.107L

0.355L

0.708L

PICK UP POINTS

UNLESS SPECIAL LIFTING DEVICES ARE ATTACHED FOR PICK-UP, PICK-UP

POINTS SHALL BE PLAINLY MARKED ON ALL PILES AFTER REMOVAL OF THE

FORMS. THE PILE SHALL BE SUPPORTED ONLY AT THE INDICATED PICK-UP

THE USE OF PROPER RIGGING IS REQUIRED TO INSURE THAT THE PICK-UP

POINTS REMAIN IN A STRAIGHT LINE DURING LIFTING AND WHEN POSITION-

ING THE PILE FOR DRIVING.

POINTS WHILE IN STORAGE OR WHILE BEING HANDLED.

1-POINT 2-POINT

3-POINT 4-POINT

L

LL

L

PILE PICK-UP DATA

24"

W

PILE

SIZE

SQUARE CIRCULAR

M

E Q

S

P A

N

EQ. SPA.

W

W

L STRANDS

STRANDS EQUALLY SPACED

SEE NOTE B

THE USE OF SPECIAL EMBEDDED OR ATTACHED LIFTING DEVICES, THE EM-

PLOYMENT OF OTHER PICK-UP POINTS OR ANY OTHER METHOD OF PICK-UP

SHALL BE SUBJECT TO APPROVAL BY THE CONTRACTING OFFICER'S REPRESENTATIVE.

THAN 5000 PSI, THE MAXIMUM PICK-UP LENGTH SHALL BE THE TABULATED

LENGTH REDUCED BY 1% FOR EVERY 250 PSI BELOW 5,000 PSI.

Lbs.

72' 102'

146'

198'

APPROX.

WT. PER

LF

MAXIMUM LENGTHS

FOR VARIOUS PICK-UP SYSTEMS

C

3" TYP.

PILE DATA

24"

M

PSI

PILE SIZE

W

NOT TO SCALE

CIRCULAR

SQUARE 16

4 4

PRESTRESSING

FORCE

PER STRAND

POUNDSin.

30,970

30,970

DIAMETER

OF

STRANDS

TOTAL

NO. OF

STRANDS

IN PILE

STRAND

PATTERN

STRAND

SPACINGS

MAXIMUM LENGTHS ARE DETERMINED FROM IMPACT LOADS. L IS THE MAXI-

EFFECTIVE

PRESTRESS

AFTER LOSSES

W

R

N S

R

N S

P

I T

C H

P

I T

C H

CUT STRANDS FLUSH

WITH PILE HEAD AND

PILE TIP.

T

U R

N S

P

I T

C H

T

U R

N S

P

I T

MUM PICK-UP LENGTH BASED ON A CONCRETE COMPRESSIVE STRENGTH OF

5000 PSI. IF PILES ARE PICKED UP WHEN CONCRETE STRENGTH IS LESS

PILE HEAD (STRANDS AND

#5 GAGE WIRE NOT

SHOWN).

STRANDS AND #5 GAGE WIRE NOT SHOWN

AFTER DRIVING, BARS TO BE

CLIPPED IN FIELD AS NECESSARY

TO CLEAR FOOTING OR CAP BY 3"

PILE BUILD-UP ELEVATION

(W-6")

#5 GAGE WIRE

SPIRAL TIES.

#5 GAGE WIRE

SPIRAL TIES.

SEE NOTE C.

CLIP IN FIELD AS

NECESSARY TO FIT

FOOTING OR CAP

PILE ELEVATION

CONCRETE AROUND TOP OF

PILE HEAD SHALL BE BUSH-

HAMMERED TO PREVENT

FEATHER EDGES

TOP OF PILE

HEAD

PERMISSIBLE MECHANICAL SPLICE

STRANDS AND #5 GAGE WIRE NOT SHOWN

#8 BARS FOR 24" PILES

SEE NOTE A

CLIP IN FIELD AS

NECESSARY TO FIT

FOOTING OR CAP

PROJECTING BARS

PROJECTING BAR CLIP DETAIL

PILE HEAD PROJECTING BAR

DETAIL

BOTTOM OF FOOTING

OR CAP

TOP OF FOOTING

OR CAP

FOR SIZE, LOCATION AND

NUMBER OF REINFORCING BARS,

SEE PILE DATA TABLE AND

SECTION B-B.

" TYP.

NOTE:

ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE CYLINDER STRENGTH AT 28

DAYS EQUAL TO 5,000 PSI AND A MINIMUM COMPRESSIVE CYLINDER STRENGTH AT

TIME OF RELEASE OF STRANDS EQUAL TO 4,000 PSI.

ALL STRANDS SHALL BE LOW RELAXATION AND SHALL HAVE AN ULTIMATE STRENGTH

OF 270 KSI.

DEFORMED REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.

PILE SPLICING IS PROHIBITED IN THE PROJECT.

BUILD-UPS SHALL BE USED ONLY WITH WRITTEN PERMISSION BY THE CONTRACTING

OFFICER'S REPRESENTATIVE AND THEN ONLY AFTER DRIVING IS COMPLETE.

SUBJECT TO APPROVAL BY THE CONTRACTING OFFICER'S REPRESENTATIVE, THE

BARS PROJECTING FROM THE PILE HEAD MAY BE CUT PRIOR TO DRIVING AND

REWELDED UPON COMPLETION OF DRIVING. THE METHOD OF WELDING USED SHALL

DEVELOP THE TENSILE STRENGTH OF THE BAR.

MECHANICAL SPLICES FOR REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE

SPECIFICATIONS. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHIELDING TO

PROTECT THE ENDS OF THE REINFORCING BARS UNTIL THE PILE IS DRIVEN AND THE

BARS ARE SPLICED.

WHEN PILE CUT-OFF IS GREATER THAN 2'-6" AT LEAST 30 INCHES OF ALL THE

STRANDS SHALL PROJECT INTO THE CAP OR FOOTING TO SERVE FOR ANCHORAGE.

WHERE PILES ARE EXPOSED IN BRIDGES OVER TIDAL WATER SUCH AS IN PILE BENTS

AND IN FOOTINGS CONSTRUCTED ABOVE MEAN HIGH TIDE ELEVATION, THE SPIRAL

TIES AND ALL OTHER REINFORCING BARS IN THE PILE SHALL BE HOT DIP

GALVANIZED.

NOTE A:

IN LIEU OF THE REINFORCING BARS PROJECTING FROM THE HEAD:

1. THE PILE MAY BE CAST 2'-6" LONGER THAN REQUIRED. AFTER DRIVING THE

CONCRETE PILE, REMOVE THE CONCRETE FROM THE ADDED LENGTH TO

EXPOSE THE STRANDS. THE STRANDS MUST BE THOROUGHLY CLEANED

BEFORE CASTING THE FOOTING OR CAP; OR

2. 1

"Ø PREFORMED PLAIN HOLES OR 2" Ø HOLES FORMED WITH GALVANIZED

CORRUGATED METAL MAY BE USED. AFTER DRIVING THE PILE AND CLEANING

OUT THE HOLES, THE #8 REINFORCING BARS SHALL BE INSTALLED AND THE

HOLES SHALL BE FILLED WITH APPROVED NON-SHRINK GROUT.

NOTE B:

IF ALTERNATE CIRCULAR STRAND ARRANGEMENT IS USED, BAR EXTENSION MUST BE

PLACED TO FIT.

A

B

B

A

STRAND PATTERN FOR PILE

B

PILE HEAD

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SB507

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L 1" JOINT

C

3"

13 - AS0504 @ 1' - 6" C-C TOP

25 - AS0504 @ 9" C-C BOTTOM

9"

3"

9"

C

AS0504 TOP

AND BOTTOM

AS0504 TOP AND BOTTOM

A S

T

T O

M

20' - 0"

S

P A

C E

M

A X

C

T

T O

M

T O

P

B O

T T

O M

B O

T T

O M

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P

A S

P

CONSTRUCTION

JOINT

P

R E

F O

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E D

J O

I N

T

F

I L

L E

R

CONSTRUCTION

JOINT

FACE OF CURB

FACE OF CURB

10' - 0"

PCC BURIED SLAB

APPROACH SLAB

M I N

L

A P

T

Y P

13 - AS0503 @ 1' - 6" C-C TOP

25 - AS0503 @ 9" C-C BOTTOM

13 - AS0503 @ 1' - 6" C-C TOP

25 - AS0503 @ 9" C-C BOTTOM

C NORTH ABUTMENT

STA. 502+55.00 AND C

JOINT

L

5'-0"

13 - AS0504 @ 1' - 6" C-C TOP

25 - AS0504 @ 9" C-C BOTTOM

A

C E

S

M

A X

C

P

A

C E

S

M

A X

C

P

S

P A

C E

M

A X

C

T

T O

M

3"

9"

3"

9"

AS0504 TOP

AND BOTTOM

AS0504 TOP AND BOTTOM

AS0503 TOP AND BOTTOM

AS0503 TOP AND BOTTOM

AS0503 TOP

AND BOTTOM

AS0503 TOP

AND BOTTOM

M I N

L

A P

T

Y P

5'-0"

L

A

SB510

D

B

C

NOTES:

ALL JOINTS THAT ARE TO BE SEALED SHALL BE FREE OF CRACKED AND SPALLED

AREAS AND THEIR FACES SHALL BE FREE OF ALL FOREIGN MATTER, CURING

COMPOUND, OILS, GREASES AND DIRT. ALL FACES MUST BE SANDBLASTED OR

BRUSHED WITH A MECHANICAL ROTARY WIRE BRUSH. JUST PRIOR TO SEALING,

THE JOINT SHALL BE BLOWN OUT WITH OIL-FREE COMPRESSED AIR.

DEFORMED REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.

ALL REINFORCING BAR DIMENSIONS EXCEPT FOR BENDING DIAGRAM ARE TO

CENTERS OF BARS.

REINFORCEMENT FOR CONCRETE PAVEMENT NOT SHOWN IN PLAN. SEE SHEET ST105

FOR DETAILS.

FOR CONDUIT DETAILS, SEE SHEET ST506.

AS0503 TOP

AS0502

AS0503

AS0901

CONCRETE

PAVEMENT

B O

L S

T E

R

A

S

N E

C E

S S

A R

Y

10' - 0"

L NORTH

ABUTMENT AND

L JOINT

C

1" Ø DOWEL

AT 18" MAX SPA.

S E

E

C

I V

I

A

N S

PAVEMENT SEE

CIVIL PLANS

10" (TYP.)

1 2

HEAVY DUTY ENGINEERING FABRIC

"PAVEPREP" AS MANUFACTURED BY

THE PAVEPREP CORPORATION OR

APPROVED EQUAL

PCC BURIED

SLAB

C

SL0401

ST0401

AGGREGATE

SEPARATION

COURSE

A

B

5'-0"

A

T

F A

C U

R B

TOP OF CURB

JOINT SEE DETAIL A

REINFORCEMENT MAY BE FIELD

ADJUSTED TO CLEAR CONDUIT

TRANSITIONS

3 - SW0402

SW0401

3 SPA. @ 12"

CONDUIT

1%

VARIES FROM 0" AT STA. 502+50.00

TO 12" AT STA. 502+55.00

REINF. NOT

SHOWN

CONDUIT

(TYP.) SEE

NOTES

SW0401

SW0402

SL0401

ST0401

BOND

BREAKER

HOT POURED JOINT

SEALER

1"

APPROACH SLAB

PREFORMED JOINT FILLER

CONC.

PAVEMENT

CONC. PAVEMENT

BOND

BREAKER

HOT POURED

JOINT SEALER

PREFORMED

JOINT FILLER

APPROACH SLAB

SCALE:

" = 1' - 0"

PLAN

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PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

FACE OF

CURB

3'-0"

L NORTH ABUT.

AND L JOINT

C

C

SB508

N O

R T

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A

B U

T M

E N

T

A

P P

R O

A C

H

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L A

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P S

B D

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NN

SCALE 3/4" = 1'-0"

SECTION

B

SCALE 3/4" = 1'-0"

SECTION

C

NOT TO SCALE

DETAIL

A

SCALE 3/4" = 1'-0"

SECTION

D

NOT TO SCALE

DETAIL

L TAXIWAY AND

L 1" JOINT

C

3"

9"

3"

9"

C

AS0504 TOP

AND BOTTOM

AS0504 TOP

AND BOTTOM

A S

B

O T

T O

M

20' - 0"

A

C E

M

A X

C

P

S

P A

C E

M

A X

C

T

T O

M

T O

P

B O

T T

O M

B O

T T

O M

T O

P

A S

T

O P

CONSTRUCTION

JOINT

1" PREFORMED

JOINT FILLER

CONSTRUCTION

JOINT

FACE OF CURB

FACE OF CURB

CONCRETE PAVEMENT

APPROACH SLAB

M I N

L A

P

T

Y P

13 - AS0503 @ 1' - 6" C-C TOP

25 - AS0503 @ 9" C-C BOTTOM

C SOUTH ABUTMENT

STA. 507+10.00

L

AS0504 TOP

AND BOTTOM

13 - AS0504 @ 1' - 6" C-C TOP

25 - AS0504 @ 9" C-C BOTTOM

AS0504 TOP

AND BOTTOM

M I N

L A

P

T

Y P

13 - AS0503 @ 1' - 6" C-C TOP

25 - AS0503 @ 9" C-C BOTTOM

13 - AS0504 @ 1' - 6" C-C TOP

25 - AS0504 @ 9" C-C BOTTOM

S

P A

C E

M

A X

C

P

S

P A

C E

M

A X

C

T

T O

M

5'-0"

5'-0"

AS0503 TOP

AND BOTTOM

AS0503 TOP

AND BOTTOM

AS0503 TOP

AND BOTTOM

AS0503 TOP

AND BOTTOM

3"

9"

3"

9"

A

SB510

D

B

C

NOTES:

ALL JOINTS THAT ARE TO BE SEALED SHALL BE FREE OF CRACKED AND SPALLED

AREAS AND THEIR FACES SHALL BE FREE OF ALL FOREIGN MATTER, CURING

COMPOUND, OILS, GREASES AND DIRT. ALL FACES MUST BE SANDBLASTED OR

BRUSHED WITH A MECHANICAL ROTARY WIRE BRUSH. JUST PRIOR TO SEALING,

THE JOINT SHALL BE BLOWN OUT WITH OIL-FREE COMPRESSED AIR.

DEFORMED REINFORCING BARS AND DOWELS SHALL CONFORM TO ASTM A615, GRADE

60.

ALL REINFORCING BAR DIMENSIONS EXCEPT FOR BENDING DIAGRAM ARE TO

CENTERS OF BARS.

REINFORCEMENT FOR CONCRETE PAVEMENT NOT SHOWN IN PLAN. SEE SHEET ST105

FOR DETAILS.

FOR CONDUIT DETAILS, SEE SHEET ST506.

AS0502

AS0503

AS0901

CONCRETE

PAVEMENT

B O

L S

T E

R

A

S

N E

C E

S S

A R

Y

5' - 0"

L SOUTH

ABUTMENT

C

1" Ø DOWEL

20" LENGTH AT

18" MAX. SPA.

CONCRETE PAVEMENT

SEE SHEET CJ502

AGGREGATE

SEPARATION

COURSE

R

10" (TYP.)

SL0401

ST0401

B

A

5'-0"

A

T

F A

C U

R B

TOP OF CURB

REINFORCEMENT MAY BE FIELD

ADJUSTED TO CLEAR CONDUIT

TRANSITIONS

3 - SW0402

SW0401

A

CONDUIT

BOND

BREAKER

APPROACH SLAB

HOT POURED JOINT

SEALER

PREFORMED JOINT FILLER

1"

CONC.

PAVEMENT

CONC. PAVEMENT

BOND

BREAKER

HOT POURED

JOINT SEALER

PREFORMED

JOINT FILLER

APPROACH SLAB

1%

VARIES FROM 0" AT STA. 507+10.00

TO 12" AT STA. 507+15.00

REINF. NOT

SHOWN

CONDUIT

(TYP.) SEE

NOTES

SW0401

SW0402

SL0401

ST0401

SCALE:

" = 1' - 0"

PLAN

US Army Corps of Engineers ®

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NN

FACE OF

CURB

3'-0"

L SOUTH ABUT.

AND L JOINT

C

C

90°

SB509

S O

U T

H

A

B U

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P P

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SCALE 3/4" = 1'-0"

SECTION

B

SCALE 3/4" = 1'-0"

SECTION

C

NOT TO SCALE

DETAIL

A

SCALE 3/4" = 1'-0"

SECTION

D

NOT TO SCALE

DETAIL

C

L

33'-0"30'-0"

25'-0"10'-0"28'-0"

33'-0" 30'-0"

10'-0"25'-0" 28'-0"

1%

1%

L 1" JOINT

C

1%

1%

EDGE OF TAXIWAY EDGE OF TAXIWAY

C

O N

C

P A

V E

M E

N T

L TAXIWAY LIGHT

C

2' - 0"

CONSTRUCTION JOINT

2' - 0"

CONSTRUCTION

JOINT

POINT OF FINISHED GRADE

L TAXIWAY LIGHT

C

A

B

1'-9"

MIN. LAPAS0503

AS0901

AS0502

1 2

2" Ø SCHEDULE

40 PVC CONDUIT

C TAXIWAY LIGHT

L

CONSTRUCTION JOINT

FIELD ADJUST REBAR TO PROVIDE

MIN. 2" CLEAR TO CONDUIT

ST0401

SL0401

2'-0"

1'-9"

MIN. LAP

AS0504

CONC. PAVEMENT

APPR. SLAB

" CLR.

TAXIWAY AND

L 1" JOINT

C

L

AS0504

(TYP.)

AS0502

(TYP.)

AS0901

(TYP.)

1 2

ST0402

(TYP.)

SL0401

(TYP.)

CONC. PAVEMENT

APPR. SLAB

C

" CLR.

C

HOT POURED

JOINT SEALER

BOND BREAKER

PREFORMED

JOINT FILLER

1"

1 2

3'-0"

1'-9"

MIN. LAP

2" Ø SCHEDULE

40 PVC CONDUIT

C TAXIWAY LIGHT

L

CONSTRUCTION JOINT

FIELD ADJUST REBAR TO PROVIDE

MIN. 2" CLEAR TO CONDUIT

2'-0"

1'-9"

MIN. LAP

AS0503

AS0901

AS0502

ST0401

SL0401

AS0504

CONC. PAVEMENT

APPR. SLAB

FIELD BEND

" CLR.

R T

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PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

NOTES:

SEE SHEETS SB0508 AND SB0509 FOR REINFORCING BAR SPACING.

SEE SHEETS ST506 FOR CONDUIT DETAILS.

FOR CONCRETE PAVEMENT PLAN, SEE SHEET ST105.

SB510

A P

P R

O A

A

B

D

E T

A I L

S

P S

B D

W G

SCALE 1" = 5'-0"

SECTION

A

SCALE 3/4" = 1'-0"

DETAIL FOR SOUTH ABUTMENT

A

SCALE 3/4" = 1'-0"

DETAIL FOR NORTH ABUTMENT

A

SCALE 3/4" = 1'-0"

DETAIL

B

NOT TO SCALE

JOINT DETAIL

C

L

35'-0"25'-0"

25'-0"10'-0"28'-0"

35'-0" 25'-0"

10'-0"25'-0" 28'-0"

REINF. CONC. PAVEMENT

(VARIES 5

" TO 6

1'-0"(TYP.)

1%

POINT OF FINISHED GRADE

1%

L TAXIWAY LIGHT (TYP.)

C

L OBSTRUCTION LIGHT

C

CONDUIT (TYP.)

L 1" LONGITUDINAL JOINT

C

FACE OF CURB

1%

1%

EDGE OF TAXIWAY EDGE OF TAXIWAY

7 - 3' x 21" VOIDED SLABS 7 - 4' x 21" VOIDED SLABS 7 - 4' x 21" VOIDED SLABS 7 - 3' x 21" VOIDED SLABS

2 - 3' x 21" SOLID SLAB

3' x 21" SOLID SLAB 3' x 21" SOLID SLAB

3' x 21" SOLID SLAB 3' x 21" SOLID SLAB

3" Ø PRECAST HOLE FOR

TRANSVERSE TENDON

FACE OF CURB

1'-11

" SOLID SLAB WITH

BLOCKOUT FOR

TAXIWAY LIGHT

1'-11

" SOLID SLAB

WITH BLOCKOUT FOR

TAXIWAY LIGHT

L OBSTRUCTION

LIGHT

C

3'-0" 3'-0"

1'-9"

1'-9"

E

ST302

D

ST302

C

ST302

B

F

A

3/4" Ø PVC DRAIN

2" Ø SCHEDULE 40

PVC CONDUIT

EXTERNAL GROUNDING

LUG (SHALL BE WELDED

PRIOR TO HOT DEEP

GALVANIZING)

SINGLE #6 AWG BARE SOLID CU.

COUNTERPOISE LOCATED ABOVE

CONDUIT (COUNTERPOISE SHALL NOT BE

BONDED TO THE BASE CAN)

3/4" STEEL COVER

SLIP FITTER / RUBBER

GROMMET (TYP.)

TAXIWAY LIGHT

INTERNAL

GROUNDING LUG

GROUND WIRE

SYMM. ABOUT

SHEAR KEY

REINF. CONC. PAVEMENT

FILL WITH HIGH STRENGTH

NON-SHRINK GROUT.

5/8"

L TRANSVERSE TENDON

PL 1 X 5 X 5

" X 5 X 5 PREFORMED

ELASTOMERIC PAD

RECESS OF EXTERIOR SLAB SHALL

BE FILLED WITH NON-SHRINK

GROUT AFTER TRANSVERSE

TENDONS ARE TENSIONED

APPROVED CHUCK

FOR

" Ø STRAND

1" MIN.

6"

C

L

SEE SHEET ES505 FOR BASE CAN DETAILS.

3 4

3 4

3/4"

1/4"

NOTES:

1. SEE SHEETS ST103 AND ST104 FOR LOCATION OF OBSTRUCTION LIGHTS

AND TAXIWAY LIGHTS.

2. POST TENSIONING OF TRANSVERSE TENDONS AND THE CASTING OF

REINFORCED CONCRETE PAVEMENT AND CURBS SHALL NOT BE DONE

UNTIL THE STRENGTH OF THE GROUT IN THE SHEAR KEY HAS REACHED A

MINIMUM STRENGTH OF 4000 PSI.

3. TRANSVERSE TENDONS SHALL BE 1/2" DIA. COATED, LOW-RELAXATION

GRADE 270 STRAND (POLYSTRAND CP OR EQUAL) TENSIONED TO 31,600

LBS. THE ROD SHALL HAVE A WASHER AND NUT AT EACH END. RODS,

NUTS, WASHERS AND 1" X 5" X 5" STEEL PLATES SHALL BE GALVANIZED.

4. ALL KEYWAY SURFACES SHALL BE CLEANED OF ALL DIRT, LAITANCE AND

LOOSE AGGREGATE BY MEANS OF SANDBLASTING AND PRE-WETTED

PRIOR TO THE GROUTING OF SHEAR KEYS.

5. ALL GROUTING OF SHEAR KEYS SHALL BE DONE IN ONE CONTINUOUS

OPERATION WITHOUT INTERRUPTION FOR EACH SPAN. CARE SHALL BE

TAKEN TO PREVENT LEAKAGE OF GROUT INTO PRECAST HOLES FOR

TRANSVERSE TENDONS OR FROM BOTTOMS OF SHEAR KEYS.

6. THE GROUT IN THE SHEAR KEYS SHALL BE A NON-SHRINK GROUT IN

ACCORDANCE WITH SECTION 218.03(D) OF THE SPECIFICATIONS HAVING A

MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WITHIN 24 HOURS.

7. VOIDS SHALL TERMINATE 2'-6" FROM END OF SPAN AND 5" ON EITHER SIDE

OF TRANSVERSE TENDON CENTERLINES.

8. PRECAST PRESTRESSED CONCRETE SLABS SHALL HAVE ONE DRAIN

PROVIDED IN EACH END OF EACH VOID. THE DRAIN SHALL BE LOCATED SO

THAT THE VOID WILL DRAIN AFTER THE UNIT HAS BEEN INSTALLED IN THE

STRUCTURE. THE DEVICE FOR FORMING THE DRAIN SHALL BE OF SUCH

MATERIAL AND DESIGN THAT THE DRAIN WILL NOT RUST, STAIN, OR

OTHERWISE DISFIGURE THE CONCRETE AND SHALL ALLOW FREE

DRAINAGE FROM THE VOID.

9. THE CONTRACTOR SHALL SUBMIT THE SHOP DRAWINGS FOR VOIDED SLAB

PANELS TO THE GOVERNMENT FOR REVIEW PRIOR TO FABRICATION AND

CONSTRUCTION. SHOP DRAWINGS SHALL INCLUDE SEQUENCE OF

CONSTRUCTION AND BLOCKOUT DETAILS FOR TRANSVERSE TENDONS.

10. SEE SHEETS ST103 AND ST104 FOR REINFORCED CONCRETE PAVEMENT

DETAILS.

11. SEE SHEET ES501 FOR OBSTRUCTION LIGHT DETAILS.

REINF. CONC.

PAVEMENT

1 2

M

I N

"5

C

P-605 FLEXIBLE

SEALANT

ELEVATED TAXIWAY TRANSVERSE SECTION

SCALE: 1" = 5' - 0"

US Army Corps of Engineers ®

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ST301

T R

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DETAIL

A

NOT TO SCALE

DETAIL

B

NOT TO SCALE

TAXIWAY LIGHT BASE CAN IN STRUCTURE DECK

3'-0" 3'-0" 4'-0"4'-0"

12" Ø (TYP.)

10" Ø (TYP.)

1" MIN. JOINT

10" 1'-2" 1'-2" 10"

L TAXIWAY AND

L JOINT

C

L 3" Ø PRECAST HOLE FOR

TRANSVERSE TENDON

(TYP.) VOIDED SLAB

PREFORMED JOINT SEALER

C

C

REINF. CONC. PAVEMENT (TYP.)

REINFORCEMENT NOT SHOWN.

T

Y P

(TYP.) (TYP.) (TYP.) (TYP.)

(TYP.) VOIDED SLAB

SOILD SLABSOILD SLAB

C

A

3'-0"3'-0"

1'-11

12" Ø (TYP.)

6"

6"

L 3" Ø PRECAST HOLE FOR

TRANSVERSE TENDON

FILL VOID WITH CONCRETE PAVEMENT

AFTER INSTALLING THE TAXIWAY LIGHT.

M

I N

" Ø PVC DRAIN

L TAXIWAY LIGHT

C

C

REINF. CONC. PAVEMENT

REINFORCEMENT NOT SHOWN.

3'-0"

VOIDED SLAB SOLID SLAB SOLID SLAB SOLID SLAB

10" 1'-4" 10"

T

Y P

" 1

3'-0" 3'-0"

12" Ø (TYP.)

10" 1'-4" 10"

3'-0"

FACE OF CURB

L 3" Ø PRECAST HOLE FOR

TRANSVERSE TENDON

1%

1'-9"

L OBSTRUCTION LIGHT

C

C

REINF. CONC. PAVEMENT (TYP.)

REINFORCEMENT NOT SHOWN.

CONDUIT

(TYP.)

SOLID SLAB VOIDED SLAB

T

Y P

" 1

DRIP

1"

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NOTES:

FOR DETAILS OF REINFORCED CONCRETE

PAVEMENT, SEE SHEETS ST103 AND ST104.

FOR DETAILS OF CONDUITS, SEE SHEET ST106.

FOR CURB GEOMETRY, SEE SHEET ST103.

TYPICAL EACH SIDE AND EACH SLAB

ST302

T R

A N

S V

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C

T I O

N

A

T

A I L

S

P S

T D

W G

SCALE 3/4" = 1'-0"

DETAIL

C

SCALE 3/4" = 1'-0"

DETAIL

D

SCALE 3/4" = 1'-0"

DETAIL

E

NOT TO SCALE

DRIP DETAIL

TO RUNWAY

M A

T C

H

L

I N

E

S

T A

S

E

TAXIWAY

AND L JOINT

C

END OF

SLAB

BENT 1 AND L 1" JOINT

STA. 503+00.50

L

C

ERECTION PLAN

SCALE: 1" = 10'

3 EQ. SPACES = 43'-2" 3 EQ. SPACES = 43'-2" 3 EQ. SPACES = 43'-2" 3 EQ. SPACES = 43'-2" 3 EQ. SPACES = 43'-2"

10 SPANS @ 45'-6" = 455'-0"

3" Ø HOLE FOR

TRANSVERSE TENDON

(TYP.)

L

C

3 EQ. SPACES = 43'-2"

EDGE OF SLAB

(TYP.)

SPAN A SPAN B SPAN C SPAN D SPAN E SPAN F

1' - 2 "

1' - 2 "

BENT 3 AND L 1" JOINT

STA. 503+91.50

L

C

BENT 4 AND L 1" JOINT

STA. 504+37.00

L

C

BENT 5 AND L 1" JOINT

STA. 504+82.50

L

C

L NORTH

ABUTMENT

STA. 502+55.00

C

BENT 2 AND L 1"

JOINT STA. 503+46.00

L

C

1' - 2"

NOTE:

VOIDS IN SLABS NOT SHOWN. SEE NOTES ON SHEET ST301.

2' - 6" (TYP.)

2' - 6

(TYP.)

5" (TYP.)

5" (TYP.)

L 3" Ø HOLE FOR INTERMEDIATE

TRANSVERSE TENDON AND

L SOLID DIAPHRAGM (TYP.)

C

C

SOLID

(NO VOIDS)

(TYP.)

(TYP.)

C

C

C

C C C

FACE OF

CURB

SOLID

(NO VOIDS)

FACE OF

CURB

NN

ST101

E R

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T I O

N

P

L A

N

P S

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PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

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ERECTION PLAN

SCALE: 1" = 10'

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L BENT 6 AND L 1" JOINT

STA. 505+28.00

END OF SLAB

L TAXIWAY

AND L JOINT

C

10 SPANS @ 45'-6" = 455'-0"

1' - 2"

L 3" ϕ HOLE FOR

TRANSVERSE TENDON

C

3 EQ. SPACES

= 43'-2" 3 EQ. SPACES = 43'-2" 3 EQ. SPACES = 43'-2" 3 EQ. SPACES = 43'-2" 3 EQ. SPACES = 43'-2"

SPAN F SPAN G SPAN H SPAN I SPAN J

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L BENT 7 AND L 1" JOINT

STA. 505+73.00

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L BENT 8 AND L 1" JOINT

STA. 506+19.00

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L BENT 9 AND L 1" JOINT

STA. 506+64.50

L SOUTH

ABUTMENT

STA. 507+10.00

C

1' - 2"

(TYP.)

1' - 2"

(TYP.)

NOTE:

VOIDS IN SLABS NOT SHOWN. SEE NOTES ON SHEET ST301.

2' - 6" (TYP.)

2' - 6

(TYP.)

5" (TYP.)

5" (TYP.)

SOLID

(NO VOIDS)

3" Ø HOLE FOR INTERMEDIATE

TRANSVERSE TENDON

SOLID (NO VOIDS) (TYP.)

L

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SOLID

(NO VOIDS)

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CURB

FACE OF

CURB

EDGE OF SLAB

(TYP.)

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US Army Corps of Engineers ®

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MARK NO.

#5

REINFORCING STEEL SCHEDULE

SIZESLAB SIZE LENGTH LOCATION

SL0501

#3

PART PLAN OF MEMBER

MIDSPAN

CAMBER DIAGRAM

SLAB TYPE

NO. OF STRANDS

ROW

2 3 4 5 6

ROW

ROW

ROW ROW ROW ROW Y1

Y2 Y3

Y4 Y5

Y6 Y7

TOTAL NUMBER

OF STRANDS

PER SLAB

PRESTRESSING

FORCE PER

STRAND-LBS.

IN.

IN. IN.

IN.

IN.

IN.

IN.

NET CAMBER

N

IN.

PRESTRESSING STEEL DATA TABLE

SR0301

1'-4" MIN. LAP

SL0501

SYMM. ABOUT L SLAB

Y

Y

Y

Y

Y

Y

Y

ROW 7

ROW 6

ROW 5

ROW 4

ROW 3

ROW 2

ROW 1

3" MIN.

MIN. SPACING 2"

PIN Ø

TOP LONGITUDINAL

C

C

L STORAGE SUPPORTS

C

SHOWING LOCATION

OF REINFORCING STEEL

L PRESTRESSING STRANDS.

FOR NUMBER OF STRANDS IN

EACH ROW SEE TABLE BELOW.

3"

S L

S

P A

SYMM. ABOUT

MIDSPAN

L SLAB

C

SR0301

12 SPA. @ 3"

= 3'-0". SEE

NOTE 9.

2 - SR0301 (BUNDLE) FOR 4' X 21" (VOIDED)

4'-0" X 21" (VOIDED)

6" MAX. SPA. 3' X 21" (VOIDED)

SR0301 AND SR0302SL0501

57960

4'-0" x 21"

1. IN LIEU OF SPLICING SEVERAL REINFORCING BARS TO FORM EACH

STIRRUP, THE STIRRUP MAY BE MADE FROM ONE SINGLE BAR.

2. ALL REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.

3. SLAB CORNERS DAMAGED DURING CONSTRUCTION SHALL BE

RESTORED TO THEIR SHAPE AS SHOWN ON THE PLANS BY AN

APPROVED EPOXY MORTAR.

4. ALL STEEL IN ANCHOR DETAIL EXCEPT STUD SHEAR CONNECTORS

SHALL BE ASTM A709 GRADE 36 AND SHALL BE GALVANIZED.

5. THE CONTRACTOR SHALL SUBMIT PRESTRESSING STRAND PATTERN

TO THE CONTRACTING OFFICER'S REPRESENTATIVE FOR APPROVAL.

6. C ANCHOR MAY BE SHIFTED AS APPROVED BY THE CONTRACTING

OFFICER'S REPRESENTATIVE TO PROVIDE MINIMUM CONCRETE

COVER OF 2" FOR THREADED INSERTS OR STUD SHEAR

CO…