ATCH 4. Randolph Dwgs - 3 OF 3.pdf

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SHEET ID

BAR NUMBER

BAR SIZE

A413 A 4 13

REINFORCING BAR MARKS

2. THESE BRIDGES ARE DESIGNED FOR A FUTURE WEARING SURFACE OF 20 PSF.

SPECIFICATIONS, EIGHTH EDITION.

1. THESE BRIDGES ARE DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN

DESIGNER NOTES:

N = APPROACH SLAB & CONCRETE RAIL ON APPROACH SLAB

S = BRIDGE SLAB & CONRETE RAIL ON BRIDGE

B = BENT

A = ABUTMENT

TYPE OF BRIDGE ELEMENT

AND SHOWN ON THE DRAWINGS WILL BE OBTAINED AT ALL POINTS ON THE SLAB.

SUFFICIENT NUMBER OF LOCATIONS TO DEMONSTRATE THAT CONCRETE COVER OVER THE REINFORCING STEEL AS REQUIRED

SUCH CHECKING SHALL BE DONE BY THE CONTRACTOR IN THE PRESENCE OF THE COR AND SHALL BE REPEATED AT A

FOR CLEARANCE TO THE SURFACE OF THE SLAB BY MEASURING FROM THE REINFORCING STEEL TO THE STRIKE-OFF SCREED.

4. BEFORE PLACING CONCRETE FOR BRIDGE FLOORS, THE PLACEMENT OF TOP REINFORCING STEEL SHALL BE CHECKED

PROVIDE A DESCRIPTION OF THE LOCATION OF EACH PHOTOGRAPH BY SPAN OR BENT NUMBER.

OF THE REINFORCING PRIOR TO CONCRETE PLACEMENT. PROVIDE IMAGE FILES OF THE PHOTOGRAPHS TO THE COR.

3. THE CQC SHALL ALSO TAKE HIGH RESOLUTION PHOTOGRAPHS OF SUFFICIENT NUMBER TO COVER THE ENTIRE AREA

IN THE SLAB.

CHECKLIST SHALL BE PROVIDED TO THE CONTRACTING OFFICER'S REPRESENTATIVE (COR) PRIOR TO PLACING CONCRETE

DEFICIENCIES SHALL BE CORRECTED PRIOR TO INITIALING APPROVAL OF THAT BAR MARK. A COPY OF THE COMPLETED

BAR MARK TO INDICATE THAT ALL BARS OF THAT MARK ARE THE CORRECT SIZE, SPACING AND LOCATION. ANY

2. THE APPROVED REINFORCING ERECTION DRAWINGS SHALL BE USED AS A CHECKLIST. THE CQC SHALL INITIAL EACH

CONTROL PERSONNEL (CQC) SHALL PERFORM A SPECIAL INSPECTION OF THE SLAB REINFORCING.

1. AFTER ALL REINFORCING BARS FOR THE BRIDGE SLAB HAVE BEEN SECURELY PLACED, THE CONTRACTOR'S QUALITY

SPECIAL INSPECTION OF BRIDGE SLAB REINFORCING

BRIDGES - GENERAL NOTES

COR 30 CALENDAR DAYS NOTICE PRIOR TO COMPLETION OF THE BRIDGE.

INSPECTION WILL BE PERFORMED BY OTHERS AFTER BRIDGE CONSTRUCTION IS ESSENTIALLY COMPLETE. PROVIDE THE

MINIMUM COMPRESSIVE STRENGTH OF 3500 PSI, AND THE INITIAL BRIDGE INSPECTION HAS BEEN COMPLETED. THE INITIAL

THE BRIDGE SHALL NOT BE OPENED UNTIL THE CONCRETE HAS REACHED A MINIMUM AGE OF 17 DAYS AND DEVELOPED A

12. THE CONTRACTOR SHALL NOT OPEN THE BRIDGE FLOOR TO TRAFFIC UNTIL APPROVAL HAS BEEN GIVEN BY THE COR.

THE 10 DAYS WET CURING PERIOD.

DECKS UNTIL THE DECK CONCRETE HAS REACHED 80% OF THE SPECIFIED MINIMUM COMPRESSIVE STRENGTH AND AFTER

A COMPRESSIVE STRENGTH OF AT LEAST 2.4 KSI. LOADS IN EXCESS OF THE ABOVE SHALL NOT BE CARRIED ON BRIDGE

AND EQUIPMENT LOADS, MAY BE ALLOWED ON ANY SPAN ONLY AFTER THE LAST PLACED DECK CONCRETE HAS ATTAINED

VEHICLES NEEDED FOR CONSTRUCTION ACTIVITIES AND WEIGHING LESS THAN 4.0 KIPS, AND COMPARABLE MATERIALS

11. CONSTRUCTION EQUIPMENT WILL NOT BE ALLOWED ON THE DECK UNTIL AFTER THE 10 DAY WET CURING PERIOD.

SUPPORTING THE ROADWAY SLAB HAS BEEN RELEASED.

10. CAST-IN-PLACE CONCRETE RAILINGS SHALL NOT BE PLACED ON CONCRETE SLAB BRIDGES UNTIL THE FALSEWORK

03 11 00 "CONCRETE FORMS AND FALSEWORK" PARAGRAPH "EVIDENCE OF CONCRETE STRENGTH."

STRENGTH OF 70% OF THE SPECIFIED COMPRESSIVE STRENGTH AS DETERMINED ACCORDANCE WITH SPECIFICATIONS SECTION

NOT BE ALLOWED TO BEAR ON THE SUBSTRUCTURE UNTIL THE SUBSTRUCTURE'S CONCRETE HAS ATTAINED A COMPRESSIVE

FORMS HAVE BEEN STRIPPED AND THE CONCRETE INSPECTED FOR DEFECTS. THE LOAD OF THE SUPERSTRUCTURE SHALL

9. CONCRETE SLABS SHALL NOT BE PLACED ON THE SUPERSTRUCTURE UNTIL ALL SUBSTRUCTURE (ABUTMENTS AND BENTS)

8. WATER JETTING SHALL NOT BE PERMITTED FOR EXCAVATION OR BACKFILLING AROUND STRUCTURES.

STRENGTH REQUIREMENTS PRIOR TO REMOVAL OF FORMS AND FALSEWORK.

7. SEE SPECIFICATION SECTION 03 11 00 "CONCRETE FORMS AND FALSEWORK" FOR MINIMUM CURE TIMES AND/OR

SPECIFIED COMPRESSIVE STRENGTH.

TO THE FULL HEIGHT UNTIL THE SUPERSTRUCTURE (BRIDGE SLAB) HAS BEEN PLACED AND CURED TO 70% OF

6. BACKFILL ABUTMENTS AND WINGWALLS CONCURRENTLY ON ALL SIDES. ABUTMENTS SHALL NOT BE BACKFILLED

SECTION 09 90 00 "PAINTING METAL SHEET PILING."

5. PAINT THE INDICATED AREAS OF SHEET PILE WINGWALLS IN ACCORDANCE WITH SPECIFICATION

4. CONCRETE SHALL BE FILLETED OR CHAMFERED APPROXIMATELY 3/4 INCH AT ALL EXPOSED CORNERS.

3. UNLESS NOTED AS "OPTIONAL" ALL CONSTRUCTION JOINTS SHOWN ARE MANDATORY.

VERTICAL CURVE OR ROADWAY CROSS SLOPE.

2. ALL DIMENSIONS SHOWN ARE IN HORIZONTAL PLANE ONLY. NO ALLOWANCES HAVE BEEN MADE FOR

REINFORCING BAR SHALL BE 3'', EXCEPT WHERE OTHERWISE NOTED.

1. THE MINIMUM CLEARANCE, MEASURED FROM THE FACE OF THE CONCRETE TO THE SURFACE OF ANY

CONSTRUCTION NOTES:

AND ALL OTHER HARDWARE SHALL BE GALVANIZED ACCORDING TO ASTM A123/A123M.

10. AFTER FABRICATION, TIE RODS, TURNBUCKLES, NOSE ANGLES AT THE BENTS, FLOOR DRAINS

DRAINS SHALL CONFORM TO ASTM A29/A29M, GRADES 1010 THROUGH 1020 AND AWS D1.1/D1.1M, TABLE 7.1, TYPE B.

STEEL PLATES FOR FLOOR DRAINS SHALL CONFORM TO ASTM A36. HEADED, WELDED STUDS FOR FLOOR

9. HOLLOW STRUCTURAL SHAPES (HSS) FOR FLOOR DRAINS SHALL CONFORM TO ASTM A500/A500M GRADE B.

TO ASTM A668/A668M CLASS C.

8. TIE RODS SHALL CONFORM TO ASTM A709/709M, GRADE 36 STEEL. TURNBUCKLES SHALL CONFORM

7. STEEL SHEET PILE SHALL CONFORM TO ASTM A328/A328M.

6. STRUCTURAL STEEL FOR ALL H-PILES SHALL CONFORM TO ASTM A709/A709M, GRADE 50.

5. ALL STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A709/A709M, GRADE 36.

WRITTEN PERMISSION OF THE CONTRACTING OFFICER'S REPRESENTATIVE.

4. SPLICES OF REINFORCEMENT OTHER THAN THOSE INDICATED SHALL NOT BE PERMITTED WITHOUT

REQUIREMENTS OF ASTM A615/A615M, GRADE 60 STEEL.

3. ALL REINFORCING STEEL SHALL BE EPOXY COATED DEFORMED BARS CONFORMING TO THE

STRENGTH OF 3,000 PSI.

2. ALL OTHER CAST-IN-PLACE CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE

STRENGTH OF 4,000 PSI.

1. CONCRETE FOR SLAB, APPROACH SLABS AND RAILS SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE

MATERIAL NOTES:

3. SPLICES OF OTHER REINFORCING BARS SHALL NOT BE PERMITTED.

OF THE LENGTHS INDICATED.

2. AT THE CONTRACTOR'S OPTION, BARS LISTED IN TABLES OF OPTIONAL LAP SPLICES ON PLAN OR DETAIL SHEETS MAY HAVE LAP SPLICES

1. OPEN RAIL AND CLOSED RAIL BARS S592 & S593 SHALL HAVE STAGGERED LAP SPLICES AS SHOWN ON SHEETS S-120, S-220 & S-314.

REINFORCING LAP SPLICES:

1. SEE SPECIFICATION SECTION 01 12 00 CONSTRUCTION GENERAL, PARAGRAPH ORDER OF WORK

ORDER OF WORK

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ELEV. 1633.00 ELEV. 1633.00

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SHEET IDGENERAL PLAN

1'-0" 1'-0"

GENERAL ELEVATION

10' 20'0

10' 20'0

SPAN NO. 1 = 30'-0"

LC

LC ABUTMENT NO. 1

LC BENT NO. 1

LC ABUTMENT NO. 2

LC LC LC

BENT NO. 2LC

SPAN NO. 3 = 30'-0"

LC

F L

O W

BRIDGE HYDRAULIC INFORMATION

LC

LC

N

N

SPAN NO. 2 = 40'-0"

NO. 1

GRADE BEAM

(US SIDE)

ELEV 1652.83

Q100 H.W.

LC

BEAM NO. 1

GRADE LC

BEAM NO. 2

GRADE

ROADWAYLC

O U

T T

O O

U T

OPEN BRIDGE RAIL

ABUTMENT TO ABUTMENT = 100'-0"

END OF FLOOR TO END OF FLOOR = 102'-0""

(CHAIN LINK FENCE TYPE)

PEDESTRIAN RAIL

CURB, TYP.

INTEGRAL

NO. 1 = 20'-0"

PAVING SECTION

NO. 2 = 20'-0"

PAVING SECTION

(CHAIN LINK FENCE NOT SHOWN)

BRIDGE RAILS

ELEV. 1656.48

STA. 101+88.07

BEGIN PAVING SECTION

ELEV. 1656.89

STA. 102+08.07

ELEV. 1656.89

STA. 103+42.07

BEAM NO. 2

GRADE

ELEV. 1656.48

STA. 103+62.07

SECTION

END PAVING

ELEV. 1657.00

STA. 102+25.07

ABUTMENT NO. 1

ELEV. 1657.00

STA. 102+55.07

BENT NO. 1

ELEV. 1657.00

STA. 102+95.07

BENT NO. 2

ELEV. 1657.00

STA. 103+25.07

ABUTMENT NO. 2

ELEV. 1655.35

LOW CHORD

GROUND

EXISTING

GROUND

EXISTING

M2050H1305STRUCTURE NUMBER

Q500 SCOUR ELEV. = 1637.0 FT

Q100 LOCAL SCOUR = 5.2 FT

Q100 GENERAL SCOUR = 3.0 FT

ORDINARY HIGH WATER ELEV = 1644.00 FT

Q(O.H.W.) = 5.0 CFS

W.W.A. BELOW H.S. = 561 SQ FT

H.W. ELEV. = 1652.83 FT (US SIDE)

Q100 = 4,258 CFS (BASE FLOOD)

D.A. = 9.2 SQ MI

STREAM: MIDDLE LOGAN CREEK

APPROACH SLAB, TYP.

TRANSITION RAIL ON

NO. 1 = 16'-0"

SLAB

APPROACH

NO. 2 = 16'-0"

SLAB

APPROACH

O N B

R

ID

G E

C L E

A R R

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D W

A Y

AND CE501.

SEE SHEETS CE102,

AND BEDDING,

RIPRAP, SPALLS

ONLY SHEET S-901 FOR PHOTOGRAPHS AND DESCRIPTION OF THE EXISTING BRIDGE.

REMOVE EXISTING PILES AS SPECIFIED ON SHEET S-103. SEE FOR INFORMATION

3. REMOVE EXISTING BRIDGE, WINGWALLS AND STORM DRAIN HEADWALL.

ON THE APPROACH SLABS AND PAVING SECTIONS.

ROADWAY ON TOP OF THE BRIDGE DECK. SEE CIVIL SHEETS FOR VERTICAL CURVES

2. STATION AND GRADE ELEVATIONS SHOWN ARE AT THE CENTERLINE OF THE

IN CEDAR COUNTY, NEBRASKA.

IT CROSSES MIDDLE LOGAN CREEK IN THE NORTH HALF OF SECTION 30-T28N-R1E

1. THIS BRIDGE IS LOCATED ON THE SOUTH SIDE OF RANDOLPH, NE.

NOTES:

CLOSED BRIDGE RAIL

LC

TYP.

DRAIN,

FLOOR

3 SPACES @ 26'-0" = 78'-0"

LC

TYP.

DRAIN,

FLOOR

12'-0"12'-0"

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SHEET ID

10' 20'0

GEOLOGIC PROFILE

N

LC LC LCLC LC

LC

NO. 1

GRADE BEAM

ELEV. 1656.47

STA. 101+88.07

BEGIN PAVING SECTION

ELEV. 1656.97

STA. 102+08.07

ELEV. 1656.98

STA. 103+42.07

BEAM NO. 2

GRADE

ELEV. 1656.48

STA. 103+62.07

SECTION

END PAVING

ELEV. 1657.00

STA. 102+25.07

ABUTMENT NO. 1

ELEV. 1657.00

STA. 102+55.07

BENT NO. 1

ELEV. 1657.00

STA. 102+95.07

BENT NO. 2

ELEV. 1657.00

STA. 103+25.07

ABUTMENT NO. 2

GROUND

EXISTING

GROUND

EXISTING

N

MLC17-05

5-6

3-3

4-6

4-5

3-4

2-2

2-4

4-8

9-14

9-11

13-18

SEP. 15, 2017

BORING MLC17-05

ELEV. 1655.1 +/-

N

MLC17-06

3-3

2-3

4-6

5-8

1-2

5-10

1-3

6-7

10-8

16-18

16-22

SEP. 15, 2017

BORING MLC17-06

ELEV. 1654.0 +/-

A 140 LB WEIGHT FALLING 30 INCHES IN ACCORDANCE WITH ASTM D1586 PROCEDURES.

TO DRIVE A STANDARD PENETROMETER OF 2" O.D. THE SECOND AND THIRD 6 INCHES USING

3. FIGURES BESIDE THE COLUMN OF SOIL BORINGS INDICATE THE NUMBER OF BLOWS REQUIRED

2. SEE SHEETS B-001 THROUGH B-004 FOR ADDITIONAL SOIL BORING INFORMATION.

1. SEE SHEETS GI101 AND S-103 FOR LOCATIONS OF SOIL BORINGS.

NOTES:

LEGEND

WATER

MADE GROUND)

FILL: FILL (MAN

SILTY SAND

SM: USCS

TOPSOIL

CLAYEY SAND

SC: USCS

WITH SILTY SAND

WELL-GRADED SAND

SW-SM: USCS

SILTY CLAY

LOW PLASTICITY

CL-ML: USCS

SAND

WELL-GRADED

SW: USCS

PLASTICITY CLAY

CL: USCS LOW

SAND WITH SILT

POORLY-GRADED

SP-SM: USCS

PLASTICITY CLAY

CH: USCS HIGH

SAND

POORLY-GRADED

SP: USCS

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SHEET ID

PILE LAYOUT

(feet)

LENGTH

PILE ORDER

TENTATIVE

(feet)

BELOW CUT-OFF

PENETRATION

MINIMUM

ELEVATION

CUT-OFF

NUMBER

PILE

LOCATION

(feet)

LENGTH

PILE ORDER

(kips/pile)

BEARING

DESIGN PILE

LOCATION

NUMBER

PILE

ELEVATION

CUT-OFF

(feet)

LENGTH

PILE ORDER

(kips/pile)

BEARING

DESIGN PILE

PILE DATA TEST PILE DATA

5 70

LC

LC

(AT ABUTMENT)

SHEET PILE

OF EXPOSED SHEET PILE. (TYP.)

EACH WAY AROUND CORNERS

WRAP FILTER FABRIC 1'-6"

SHEET PILE (AT WING)

3" MIN.

TIGHT FIT

TYPICAL HP PILE

CJP

SMAW E7018

45°

THIS SIDE

BEFORE WELDING

BACK GOUGE

OR WEB

FLANGE

SIDE FIRST

WELD THIS

45°

NOT TO SCALE

STANDARD PILE SPLICE

SHEET PILE CORNER DETAIL (TYP.)

NOT TO SCALE

1/4

NOT TO SCALE

SHEET PILE MINIMUM SECTION PROPERTIES

DEPTH

SECTION

NO. 2

BENT

NO. 2

ABUTMENT

NO. 1

BENT

HP 12 x 53

HP 12 x 53

HP 12 x 53

HP 12 x 53

HP 12 x 53

HP 12 x 53

HP 12 x 53

HP 12 x 53

H-PILE TYPE H-PILE TYPE

BELOW FINAL GRADE.

REMOVE ANY EXISTING PILES MORE THAN 5 FEET FROM NEW PILE LOCATIONS TO A MINIMUM OF 2 FEET

COMPLETELY REMOVE ANY EXISTING PILES WITHIN 5 FEET OF NEW PILE LOCATIONS.

1. DETAILS OF EXISTING BRIDGE ABUTMENT ARE NOT KNOWN. REMOVE EXISTING BRIDGE ABUTMENTS.

GENERAL NOTES:

0 8'4' 16'

STEEL H-PILES FOR ADDITIONAL INFORMATION.

THAN THE DESIGN PILE BEARING VALUES SHOWN. SEE SPECIFICATION SECTION 31 62 16

STRENGTH REDUCTION FACTOR GIVEN IN AASHTO TABLE 10.5.5.2.3-1 SHALL NOT BE LESS

DETERMINED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER MULTIPLIED BY THE APPROPRIATE

IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS 8TH EDITION. THE PILE CAPACITIES

11. THE DESIGN PILE BEARING VALUES SHOWN IN THE TABLES ON THIS SHEET ARE THE FACTORED LOAD

SECTION 01 22 00 MEASUREMENT AND PAYMENT.

IN ACCORDANCE WITH PARAGRAPH “DRIVING TESTS FOR STEEL H-PILES” IN SPECIFICATION

CONJUNCTION WITH THE USE OF THE PILE DRIVING ANALYZER, AS DESCRIBED HEREIN, SHALL BE PAID FOR

THE WORK PERFORMED BY THE CONTRACTOR AND THE CONTRACTOR'S GEOTECHNICAL ENGINEER IN

DRIVING AREA FOR THE CONTRACTOR'S GEOTECHNICAL ENGINEER’S EQUIPMENT VEHICLE (LIGHT TRUCK).

NORMALLY RANGE FROM 30 TO 60 MINUTES. THE CONTRACTOR SHALL PROVIDE ACCESS TO THE PILE

10. THE TIME DELAY IN DRIVING EACH PILE BEING MONITORED BY THE PILE DRIVING ANALYZER WILL

THE CONTRACTOR'S GEOTECHNICAL ENGINEER.

TRANSDUCERS. THE CONTRACTOR SHALL CONTINUE DRIVING THE PILE TO CUT-OFF OR AS DIRECTED BY

CONTRACTOR SHALL STOP THE HAMMER FOR THE REMOVAL OF THE ACCELEROMETERS AND STRAIN

GROUND, OR AS DIRECTED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER, AT WHICH TIME THE

9. THE CONTRACTOR SHALL DRIVE THE PILE UNTIL THE TRANSDUCERS ARE NEAR THE SURFACE OF THE

DETERMINATION AFTER THE FIRST FEW BLOWS.

THE GROUND. THE CONTRACTOR MAY BE REQUIRED TO STOP THE HAMMER FOR WAVE SPEED

TRANSDUCERS SHALL BE PREDRILLED BY THE CONTRACTOR WHILE THE PILE IS STILL ON

PILE BEFORE DRIVING IS STARTED. THE HOLES OR ANCHORS FOR THE ACCELEROMETERS AND STRAIN

DRIVING. THE CONTRACTOR SHALL BOLT TWO ACCELEROMETERS AND TWO STRAIN TRANSDUCERS TO THE

8. THE USE OF THE PILE DRIVING ANALYZER WILL REQUIRE THE CONTRACTOR TO SET UP THE HAMMER FOR

WITH THE PILE DRIVING ANALYZER.

7. AT THE CONTRACTOR'S GEOTECHNICAL ENGINEER’S OPTION, ADDITIONAL PILING MAY BE MONITORED

SPECIFICATIONS

6. TEST PILES SHALL BE DRIVEN AS SHOWN IN THE TEST PILE DATA TABLE AND IN ACCORDANCE WITH THE

APPROVED.

DRIVEN UNTIL THE SUBMITTALS OF TEST PILE MONITORING AND FINAL PILE ORDER LENGTHS HAVE BEEN

GEOTECHNICAL ENGINEER AND SUBMITTED FOR APPROVAL. PILES OTHER THAN TEST PILES SHALL NOT BE

WITH A PILE DRIVING ANALYZER. FINAL ORDER LENGTHS SHALL BE DETERMINED BY THE CONTRACTOR'S

THE DRIVING OF THE TEST PILES SHALL BE MONITORED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER

THE FINAL ORDER LENGTHS SHALL BE BASED ON THE RESULTS OBTAINED FROM THE TEST PILE DRIVING.

5. PILE ORDER LENGTHS (WITH THE EXCEPTION OF THOSE SHOWN FOR THE TEST PILES) ARE TENTATIVE.

BENTS ARE DESIGNED FOR SCOUR TO ELEVATION 1630.50 FOR THE 500-YEAR FLOOD.

4. BENTS ARE DESIGNED FOR SCOUR TO ELEVATION 1630.60 FOR THE 100-YEAR FLOOD.

3. BENT PILE NUMBER FOLLOWED BY THE LETTER "B" SHALL BE BATTERED 1.5 : 12.0

DRIVING PILES.

2. THE CONTRACTOR SHALL EXCAVATE TO THE BOTTOM OF CONCRETE ELEVATION PRIOR TO

1. ALL H-PILE SPACING IS MEASURED AT BOTTOM OF CONCRETE.

H-PILE NOTES:

NO. 1

BENT HP 12 x 53

HP 12 x 5395

HP 12 x 53

HP 12 x 53

NO. 1

GRADE BEAM

NO. 1

ABUTMENT

NO. 2

ABUTMENT

NO. 2

GRADE BEAM

1 - 5

1, 2, 9 & 10

3 - 8

1 - 5

1, 2, 9 & 10

LEGEND:

NEW HP12x53

NEW STEEL SHEET PILE

SOIL BORING

NEW HP12x53 TEST PILE

BENT NO. 1

SPAN NO. 1 = 30'-0" SPAN NO. 2 = 40'-0" SPAN NO. 3 = 30'-0"

BENT NO. 2LCLC BEAM NO. 2

GRADELCLC

BEAM NO. 1

GRADE LC

NO. 1

ABUTMENT LC

NO. 2

ABUTMENT

17'-0" 17'-0"

EXISTING BRIDGE ABUTMENTS

APPROXIMATE LOCATION OF

MLC17-05

MLC17-06

1B

9B

S

P

S

P

1B

9B

S

P

S

P

"1 2 3

10 9

1, 3, 5, 7, 9

1, 3, 5, 7, 9

2, 4, 6, 8

1652.50

1652.50

1642.50

1642.50

LC

"6

1653.00

1653.00

1653.00

1653.00

1654.00

1654.00

ROADWAYLC

LC ABUTMENTS AND BENTS

ROADWAYLC

ABUTMENTS AND BENTS

SECTION PROPERTIES.

SHEET PILE LAYOUT SHOWING ALL PERTINENT DIMENSIONS, DETAILS, AND

2. THE CONTRACTOR SHALL SUBMIT FOR APPROVAL A SHOP PLAN OF THE

MINIMUM ELASTIC SECTION MODULUS = 30.2 IN^3/FT

MINIMUM SECTION THICKNESS = 0.375 IN

MAXIMUM SECTION DEPTH = 13.0 IN

SECTION LENGTH = 15 FT

SHALL MEET OR EXCEED THE FOLLOWING MINIMUM SECTION PROPERTIES:

1. ALL STEEL SHEET PILING SHALL CONFORM TO ASTM A328/A328M STEEL AND

SHEET PILE NOTES:

13'-10"

13'-10"

6'-6" 4'-6" 6'-0"

6'-6" 4'-6" 6'-0"

6'-0" 4'-6" 6'-6"

6'-0" 4'-6" 6'-6"

13'-10"

13'-10"

3, 4, 6 - 8

2, 4, 8

1'-8"

LC SHEET PILE

1'-8"

LC SHEET PILE

LC

LC

WING

SHEET PILE

LC

LC

WING

SHEET PILE

LC

LC

WING

SHEET PILE

LC

LC

WING

SHEET PILE

1653.00

1642.50

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PLAN OF ABUTMENT NO. 1

0 2' 4'1'

WING WING

ABUTMENT NO. 1

GRADE BEAM NO. 1

LC ABUTMENT

34'-6"

14'-4" 20'-2"

2'-11"

7'-10"7'-10"7'-10" 7'-10"

34'-6"

JOINT MATERIAL, TYP.

1" PREFORMED EXPANSION

1'-1" 1'-8" 1'-3"1'-1"1'-8"1'-3"

LC

4"

4"

2" 1'-2" 2'-8"

2'-8" 1'-2" 2"

1'-7"1'-7"

1'-10"

T Y

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1'-10"

(SEE SHEET S-108 FOR TIE ROD DETAILS)

TURNBUCKLES AND 1" THREADED ROD

1" DIA. TIE ROD UPSET TO 1 1/4" WITH

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PLAN OF ABUTMENT NO. 2

0 2' 4'1'

N

2'-11"

LC ABUTMENT

LC

LC

LCLC SHEET PILESHEET PILELC

LC SHEET PILE

WING WING

ABUTMENT NO. 2

34'-6"

7'-10"7'-10"7'-10" 7'-10"

34'-6"

JOINT MATERIAL, TYP.

1" PREFORMED EXPANSION

1'-1" 1'-8" 1'-3"1'-1"1'-8"1'-3"

LC

4"

4"

2" 1'-2" 2'-8"

2'-8" 1'-2" 2"

1'-7"1'-7"

1'-10"

T Y

P

T Y

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1'-10"

GRADE BEAM NO. 2

(SEE SHEET S-108 FOR TIE ROD DETAILS)

TURNBUCKLES AND 1" THREADED ROD

1" DIA. TIE ROD UPSET TO 1 1/4" WITH

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ABUTMENT

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0 2' 4'1'

34-A501 (6 BETWEEN INTERIOR PILES, 2 OUTSIDE EXTERIOR PILE)

A601 @ 12" O.C. (EA. FACE)

34-A502 TO MATCH A501

2-A405 2-A405

2-A503

4-A802 PLACE TOAVOID BEARING PILES (BOTTOM)

4-A801 EQ. SP. (TOP)

A505

N

ABUTMENT NO. 1 ABUTMENT NO. 2

5-A401 (TOP & BOTTOM)

A401 (SIDES)

-A

T

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3-A405

2-A406

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2-A405

5-A401 (TOP & BOTTOM)

A401 (SIDES)

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C H A

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3-A405

2-A406

2-A406

A640 @ 12" O.C.

36 - A440 (8 BETWEEN BEARING PILES, 2 EACH END)

A740 (16 REQ'D, SEE GRADE BEAM SECTION)

THAN 50% OF BARS ARE LAPPED AT ANY LOCATION.

2. STAGGER SPLICES OF A802 SO THAT NO MORE

THAN 50% OF BARS ARE LAPPED AT ANY LOCATION.

1. STAGGER SPLICES OF A801 SO THAT NO MORE

LAP SPLICE NOTES:

2-A402 2-A402

PLAN OF ABUTMENT NO. 1

ABUTMENT NO. 2 SIMILAR

A801

(INCHES)

MINIMUM LAP SPLICE LENGTH

BAR

A802

A740

FOR BARS SHOWN ON THIS SHEET

OPTIONAL REINFORCING LAP SPLICES

A503

A505

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2'-11"'

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B

C

D

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F

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2 3 4 5 6 7 8 9 10

SHEET ID

A404

ABUTMENT

BRIDGE SLABAPPROACH SLAB

BEARING PILE

1'-9" 1'-0" 1'-3"

SHEET PILE

34'-6"

34 - A502 TO MATCH A501

A405A405

LC

2'-8" 1'-2" 2"

V A

R

IE

S

1'-1" 1'-3"

(T&B)

5 - A401

SECTION OF WING

1'-8"

GRADE BEAM

ABUTMENT

3'-3"4'-6"4'-11"

ELEVATION OF WING

ELEV. "B" ELEV. "A"

2" EXTRUDED POLYSTYRENE

1/8" HARDBOARD ON TOP OF

1"

1'-0"

A401

A403

A401

A402

SHEET PILE

2" EXTRUDED POLYSTYRENE

1/8" HARDBOARD ON TOP OF

4"

ELEV. 1655.75

ROADWAY

WESTEAST

ELEVATION OF ABUTMENT NO. 1

ELEV. 1955.46

ELEV. 1652.00

LC ROADWAY

LC ABUTMENT

ELEV. 1652.00

ELEV. 1655.35

M

IN

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A601 @ 12" O.C. (EA. FACE)

SHEET PILE

A505A601 A601

4'0 2' 8'

4'2' 8'0

A502

4-A801

4-A802 1

A503

A501

A503

1'-0"16'-0" APPROACH SLAB

PILE

SHEET

PILE, TYP.

BEARING

ELEV. 1652.00

(SPONGE RUBBERTYPE)

1" PREFORMEDJOINT FILLER

(SPONGE RUBBERTYPE)

1" PREFORMEDJOINT FILLER

1'-6" 1"

2'-9"12'-8"

ABUTMENT NO. 2 SIMILAR

12-A404 TO MATCH A403

4'0 2' 8'

NOTE 1

5-A401

3-A401

2-A402

4-A802

LC

LC

LC

ELEV. "A" AND ELEV. "B"

SLOPE UNIFORMLY BETWEEN

ELEV. 1652.00

BEARING PILE

TOP OF WING ELEVATIONS

ABUTMENT NO. 1

ABUTMENT NO. 1

ABUTMENT NO. 2

ABUTMENT NO. 2

WEST WING

EAST WING

WEST WING

EAST WING

ELEVATION "A" ELEVATION "B"

1655.25

1655.37

1655.25

1655.37

1655.14

1655.26

1655.14

1655.26

IN SHEET PILE AS NECESSARY TO ALLOW PLACEMENT OF A401

2. FIELD DRILL OR BURN 1" HOLES

1. A401 EXTEND 2'-0" INTO ABUTMENT CAP.

NOTES:

A406A406

A405

SECTION OF ABUTMENT

2'0 1' 4'

PILE, TYP.

BEARING

PIPE, TYP.

DRAIN

SEE ELEVATION OF WING FOR BARS THAT EXTEND INTO ABUTMENT

PLACE A501 EQUALLY SPACED WITH 3-INCHES CLEAR TO BEARING PILES

34 - A501 (6 BETWEEN INTERIOR PILES, 2 OUTSIDE EA. EXTERIOR PILE)

PLACE A403 & A404 EQUALLY SPACED WITH 3-INCHES CLEAR TO BEARING PILES

12-A403

2-A505

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O

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D E

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D B

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D A

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C O

N T

R A

C T N

O

C H

E C

K E

D B

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D R

A W

N B

Y

IS

S

U E D

A T

E

B

C

D

E

F

G

2 3 4 5 6 7 8 9 10

SHEET ID

OUT TO OUT

TIE ROD

AFTER WELDING

GRIND SMOOTH

UPSET

6"

3'-0"

6"

NOT TO SCALE

NOT TO SCALE

NOT TO SCALE

TIE ROD HOOK DETAIL

TIE ROD UPSET DETAIL

DETAIL FOR TURNBUCKLES

3'-0" 1'-0"

TURNBUCKLE

DESIGN SIZE UPSET SIZE

BE OF THE SIZE SHOWN FOR THE UPSET.

AS AN ALTERNATE, THE ENTIRE TIE ROD MAY

GRADE BEAM SECTION

2 - A740

6 - A740

34'-6"

ELEVATION OF GRADE BEAM

TYPICAL AT GRADE BEAMS NO. 1 AND NO. 2

1/4"

3'-0" 3'-0"

TIE ROD DETAIL

NOT TO SCALE

OUT TO OUT = 31'-4"

3'-9"3'-9"

2'-9"

ROADWAYLC LC GRADE BEAM

ELEV. 1655.27 ELEV. 1655.16

2'-11"'

EAST WEST

ELEV. 1652.66

BEARING PILE

A640 @ 12" O.C.

PAVING SECTION

1'-6"1'-6"

ASPHALT BASE SHEETS.

PLACE OF TWO SBS MODIFIED

OF THE GRADE BEAM AND

FINISH ON THE APPROACH HALF

STEEL TROWEL TO A SMOOTH

LC GRADE BEAM

1'-7"' 7'-10"' 7'-10"' 7'-10"' 7'-10"' 1'-7"'

A640 @ 12" O.C.

36 - A440 (8 BETWEEN BEARING PILES, 2 EACH END)

1655.56

ELEV.

A440

APPROACH SLAB

16-A740

4'0 2' 8'

2'0 1' 4'

ELEV. 1652.77

1653.06

ELEV.

2 - A740

M

IN

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M A

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"POLYSTYRENE

3"x6"

WITH SEALANT

JOINT MATERIAL

1" PREFORMED EXPANSION

PLACE A440 EQUALLY SPACED WITH 3-INCHES CLEAR TO BEARING PILES

1" DIA. TIE ROD

1 1/4" DIA. UPSET

1 1/4" DIA. ROD 1 1/4" DIA. ROD

1 1/4" DIA. UPSET

/4

10"

11 1/4"

16 3/8"

ELEV. VARIES

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SHEET ID

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WELD NUT TO ANGLE

L8"x8"x1/2" 3 1/2"

L8"x8"x1/2"

WELD NUTS ON INSIDE.

NOSE ANGLE TO FORMS.

BOLTS USED TO FASTEN

CENTERS FOR •1/2" DIA.

9/16" DIA. HOLES AT 4'-0"

1'-0" CENTERS

WELDED STUDS @

3/4" END

NOSE ARMOR ANGLE DETAILS

NOT TO SCALE

B E

N T

PLAN OF BENT

c l cl

6'4'2'0

1'-0" 17'-5" 11"

1'-0" 11"

SECTION OF BENT

SEE DETAILS ON THIS SHEET

(UPSTREAM SIDE ONLY)

NOSE ARMOR ANGLE

L8x8x1/2

1 1/212

1 1/2

EASTWEST

ELEV. 1655.00

ELEV. 1654.59 ELEV. 1654.71

ELEVATION OF BENT

ELEV. 1633.00

cl

20'-2" 14'-4"

1'-0" 20'-4" 14'-6" 11"

T

Y P

T

Y P

TYP

BEARING PILE,

2'-0"

ELEVATION

CUTOFF

H-PILE

ELEVATION

CUTOFF

H-PILE

GALVANIZE AFTER FABRICATION

ELEV. 1633.00

/2

2'-8 9/16"

6'4'2'0

ROADWAY

clBENT

4 SPACES @ 4'-6" = 18'-0" 4 SPACES @ 4'-6" = 18'-0"

2'-11"

2'-8 3/8"

/8

/8

M

IN

M A

X

6'4'2'0

42'-1 15/16 "

17'-5"

1'-0" 20'-1 9/16" 11"20'-1 3/8"

BENT

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ELEVATION OF BENT

PLAN OF BENT

6'4'2'0

6'4'2'0

SECTION OF BENT

SEE SHEET S-109

NOSE ARMOR ANGLE

2 - B505

2 - B505

B505

B T

O M

A T

C H B

B T

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A T

C H B

M A

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M

IN

185 - B401 PLACE AS SHOWN

B501

B501 @ 12" O.C., EA. FACE

B502 B401, TYP.

B505

B504 B504

B505

6'4'2'0

B

O .C E

A F

A C

E

24 - B506 TO MATCH B501 AS SHOWN BETWEEN BEARING PILES

35 - B501 @ 12" O.C., EA. FACE

B

O .C E

A F

A C

E

2 - B507

2 - B508

2 - B507

2 - B508

B502

(INCHES)

MINIMUM LAP SPLICE LENGTH

BAR

FOR BARS SHOWN ON THIS SHEET

OPTIONAL REINFORCING LAP SPLICES

B401, TYP.

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SHEET ID

ROADWAYcl

ROADWAYcl

ROADWAY CROSS SECTION AT BENTS

NOT TO SCALE

NOT TO SCALE

NOT TO SCALE NOT TO SCALE

DRIP BEAD DETAIL

ROADWAYcl

PARABOLIC CURVE

2'-0" 2'-0"

PROFILE GRADE

2% SLOPE

TOP OF FINISHED SLAB

/4

2% SLOPE

CROWN TEMPLATE

HALF CLEAR ROADWAY = 13'-0" HALF CLEAR ROADWAY = 13'-0" 1'-2" 2"1'-2"

S401 @ 12" O.C. 2% SLOPE TEMPLATE DETAIL

SEE CROWN

2% SLOPE

S501 @ 12" O.C. DRIP BEAD (TYP.)

ROADWAY CROSS SECTION NEAR MID-SPAN

HALF CLEAR ROADWAY = 13'-0"1'-2" HALF CLEAR ROADWAY = 13'-0" 1'-2" 2"

SEE CROWN TEMPLATE DETAIL

S401 @ 12" O.C.

2-S406

S701 @ 12" O.C.

1/2" DRIP BEAD 2"

S701 S701

FRONT FACE OF CLOSED BRIDGE RAIL

FRONT FACE OF CLOSED BRIDGE RAIL

6'-0"

34'-6"

WEST EAST

5'-0" CLEAR

6'-0"

34'-6"

2% SLOPE

FRONT FACE OF OPEN BRIDGE RAIL

cl

5'-0" CLEAR

6"

2% SLOPE

S404

S404 @ 24" O.C.

S801 @ 12".C.

S802 @ 12" O.C.

S501 @ 12" O.C.

S404

FRONT FACE OF OPEN BRIDGE RAIL

S405 (SPAN NO. 2)

S801 (SPANS NO. 1 & 3)

S902 @ 12" O.C. (SPANS NO. 1 & 3), S903 @ 12" O.C. (SPAN NO. 2)

S901 @ 12" O.C. (SPANS NO. 1 & 3), S904 @ 12" O.C. (SPAN NO. 2)

S905 (SPAN NO. 1 & 3)

S906 (SPAN NO. 2)

S905 (SPAN NO. 1 & 3)

S906 (SPAN NO. 2)

S405 (SPAN NO. 2)

S801 (SPANS NO. 1 & 3)

S801 (SPAN NO. 1 AND NO. 3) OR S405 (SPAN NO. 2)

cl 6"

BARS FOR CLOSED BRIDGE RAIL

SEE SHEET S-118 FOR EMBEDDED BARS FOR OPEN BRIDGE RAIL

SEE SHEET S-117 FOR EMBEDDED

FENCE TYPE)

(CHAIN LINK

PEDESTRIAN RAILING

FENCE TYPE)

(CHAIN LINK

PEDESTRIAN RAILING

1. SEE SHEETS S-112 & S-113 FOR SLAB REINFORCEMENT LAYOUT.

REINFORCING NOTES:

S907

2% SLOPE 2% SLOPE

S907

S402 TO MATCH BARS B501 IN BENT

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1'-0" 1'-3"

@ 12" O.C.

S701

S407 @ 12" O.C.

END OF FLOOR

S501

S501 @ 12" O.C. 1'-0"

S701 (TYP.)

EQUALLY SPACED EQUALLY SPACED

1'-0"7 - S501 7 - S501

SPAN NO. 1 OR NO. 3 = 30-0"

BENT NO. 1 OR NO. 2

HALF SPAN NO. 2 = 20'-0"

clBRIDGE

(SYMMETRIC ABOUT )cl cl cl clABUTMENT NO. 1 OR NO. 2

1'-0"

S401 @ 12" O.C.

SPAN NO. 1 OR 3 = 30'-0"

/4

/2

C L

S407 @ 12" O.C.

S501

1'-3"

/4

C L

1'-0"

6'-0"

7-S501 (TYP.)

S701

S406

6'-0"1'-0"1'-0"

S501 @ 12" O.C.

B501

45°

A602

2'-0"

BRIDGE

(SYMMETRIC ABOUT )cl

BENT NO. 1 OR NO. 2

HALF SPAN NO. 2 = 20'-0"

OPTIONAL CONSTRUCTION JOINT

10'-0"

OPTIONAL CONSTRUCTION JOINT

10'-0"

14'-0" (S802) 13'-0" (S802)

23'-6" LONG

S901

29'-0" LONG

S902

CENTER IN SPAN NO. 2

S904, 24'-0" LONG

LONG

27'-0"

S802

40'-6" LONG

S801

S404 (TYP.)

S

O .C

B O

T T

O M

S

O .C

B O

T T

O M

@ 3" O.C. (TYP.)

4-S905, 29'-0" LONG

@ 3" O.C. (TYP.)

4-S906, 36'-6" LONG

NOT TO SCALE

LONGITUDINAL SECTION

NOT TO SCALE

S510, 12'-7" LONG CENTER OVER BENTS

@ 24" O.C.

S404, 18'-0" LONG,

IN BENT

BARS B501

S402 MATCH

S501 AT 12" O.C.

CENTER IN SPAN NO. 2

7'-8" LONG

S405

BARS B501 IN BENT

S402 TO MATCH

SLAB REINFORCEMENT LAYOUT - BOTTOM MAT

@ 3" O.C. (TYP.)

4-S905, 29'-0" LONG

S701 (TYP.)

@ 3" O.C. (TYP.)

4-S906, 36'-6" LONGS404 (TYP.)

S

O .C

S

O .C

S406

OF SLAB

EAST EDGE

c l R

O A

D W

A Y

OF SLAB

WEST EDGE

CENTER IN SPAN NO. 2

S903, 36'-6" LONG

1'-0" S501 @ 12" O.C.

21'-3" (S801 & S907) 19'-3" (S801 S907)

S501

(INCHES)

MINIMUM LAP SPLICE LENGTH

BAR

FOR BARS SHOWN ON THIS SHEET

OPTIONAL REINFORCING LAP SPLICES

OF CLEAR COVER TO FLOOR DRAINS.

2. FIELD ADJUST REINFORCING TO PROVIDE A MINIMUM OF 1 1/2 INCHES

1. SEE SHEET S-111 FOR CROSS SECTION OF ROADWAY.

REINFORCING NOTES:

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cl clABUTMENT NO. 1 OR NO. 2

1'-0" S401 @ 12" O.C.

END OF FLOOR

SPAN NO. 1 OR NO. 3 = 30-0"

BENT NO. 1 OR NO. 2

HALF SPAN NO. 2 = 20'-0"

clBRIDGE

(SYMMETRIC ABOUT )cl

NOT TO SCALE

LONGITUDINAL SECTION

NOT TO SCALE

OF SLAB

EAST EDGE

c l R

O A

D W

A Y

OF SLAB

WEST EDGE

S

O .C

S

O .C

S

O .C

S

O .C

EACH FENCE POST

S408, TYP. AT

clFENCE POST, TYP.

SLAB REINFORCEMENT LAYOUT - TOP MAT

S907, 40'-6" LONG @ 3" O.C.

S907, 40'-6" LONG @ 3" O.C.

S907, 40'-6" LONG

cl cl clABUTMENT NO. 1 OR NO. 2

1'-0"

S401 @ 12" O.C.

SPAN NO. 1 OR 3 = 30'-0"

/4

/2

C L

S407 @ 12" O.C.

S501

1'-3"

/4

C L

1'-0"

6'-0"

7-S501 (TYP.)

S701

S406

6'-0"1'-0"1'-0"

S501 @ 12" O.C.

B501

45°

A602

2'-0"

BRIDGE

(SYMMETRIC ABOUT )cl

BENT NO. 1 OR NO. 2

HALF SPAN NO. 2 = 20'-0"

OPTIONAL CONSTRUCTION JOINT

10'-0"

OPTIONAL CONSTRUCTION JOINT

10'-0"

14'-0" (S802) 13'-0" (S802)

23'-6" LONG

S901

29'-0" LONG

S902

CENTER IN SPAN NO. 2

S904, 24'-0" LONG

LONG

27'-0"

S802

40'-6" LONG

S801S510, 12'-7" LONG CENTER OVER BENTS

@ 24" O.C.

S404, 18'-0" LONG,

CENTER IN SPAN NO. 2

7'-8" LONG

S405

BARS B501 IN BENT

S402 TO MATCH

CENTER IN SPAN NO. 2

S903, 36'-6" LONG

1'-0" S501 @ 12" O.C.

21'-3" (S801 & S907) 19'-3" (S801 S907)

S401

(INCHES)

MINIMUM LAP SPLICE LENGTH

BAR

FOR BARS SHOWN ON THIS SHEET

OPTIONAL REINFORCING LAP SPLICES

OF CLEAR COVER TO THE FLOOR DRAINS AND EMBEDDED FENCE POST ANCHORS.

3. FIELD ADJUST REINFORCING BARS TO MAINTAIN A MINIMUM OF 1 1/2 INCHES

2. SEE SHEET S-115 FOR FLOOR DRAIN DETAILS.

1. SEE SHEET S-111 FOR CROSS SECTION OF ROADWAY.

REINFORCING NOTES:

SEE SECTION A-A ON SHEET S-117

5-S409 @ 12" O.C. TYP. BOTH ENDS OF EAST EDGE OF SLAB ONLY

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E K

N E

B R

A S

K A

R A

N D

O L P

H

N E

T O

P M

A T

J U

L Y

W F

B

L

IC

IT

A T

IO

N N

O

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

A

M A

R K

S

IZ

E

S U

B M

IT

T E

D B

Y

D A

T E

C O

N T

R A

C T N

O

C H

E C

K E

D B

Y

D R

A W

N B

Y

IS

S

U E D

A T

E

B

C

D

E

F

G

2 3 4 5 6 7 8 9 10

SHEET ID

P N NP P

cl cl cl cl

NOT TO SCALE

POURING DIAGRAM

NOT TO SCALE

OPTIONAL CONSTRUCTION JOINT

1 1/2"

/4

/4

D /2

D

/2

M

IN

MAX.

ANY "P" SECTION.

STOPPING AT THE COMPLETION OF

PROCEEDING TO THE OTHER END,

STARTING AT EITHER END AND

THE ENTIRE SLAB SHALL BE POURED

P

N

=POSITIVE MOMENT SECTION

=NEGATIVE MOMENT SECTION

OPTIONAL CONSTRUCTION JOINTS (POUR IN DIRECTION OF ARROWS)

BENT NO. 1

ABUTMENT NO. 1

END OF FLOOR

SPAN NO. 1

10'-0" 10'-0"

SPAN NO. 2

10'-0" 10'-0"

SPAN NO. 3

BENT NO. 2

ABUTMENT NO. 2

POURING SEQUENCE:

FILL FLUSH WITH SURFACE

APPROVED SILICONE JOINT

SHALL BE DRY AT THE TIME OF SEALING.

COMPRESSED AIR SHALL BE FREE OF ANY CONTAMINANTS. THE JOINT

COMPRESSED AIR HAVING A MINIMUM PRESSURE OF 90 PSI. THE

MATERIAL. AFTER SANDBLASTING THE ENTIRE JOINT SHALL BE CLEANED WITH

WALL SURFACES SHALL BE SANDBLASTED TO REMOVE ANY DELETERIOUS

THE MANUFACTURER'S RECOMMENDATION. BEFORE SEALING THE JOINT

THE CONTRACTOR SHALL PREPARE AND SEAL THE JOINT ACCORDING TO

END OF FLOOR

3/16"

WILL BE .001' FOR EACH FOOT OF CLEAR SPAN OR FRACTION THEREOF.

2. WHEN THE FALSEWORK IS REMOVED, THE ANTICIPATED SLAB DEFLECTION

OF BRIDGE SLAB AND APPROACH SLABS.

1. SEE SPECIFICATION SECTION 03 40 00 "CONCRETE BRIDGE FLOORS" FOR TINING

SLAB NOTES:

3'-0"

GUTTER LINE

STRIKE LINES

1'-6" 1'-6"1'-6"1'-6"

Level

TYP.

TYP.

‚" END ~

3'-0"

1'-6"

1'-6"

1'-6"

M A

X

M

IN

1'-6"

1'-6"

M

IN

M A

X

SECTION A-A

SECTION B-B

NOT TO SCALE

A A

B

B

NOT TO SCALE

FLOOR DRAIN - PLAN

NOT TO SCALE

LC DRAIN

3 SPACES AT 10" O.C.

HSS8x8x1/4

1/4" END PLATE, TYP.

AND CUT OPENING FOR DOWNSPOUT

CUT AS SHOWN IN SECTION B-B

3'-0" LONG HSS8x8x1/4

HSS8x8x1/4

HSS8x8x1/4 DOWNSPOUT

LC DRAIN

OPENING FOR DOWNSPOUT

CUT AS SHOWN, AND CUT

3'-0" LONG HSS8X8X1/4

STUDS @ 10" O.C., TYP.

1/2"X 4" END WELDED

HSS8x8x1/4 DOWNSPOUT

/2

7. ALL FLOOR DRAINS SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A123/A123M.

AND AWS D1.1/D1.1M, TABLE 7.1, TYPE B.

6. HEADED, WELDED STUDS SHALL CONFORM TO ASTM A29/A29M, GRADES 1010 THROUGH 1020

5. STEEL PLATES FOR FLOOR DRAINS SHALL CONFORM TO ASTM A36.

4. HOLLOW STRUCTURAL STEEL (HSS) SHALL MEET THE REQUIREMENTS OF ASTM A500/A500M, GRADE B.

3. SET FLOOR DRAINS LEVEL.

2. FIELD BEND OR MOVE RAIL BARS AND SLAB BARS TO CLEAR FLOOR DRAINS A MINIMUM OF 1-INCH.

1. SEE SHEET S-101 FOR LOCATIONS OF FLOOR DRAINS.

FLOOR DRAIN NOTES:

2% SLOPE

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2 3 4 5 6 7 8 9 10

SHEET ID

BEARING PILE

NOT TO SCALE

BEARING PILE

SECTION OF GRANULAR BACKFILL

APPROACH SLAB NO. 1 APPROACH SLAB NO. 2BRIDGE FLOOR

A

A

B

LEGEND

WATER IS NOT ALLOWED.

COMPACTION EQUIPMENT SHALL NOT BE USED IN THESE AREAS. FLOODING THE GRANULAR BACKFILL WITH

MECHANICAL TAMPER, ROLLER, OR VIBRATORY COMPACTOR. THERE IS NO DENSITY REQUIREMENT. HEAVY

PLACED IN 8-INCH LAYERS AND COMPACTED BY A SINGLE PASS OF A WALK-BEHIND, LIGHTWEIGHT (APPROX, 100 LBS.)

THE GRANULAR BACKFILL IN THESE AREAS (BEHIND ABUTMENTS AND BENEATH APPROACH SLABS) SHALL BE

A

SHEET PILESHEET PILE

ELEV. 1652.00

NOTE 1 NOTE 1

3'-6" 3'-6"

RIPRAP

SPALLS

BEDDING

RIPRAP

SPALLS

BEDDING

NOTE 2 NOTE 2

PAVING SECTIONPAVING SECTION

BEARING PILE

GRADE BEAM

BEARING PILE

GRADE BEAM

B

SEE CIVIL SHEETS

AND BASE COURSES,

CONCRETE PAVEMENT

B

SEE CIVIL SHEETS

AND BASE COURSES,

CONCRETE PAVEMENT

ELEV. 1652.00

NOT TO SCALE

RIPRAP

GRANULAR BACKFILL NOT SHOWN

DRAINAGE DETAIL

DRAIN PIPE.

TO WRAP FILTER FABRIC AROUND

REMOVE THE MATTING AS REQUIRED

FOLD FILTER FABRIC OVER TOP OF MATTING.

REMOVE THE MATTING AS REQUIRED TO

PLACE FABRIC SIDE TOWARD BACKFILL.

CONTINUOUS BETWEEN ABUTMENT WINGS.

SUBSURFACE DRAINAGE MATTING

CENTERED OVER THE END OF PIPE

GALVANIZED WIRE MESH SCREEN

OF CONCRETE AND ADHERE A 1'-0" x 1'-0"

CUT PLASTIC PIPE FLUSH WITH FACE

TEE-CONNECTION TO THE 2" PIPE

WITH PLUGS AT EACH END. PROVIDE

CONTINUOUS BETWEEN ABUTMENT WINGS

4" PERFORATED PLASTIC UNDERDRAIN PIPE

(NEBRASKA) PAVEMENTS FOR SMALL PROJECTS

COMPACTED IN ACCORDANCE WITH THE SPECIFICATION SECTION 32 10 00.02

THE GRANULAR BACKFILL IN THESE AREAS (BENEATH PAVING SECTION) SHALL BE

POURING THE CONCRETE SLAB

ON TOP OF THE GRANULAR BACKFILL PRIOR TO

PLACE 3"x6" POLYSTYRENE RIGID INSULATION

POURING THE CONCRETE SLAB

GRANULAR BACKFILL PRIOR TO

INSULATION ON TOP OF THE

PLACE 3"x6" POLYSTYRENE RIGID

SHEET PILE FOR PIPE.

WITH A 4% SLOPE. FIELD CUT HOLES IN

PLACED MIDWAY BETWEEN BEARING PILES

2" NON-PERFORATED PLASTIC PIPE

BACKFILL MATERIALS.

GEOTEXTILE BONDED TO ONE SIDE. THE GEOTEXTILE SHALL ALLOW WATER TO PASS THROUGH WHILE RETAINING

10. SUBSURFACE DRAINAGE MATTING SHALL BE A GEOCOMPOSITE DRAIN COMPOSED OF A CORE WITH A NONWOVEN

TO AASHTO M 288.

9. FILTER FABRIC SHALL BE A WOVEN OR NONWOVEN GEOTEXTILE PERVIOUS SHEET OF POLYMERIC CONFORMING

23 GAGE MINIMUM, WITH 1/4 INCH X 1/4 INCH OPENINGS.

8. GALVANIZED WIRE MESH (HARDWARE CLOTH) SHALL BE FABRICATED OF DURABLE GALVANIZED STEEL WIRES, ASTM F794 OR ASTM F949. PERFORATIONS SHALL BE SLOTTED AS PER ASTM F949.

7. PERFORATED PLASTIC PIPE SHALL CONFORM TO AASHTO M 252, ASTM F667/F667M,

6. NON-PERFORATED PLASTIC PIPE SHALL CONFORM TO ASTM D1785 SCHEDULE 40.

YIELD STRENGTH BETWEEN 16 PSI AND 40 PSI AT 5% BY VOLUME COMPRESSION.

MINIMUM FLEXURAL STRENGTH OF 35 PSI AS DETERMINED BY ASTM C 203. IT SHALL ALSO HAVE A COMPRESSIVE

5. POLYSTYRENE RIGID INSULATION SHALL CONFORM TO ASTM C 578, TYPE V, VI, OR VII, SQUARE EDGED AND SHALL HAVE A

IN SPECIFICATION SECTION 32 10 00.02 (NEBRASKA) PAVEMENTS FOR SMALL PROJECTS.

4. GRANULAR BACKFILL SHALL COMPLY WITH THE REQUIREMENTS FOR AGGREGATE BASE COURSE

COMPRESSIVE STRENGTH.

UNTIL THE SUPERSTRUCTURE (BRIDGE SLAB) HAS BEEN PLACED AND CURED TO 70% OF SPECIFIED

THE LAND SIDE SHALL NOT PROCEED ABOVE THE ELEVATION OF BACKFILL ON THE RIVER SIDE

3. BACKFILLING SHALL BE DONE CONCURRENTLY ON ALL SIDES OF ABUTMENT. BACKFILLING ON

SLOPES AWAY FROM THE ABUTMENT.

MATERIAL IS PLACED BENEATH THE ABUTMENT CONCRETE, AND THAT TOP OF SOIL IN FRONT OF THE ABUTMENT

COMPACTED IN ACCORDANCE WITH SPECIFICATION SECTION 31 00 00 EARTHWORK. ENSURE THAT NO COARSE GRAINED

2. REMOVE ANY UNSUITABLE MATERIAL BENEATH BOTTOM OF ABUTMENT CONCRETE AND BACKFILL WITH CLAY

AND LIGHTLY COMPACTED AS SHOWN UNDER THE REMAINING APPROACH SLAB SECTION.

BOTTOM OF THE APPROACH SLAB; AND A MINIMUM DEPTH OF 1'-0" OF GRANULAR BACKFILL SHALL BE PLACED

BE BACKFILLED AND LIGHTLY COMPACTED WITH GRANULAR BACKFILL FROM THE BOTTOM OF THE VOID TO THE

FROM THE INSIDE ABUTMENT AND WINGWALL FACES. IF THIS OPTION IS ELECTED, THE 3'-6" WIDE VOID SHALL

THE CONTRACTOR MAY UTILIZE TEMPORARY SHORING TO ACHIEVE A MINIMUM OF 3'-6" OF CLEAR EXCAVATION

AT CONTRACTOR'S OPTION, IN LIEU OF EXCAVATING TO A SLOPE AS SHOWN TO CONSTRUCT THE ABUTMENT,

1. EXCAVATE TO A STABLE SLOPE IN ACCORDANCE WITH ALL APPLICABLE SAFETY REQUIREMENTS.

NOTES:

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2 3 4 5 6 7 8 9 10

SHEET ID

N

8'0 4' 16'

MIN.

JOINT SEALANT

3"

LC

3/16"

/2

/2

C L

N801

N502

N501 (TOP & BOTTOM)

A602

C L

PAVING SECTION = 20'-0"

/2

C L

C L

NOTE 3

N503 (TOP & BOTTOM)

JOINT MATERIAL, SEE CIVIL SHEETS

JOINT WITH 1-INCH EXPANSION

DOWELLED PAVEMENT

@12" O.C.

N640

N504

N601

SECTION A-A

NOT TO SCALE

LC LC

A

APPROACH SLAB = 16'-0"

NO. 1 OR NO. 2

GRADE BEAM

1'-6" 1'-6"

A

A A

NOTE 2

NOTE 2

PAVING SECTION NO. 1 = 20'-0"

APPROACH SLAB NO. 1 = 16'-0"

END OF FLOOR TO END OF FLOOR = 102'-0"

APPROACH SLAB NO. 2 = 16'-0" PAVING SECTION NO. 1 = 20'-0"

SEE CIVIL SHEETS

INTEGRAL CURB, TYP.

GRADE BEAM NO. 2

LONGITUDINAL SECTION - APPROACH SLAB NO. 1 AND NO. 2

LC

LC

N501 @ 8" O.C.. (BOTTOM)

N

O .C (T

O P

N501 @ 12" O.C. (TOP)

N501 @ 8" O.C.. (BOTTOM)

N

O .C (T

O P

N501 @ 12" O.C. (TOP)

GRADE BEAM NO. 1

N503 @ 12" O.C. (TOP & BOTTOM)

N

O .C (T

O P

N

O .C (B

O T

T O

M

N

O .C (B

O T

T O

M

N

O .C (B

O T

T O

M

N503 @ 12" O.C. (TOP & BOTTOM)

N

O .C (T

O P

N

O .C (B

O T

T O

M

TYP. 4 PLACES

TOP & BOTTOM,

N505 x 14'-0" LONG

NOT TO SCALE

SECTION B-B

N401 @ 12" O.C.

B

B

N401 @ 12" O.C.

B

B

C C

C C

CROSS SECTION ON SHEET S-111.

TEMPLATE SHOWN ON THE BRIDGE ROADWAY

SHALL MATCH THE SLOPES AND CROWN

THE APPROACH SLABS AND PAVING SECTIONS

ROADWAY

APPROACH SLAB ONLY

EAST EDGE OF

NOTE 4

POURED CONTINUOUS WITH BRIDGE DECK.

TO BE USED IF APPROACH SLAB IS

NOT TO SCALE

AT END OF FLOOR

ALTERNATE JOINT DETAIL

AND PAVING SECTIONS

PLAN OF APPROACH SLABS

END OF BRIDGE FLOOR

ANCHOR

DURING POUR.

STABILIZED PLATE

TOOL AND SEAL.

EDGE TO EDGE OF DECK,

PLATE EXTEND FROM

8 GA. GALVANIZED

GRADE BEAM NO. 1 OR NO. 2 END OF PAVING SECTION NO. 1 OR NO. 2DETAIL AT END OF FLOOR"

OR SEE "ALTERNATE JOINT

END OF BRIDGE FLOOR,

COLD JOINT AT

ON SHEET S-119

REINFORCING

SEE TRANSITION RAIL

/8

/8

LC

NO. 1 OR NO. 2

GRADE BEAM

1'-6" 1'-6"

APPROACH SLAB SEE CIVIL SHEETS

SIDEWALK SLAB-ON-GRADE,

NOT TO SCALE

SECTION C-C

@12" O.C.

N640

NOTE 3

NOTE 4

N501

(INCHES)

MINIMUM LAP SPLICE LENGTH

BAR

N503

FOR BARS SHOWN ON THIS SHEET

OPTIONAL REINFORCING LAP SPLICES

B

B

SIM.

SIM.

B

B

SIM.

SIM.

6'-0" @ SECTION B-B SIM.

2" @ SECTION B-B

B-B ONLY

N401 @ SECTION

SHEET S-111

DETAIL ON

SEE DRIP BEAD

4"

APPROACH SLAB ONLY

EAST EDGE OF

OF BRIDGE SLAB AND APPROACH SLABS.

5. SEE SPECIFICATION SECTION 03 40 00 "CONCRETE BRIDGE FLOORS" FOR TINING

INCLUDING AT INTERFACE OF THE INTEGRAL CURBS WITH THE TRANSITION RAILS.

EXPANSION JOINT WITH SEALANT SHALL EXTEND FROM EDGE TO EDGE OF APPROACH SLAB

4. PROVIDE 1-INCH PREFORMED EXPANSION JOINT FILLER WITH 1-INCH BY 3/4-INCH SEALANT.

SHOWN ON SHEET S-115 PRIOR TO POURING THE CONCRETE APPROACH SLAB.

OF THE GRADE BEAM. PLACE 3"x6" POLYSTYRENE ON TOP OF THE GRANULAR BACKFILL AS

3. PLACE TWO LAYERS OF S85 MODIFIED ASPHALT BASE SHEET ON THE APPROACH SLAB SIDE

OF RAIL REINFORCEMENT.

2. FRONT FACE OF CONCRETE RAILS. SEE SHEETS S-117, S-118 AND S-119 FOR PLACEMENT

ON THE APPROACH SECTION.

CURB ONTHE PAVING SECTION SHALL BE FLUSH WITH THE FRONT FACE OF THE TRANSITION RAIL

AND HORIZONTAL CURVES AT EDGES OF THE PAVING SECTIONS. THE FRONT FACE OF INTEGRAL

1. SEE CIVIL SHEETS FOR VERTICAL CURVES ON THE APPROACH SLABS AND PAVING SECTIONS

APPROACH SLAB NOTES:

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2 3 4 5 6 7 8 9 10

SHEET ID

LC

LC

LC

LC

B

B

D D opp.D D opp.

A

A

A

A

12-S692 (BF) & 12-S690 (FF) 2'-6"

4-S690 F.F.

4-S492 B.F.

3-S390

S391 @ 12" O.C.

4-S592

12-S692 (BF) & 12-S690 (FF)

8-S590

FRONT FACE OF RAIL

END OF FLOOR AT

5'-0" 1'-6"

POST

4-S592

POST

1'-6"

8-S590

FRONT FACE OF RAIL

END OF FLOOR AT

5'-0"

NOT TO SCALE

NOT TO SCALE

S391 at 12" O.C.

6'-6" 6'-6"

8-S590

3'-6"

2-S592

POST

TOP OF SLAB

S390

4-S492 B.F.

4-S690 F.F.

2'-6"12-S692 (BF) & 12-S690 (FF) 12-S692 (BF) & 12-S690 (FF)

8-S590

3'-6"

POST

SECTION A-A

NOT TO SCALE

2"

4 5/8"

TYP.

2" CL.

1'-2"

FRONT FACE OF RAIL

3/4" CHAMFER, TYP.

V A

R

IE

S

4'-6" 4'-6"

END OF FLOOR TO END OF FLOOR = 102'-0"

END OF FLOOR TO END OF FLOOR = 102'-0"

WITH 3/4" CHAMFERS

COLD JOINT

WITH 3/4" CHAMFERS

COLD JOINT

10 SPACES @ 8'-0" = 80'-0"'-0"4'-6" 4'-6"

C

C

NOT TO SCALE

NOT TO SCALE

NOT TO SCALE

SECTION B-B

SECTION D-D

FRONT FACE OF RAIL

TYP.

3/4" CHAMFER, TYP.

S592 TYP.

S391 AT 12" O.C.

S492

5"

2-S390

S690

V A

R

IE

S

" 2 "1

/2

/2

3-S390

2'-6"

4-S492 (BF)

4-S690 (FF)

3-S390

6"1'-6"6"

1'-6"

1'-2"

2" CL.

PLAN OF POST

NOT TO SCALE

SECTION C-C

FRONT FACE OF RAIL

TYP.

3/4" CHAMFER, TYP.

S592 TYP.

S391 AT 12" O.C.

V A

R

IE

S

" 2 "1

1'-2"

2" CL.

3 1/2"10 1/2"

PLAN OF OPEN BRIDGE RAIL

ELEVATION OF OPEN BRIDGE RAIL

S692 S690

-S

E

Q S

P A

ON APPROACH SLAB

16'-0" TRANSITION RAIL

ON APPROACH SLAB

16'-0" TRANSITION RAIL

ON APPROACH SLAB

16'-0" TRANSITION RAIL

ON APPROACH SLAB

16'-0" TRANSITION RAIL

S409

10 SPACES @ 8'-0" = 80'-0"

7. SEE SHEET S-120 FOR ADDITIONAL DETAILS.

6. STAGGER LAP SPLICES OF S592 AS SHOWN ON SHEET S-120

5. THE CONCRETE RAIL SHALLL BE BUILT PLUMB.

4. MEASURED AT FRONT FACE OF RAIL.

COLD JOINT MUST BE FORMED AT THE END OF FLOOR.

3. WHEN POURING CONCRETE RAILS, A MANDATORY CHAMFERED

TOP LAYER OF SLAB REINFORCEMENT.

2. CIRCLED BARS INDICATE PLACEMENT IN THE

(BF) = BACK FACE

1. (FF) = FRONT FACE

NOTES:

2" 10 1/2" 3 1/2"

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SHEET ID

SECTION A-A SECTION B-B

SECTION C-C

5'-0"

S594

4-S593

8-S591

11-S692 (BF) & 11-S690 (FF)

OF RAIL

FRONT FACE

S591

5'-0"

2-S593

2-S594

NOT TO SCALE

11-S692 (BF) & 11-S690 (FF)

NOT TO SCALE

S391 @ 24" CTRS.

11 1/2"

NOT TO SCALE

11 1/2"

/2

/2

NOT TO SCALE

FRONT FACE OF RAIL

1'-2"

TYP.

2" CL.

S692 S690

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S593

S391 @ 24" CTRS.

FRONT FACE OF RAIL

1'-2"

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S492 @ 12" CTRS.

10 1/2" 3 1/2"

S595 @ 12" CTRS.

S391 @ 24" CTRS.

PLAN OF CLOSED BRIDGE RAIL

WITH 3/4" CHAMFERS

COLD JOINT

5'-0"

8-S591

11-S692 (BF) & 11-S690 (FF)

S591

5'-0"

11-S692 (BF) & 11-S690 (FF)

11 1/2"

OPP.OPP.

* BRIDGE END OF FLOOR TO END OF FLOOR = 102'-0"

WITH 3/4" CHAMFERS

COLD JOINT

(TYP.)

2" CL.

NOT TO SCALE

S594

4-S593 & 1-S594

S492 @ 12" O.C. (BF) & S595 @ 12" O.C. (FF)

S492 @ 12" O.C. (BF) & S595 @ 12" O.C. (FF)

ON APPROACH SLAB

16'-0" TRANSITION RAIL

ON APPROACH SLAB

16'-0" TRANSITION RAIL

ON APPROACH SLAB

16'-0"…