state sheet total project of s.d. section e: structure...

INDEX OF SHEETS -

Section E: Structure Plans

Sheet E1 Layout Map and Index

Sheet E2

Sheet E3 to E20

Estimate of Structure Quantities

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

137’ - 0’’ Continuous Concrete Bridge

P 0040(22)65

BEGIN P 0040(22)65Station 11+50.00 END P 0040(22)65

Station 41+58.00

Battle

Creek

T 4 S

T 4 S

T 3 S

R 1

0 E

CU

ST

ER C

OU

NT

Y

TO H

ER

MO

SA

OG

LA

LA L

AK

OT

A C

OU

NT

Y

28

33

4

9

16

21

28

33

43

158 AVE

22151033

427

26

35

2 11

14

26

2

159 AVE

1

160 AVE

13

157 AVE

1213

625

259 S

T

159 AVE

CHEYENNE

RIV

ER

24

25

23

40

27 SHIRT

RED

T 3 S

N

Str. No. 17-577-099

137’ - 0’’ Continuous Concrete Bridge

Sta. 25 + 50.65 to 26 + 87.65

E1 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

P 0040(22)65 E2 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

1 18

HL-93

PCN 03TV

S. D. DEPT. OF TRANSPORTATION

OF

FOR

CUSTER COUNTY

PW BS MG

DESIGNED BY

BRIDGE ENGINEER

DRAFTED BYCK. DES. BY

03TVGA01CUST03TV

GENERAL DRAWING

32’ - 0’’ ROADWAY

OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016-X020-

N

The elevations shown in these plans are based on the National Geodetic

Survey (NGS) North American Vertical Datum of 1988 (NAVD88).

PLANS BY :

OFFICE OF BRIDGE DESIGN, SOUTH DAKOTA DEPARTMENT OF TRANSPORTATION

Q

dQ

dA

dV

100Q

HYDRAULIC DATA

Vmax

QF

OT

3569 cfs

7.6 fps

3569 cfs

13.7 fps

13900 cfs

657 sq. ft.

9443 cfs

project based on 25 year frequency.

QF = Designated peak discharge for the basin approaching proposed

Q100

= Computed discharge for the basin approaching proposed project

QOT

Qd

= Design discharge for the proposed bridge based on 25 year

frequency. El. 2813.4.

Vmax = Maximum computed outlet velocity for the proposed bridge,

= Overtopping discharge and frequency 190 year recurrence

interval. El. 2820.4. Location Sta. 31 + 43.

based on 100 year frequency. El. 2818.1.

based on 100 year frequency.CURB AND CENTERLINE ELEVATION

Elevations with a are Top of Finished Slab at Centerline Roadway.

37’ - 6’’

137’ - 0’’

30’ - 0’’ 30’ - 0’’37’ - 6’’

Pier No. 3 Abut. No. 5Pier No. 2Abut. No. 1 Pier No. 4

7’ - 6’’ 7’ - 6’’ 7’ - 6’’ 7’ - 6’’

El. 2

822.1

56

Elevations with a are Top of Finished Slab at Curbs.

El. 2

821.8

36

El. 2

822.1

40

El. 2

821.8

20

El. 2

822.1

19

El. 2

821.7

99

El. 2

822.0

92

El. 2

821.7

72

El. 2

822.0

66

El. 2

821.7

46

El. 2

822.0

43

El. 2

821.7

23

El. 2

822.0

20

El. 2

821.7

00

El. 2

821.9

87

El. 2

821.6

67

El. 2

821.9

53

El. 2

821.6

33

El. 2

821.9

31

El. 2

821.6

11

El. 2

821.9

07

El. 2

821.5

87

El. 2

821.8

75

El. 2

821.5

55

El. 2

821.8

41

El. 2

821.5

21

El. 2

821.8

22

El. 2

821.5

02

El. 2

821.8

04

El. 2

821.4

84

El. 2

821.7

80

El. 2

821.4

60

El. 2

821.7

51

El. 2

821.4

31

1’ - 0’’1’ - 0’’

LC LC LC LC LC

Camber for Dead Load plus Plastic Flow, shown on SUPERSTRUCTURE DETAILS sheet of the Bridge Plans, have been included in the Elevatons shown above.

INDEX OF BRIDGE SHEETS -

-X020-

Sheet No. 1 - General Drawing

Sheet No. 2 - Estimate of Structure Quantities & Notes

Sheet No. 3 - Notes (Continued)

Sheet No. 4 - Notes (Continued)

Sheet No. 7 - Bent Details

Sheet No. 8 - Superstructure Details

Sheet No. 12 - Details of Approach Slab Adjacent to Bridge

Sheet No. 13 - Approach Slab Joint Details

Sheet No. 14 - Riprap Details

Sheet No. 16 - Details of Standard Plate No.’s 430.50 and 460.02



Sheet No. 10 - Details of Bridge End Backfill (A)

Sheet No. 11 - Details of Bridge End Backfill (B)

Sheet No. 6 - Abutment Details

Sheet No. 9 - End Block & Barrier Curb Details

FL

OW

Battle Cre

ek

LC

Abut. No. 1

LC

Abut. No. 5

LC

Bent No. 2

LC

Bent No. 3

LC

Bent No. 4

1’ - 0’’ 1’ - 0’’30’ - 0’’ 37’ - 6’’ 37’ - 6’’ 30’ - 0’’

137’ - 0’’

Road

way & Bridge

LC

1’ - 4’’

1’ - 4’’

16’ - 0’’

16’ - 0’’

32’ - 0’’

Road

way

34’ - 8’’

Overall

’’ (T

yp.)

21

33’ - 10

Appro

ach Sla

b

Begin Bridge

Sta. 25 + 50.65

CL

Sta. 25 + 51.65

CL

Sta. 25 + 81.65

CL

Sta. 26 + 19.15

CL

Sta. 26 + 56.65

CL

Sta. 26 + 86.65

CL

Sta. 26 + 87.65

End Bridge

LC

Type B Drainaige Fabric (Typ.)

Controlled Density Fill (Typ.)

20’ - 0’’ (Typ.)

Sleeper Slab (Typ.)

Approach Slab (Typ.)

-1- -5-

-2- -3- -4-

Type B Drainaige Fabric (Typ.)

Berm Elev. 2817.34

Class C Riprap (Typ.)

Class F Riprap (Typ.)

Existing Groundline

2

1(Typ.) D.H.W. Elev. 2813.4 (25 Year)

H.W. Elev. 2818.1 (100 Year)


Berm Elev. 2816.93

Elev. 2772.56 Elev. 2772.44 Elev. 2772.33

P. T.

Sta. 25 + 00.00

P. I.

Sta. 25 + 50.65

Begin Bridge

26 + 87.65

End Bridge

P. I.

Sta. 34 + 94.00

P. C.

Sta. 30 + 94.00

Sta. 21 + 00.00

g = -0.2999%

18’’

Surfacin

g

Lat C Roadway

Top of Finished GradeElev. = 2823.51 (Finished)

Elev. = 2819.33 (Finished)

P. I. Sta. 21 + 00.00

V. C. = 800’

V. C. = 800’

P. I. Sta. 34 + 94.00

GRADELINE DATA

P 0040(22)65

Class C Riprap (Typ.) Class F Riprap (Typ.)

Sheet No. 5 - Subsurface Investigation, Piling, and Drilled Shaft Layout

Existing Bridge

42’ - 3’’ Deck Drain Spacing (Typ.)48 - 9’’ 44 - 0’’

PLAN

ELEVATION

Sheet No. 15 - As - Built Elevation Survey

137’ - 0’’ CONTINUOUS CONCRETE BRIDGE

’’219’ - 4 ’’2

19’ - 4 ’’219’ - 4 ’’2

19’ - 4 ’’219’ - 4 ’’2

19’ - 4 ’’219’ - 4 ’’2

19’ - 4 7’ - 6’’ 7’ - 6’’ 7’ - 6’’ 7’ - 6’’

CT. S. at L El. = Top of Slab at Centerline Elevation

NOTE:

T. S. at C. El. = Top of Slab at Curb Elevation

Excavation

Unclassifie

dExcavation

Structure

Elev. 2816.34 Elev. 2815.93

T. S. at C. El. 2821.84 T. S. at C. El. 2821.84

T. S. at C. El. 2821.84 T. S. at C. El. 2821.84 T. S. at C. El. 2821.75 T. S. at C. El. 2821.63

T. S. at C. El. 2821.52

T. S. at C. El. 2821.43 T. S. at C. El. 2821.43

T. S. at C. El. 2821.43T. S. at C. El. 2821.43

T. S. at C. El. 2821.52

T. S. at C. El. 2821.63T. S. at C. El. 2821.75

riprap to be buried.

intercepts. This may require a portion of the

existing conditions between the riprap

Restore the channel and channel banks to

T.S. at El. 2822.16

T.S. at El. 2822.16 T.S. at El. 2822.07 T.S. at El. 2821.84

T.S. at El. 2821.95

T.S. at El. 2821.75 T.S. at El. 2821.75

E3 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

2 18OF

BS PW

DESIGNED BY

BRIDGE ENGINEER


03TVGA02CUST03TV

FOR

STR. NO. 17-577-099

ESTIMATE OF STRUCTURE QUANTITIES AND NOTES

PW

MAY 2016

P 0040(22)65


E4 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

3 18OF

BS PW

DESIGNED BY

BRIDGE ENGINEER


03TVGA03CUST03TV

FOR

STR. NO. 17-577-099

PW

NOTES (CONTINUED)

MAY 2016

P 0040(22)65


E5 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

4 18OF

BS PW

DESIGNED BY

BRIDGE ENGINEER


03TVGA04CUST03TV

FOR

STR. NO. 17-577-099

PW

NOTES (CONTINUED)

MAY 2016

P 0040(22)65


E6 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

2800

24+00 25+00 26+00 27+00 28+00

2800

2810 2810

2790

2780

2770

2760

2750

2740

2730

2720

2790

2780

2770

2760

2750

2740

2730

2720

B1B3B4

B5

B5

B6

B6 B7

B8

B9

B2

11

42

77

26

60

60

81

30

68

67

72

68

69

2

58

59

43

92

50/6"

55/6"

85/10"

86/10"

2820 2820

050100150200250

Blows per Foot

3003500 50 100 150 200 250 300

Blows per Foot

350

Sample Zone 48 Blows Per Foot

is achieved, which is 50 blows within one 6 inch set.

"N" values. Blows over inches are listed if refusal

Penetration Test results are listed as uncorrected

(Pierre Shale)

Gray Silt-Clay

Gravel and Cobbles

with Sand

Brown Silt-Clay

with Sand

Brown Silt-Clay

Average In-Place Piling Lengths

Timber in Abutments

Steel 10x42 in Bents

5 18

HL-93


OF

FOR

CUSTER COUNTY

PW BS

DESIGNED BY

BRIDGE ENGINEER


03TVGA05CUST03TV


OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016

24+00 25+00 26+00 27+00 28+00

B1

B2

B3

B4

B7B8

B9

N

P 0040(22)65

Road

way & Bridge

LC

FL

OW

Battle Cre

ek

LC

Abut. No. 1

LC

Bent No. 2

LC

Bent No. 3

LC

Bent No. 4

LC

Abut. No. 5

PILING AND DRILLED SHAFT LAYOUT

16’ - 0’’

16’ - 0’’

4 S

paces @

8’ - 0’’

= 3

2’ - 0’’

32’ - 0’’ (T

yp.)

(Typ.)

20’ - 0’’

10’ - 0’’

3’ - 0’’ Ø Drilled Shaft (Typ.)

HP 10 x 42 Steel Pile (Typ.)

AND DRILLED SHAFT LAYOUT

SUBSURFACE INVESTIGATION, PILING,

Sta. 25 + 51.65

Sta. 25 + 81.65

Sta. 26 + 19.15

Sta. 26 + 56.65

Sta. 26 + 86.65

HK/MG


B1

B2

B3

B4

B5

LEGEND

Drive Test

Water

CavedZoneSample

Test

Penetration

available for review at the Central Office in Pierre.

additional results of laboratory test, if any, are

all of the boring logs for this project. These logs and

The Geotechnical Engineering Activity has on file

the soil.

and to measure the resistance to penetration of

inches to obtain 2 inch nominal diameter samples

conducted by dropping a 140 pound hammer 30

diameter hollow stem auger. Penetration tests are

inch85Penetration test holes are drilled with a 6

(DRY) 2764.2

Auger Test

B6

2801.4

2802.1

2801.7

2804.7

(DRY) 2802.0

as of OCTOBER 2015

MEASURED SKIN FRICTION

B2

B4

ELEV. PSF

2791.0 2651

2789.4 2235

is considered to be "Soft Rock".

one half inch thick. Nonweathered Pierre Shale

may be encountered but are normally less than

claystone or siltstone seams. Bentonite zones

may be present that are cemented resulting in

may be considered hard and dense. Thin zones

thin but occasionally are massive. These zones

may contain concretion zones that are normally

Color varies from buff gray to black. The formation

classification that varies from silt-clay to clay-silt.

Pierre Shale is a marine shale with a textural

penetration of the soil.

inch drill stem to measure the resistance to 872

dropping a 490 pound hammer 30 inches to drive a

continuous flight auger. Drive tests are conducted by

inch diameter 21All auger test holes are drilled with a 2

GROUNDWATER ELEVATIONS

B7

B8

B9

2803.9

2802.6

2802.7

E7 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

B

B

S1- Front Face

S0 - Back Face

L1 4 3’ - 6’’

Str. 9 1 S0

S1

S2

S3

T1

T2

T3

T4

T5

U1

U2

U3

U4

2

2

2

4

4

4

2

14

4

5

4

2

1 9

9

9

5

5

5

5

5

6

4

4

6

4

4

4

4

2’ - 10’’

4’ - 3’’

Str.

Str.

19B

Str.

Str.

Str.

Str.

18

S12A

T1

T1

T1

T1

17A

17T1

Type 19B

1

2

S3

3’ - 3’’

Type T1

4’ - 3’’

’’ 21 7

U5

U6

U7

U8

Horizontal Leg

Type 17

U4

U2

’’211’ - 7

10’’

U1

Type 18

’’211’ - 7

1’ - 7’’

4

3

Type S12A

’’ 4

1

7

U3

1’ - 1’’

1’ - 9’’ L1

Type 17ANOTES:

All dimensions are out to out of bars.

Bars to be Epoxy Coated.

Bend in field as necessary to fit.

Reinforcing Steel

Epoxy Coated Reinforcing Steel

Preboring Pile

Structure Excavation, Bridge

HP 10 x 42 Steel Test Pile, Furnish & Drive

Lb.

Lb.

Ft.

Ft.

Ft.

Cu. Yd.

Cu. Yd.

Mk. No. Size Length Type Bending Details

HP 10 x 42 Steel Bearing Pile, Furnish & Drive

ITEM UNITQUANTITY

Abutment No. 1 Abutment No. 5

ESTIMATED QUANTITIES

REINFORCING SCHEDULE

5’ - 5’’

4’ - 0’’

9’ - 6’’

6’ - 2’’

10’ - 2’’

13’ - 4’’

12’ - 4’’

11’ - 6’’

10’ - 6’’

34’ - 3’’

1’ - 7’’

2’ - 3’’

4’ - 3’’

5’ - 8’’

5’ - 2’’

4’ - 9’’

2

1 @ 45’ = 45’ 1 @ 45’ = 45’

4 @ 40’ = 160’4 @ 40’ = 160’

5 @ 10’ = 50’5 @ 10’ = 50’

11.7

1010

986

8.2

11.7

1010

986

8.2

2’ - 8’’

U5

U6

U7

U8

17Type 2

Class A45 Concrete, Bridge

Rdwy & Abutment

LC

Sym. Abt.

LC

Abut.12’’

12’’2’ - 0’’

16’ - 0’’16’ - 0’’

1’ - 4’’ 1’ - 4’’1’ - 2’’1’ - 2’’3’ - 0’’ 3’ - 0’’

43’ - 0’’ Overall

Front Face

Back Face Begin Bridge Sta. 25 + 50.65

End Bridge Sta. 26 + 87.65

U3 1 - S2, 5 - T1, & 1 - S1

U1, U2, & L14 - T2, 1 - S0, & 1 - T4

U2 & U4

U5 U6 U7

U8

S2T4

PLAN(Abut. No. 1 Shown, Abut. No. 5 Similar Opposite Hand)

’’16

73’ - 8

’’16

92’ - 3

1’ - 6’’

4’ - 6’’

6’ - 0’’

Rdwy & Abutment

LC

Sym. Abt.

A

A

’’16

94’ - 0

’’16

13

5’ - 9

(Typ.)

2’ - 0’’

Abut. No. 1 El. 2816.34

Abut. No. 5 El. 2815.93

3’’6’’

8’ - 0’’ 8’ - 0’’ 8’ - 0’’ 8’ - 0’’ 5’ - 6’’5’ - 6’’ HP 10 x 42

Steel Pile Spacing

8’’12’’ 12’’ 3 Spcs. @

11 = 2’ - 9’’

4’’

2 - S2

T4

U2

U1

U3

L1

T2 - Back Face

T1 - Front Face

2 - S3

2 - T5

2 - T3

T2 - Back Face

T3 - Front Face

S0 - Back Face

T3 - Front Face

U8

U7

U6

U5

Crown Slope 0.02 ft./ft.(Typ.) Roughen Concrete

Construction Joint

Level

ELEVATION

U1, U2, U3, & L1 ~ 15 Spaces @ 12’’ = 15’ - 0’’

INC

RE

ASIN

G S

TA

TIO

NS

Abut. N

o. 1

INC

RE

ASIN

G S

TA

TIO

NS

Abut. N

o. 5

C

C

T4 - Back Face

T1 - Front Face

U4

6’’

9’’

6’’

1’’

Cl.

’’ Cl.

81

4

(U1 b

ar)

Cl.

3’’

3’’ 9’’

4 E

qual Spaces

T4

Roughen Concrete

Construction Joint

T1

2’ - 0’’

T2

U2S1

Back Face

S2

Z1

U1

L1

Mechanical Splice

S0

Front Face

U3

NOTE:

Quantity for Z1 bars and Mechanical Splices are

listed on the SUPERSTRUCTURE DETAILS Sheet.

LC

Abut.

SEC. A - A

12’’

S2 T5

T4

T3

T1

Roughen Concrete

Construction Joint

U3

U4

T3

T2

S0S1

U2

Back FaceFront Face

12’’

LC

Abut.

SEC. B - B

HP 10 x 42 Steel Pile (Typ.)

HP 10 x 42 Steel PileHP 10 x 42 Steel Pile

12’’

LC

Abut.

S3

T2

S0

Back Face

T3

T5

Front Face

SEC. C - C

U5

HP 10 x 42 Steel Pile

6 18

HL-93


OF

FOR

CUSTER COUNTY

PW BS MG

DESIGNED BY

BRIDGE ENGINEER


03TVGA06CUST03TV


OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016

ABUTMENT DETAILS

P 0040(22)65

32

42’ - 8’’

34’ - 4’’

34’ - 4’’

37’ - 5’’

42’ - 8’’

34’ - 4’’

(For One Abutment)


32’ - 0’’ Roadway

T3

32

38

38

’’4

11’ - 9

E8 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

Bent No. 2 Elev. 2806.12



7 18

HL-93


OF

FOR

CUSTER COUNTY

PW BS MG

DESIGNED BY

BRIDGE ENGINEER


03TVGA07CUST03TV


OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016

BENT DETAILS

P 0040(22)65

9 1

Str. 9 F1

F2 9 Str.

19B 4 F3

F4 2 4 Str.

Str. 6 4 F5

G1

4

G3 4

4 G4



F3

12

Type 1

Type S3

H1Type T1

Exact

Exact

Type 19B

Type 1A

Spiral

2’- 6’’


Bars to be Epoxy Coated.

extra turns at each end.21Spirals - Use 6’’ pitch and 1

turns for lap at splice as required, or weld21Use 1

as approved by the Office of Bridge Design. Use 3

vertical spacer bars per column. Spirals may be smooth

bars. Bar length shown does not include Splices.

8

2

6

16

(For One Bent)

4

4

46

H1

J1

40 10

4

8

2

G2

Spiral

1A

36’ - 10’’A4

J1

23’ - 0’’

33’ - 8’’

A434’ - 4’’

3’ - 4’’

G1

G2

G3

G4

G3 & G4

S3

S3

T1

T1

K1

K2

34

34

Str.

Str.

5

5

20’ - 0’’

18’ - 7’’

56’ - 8’’

739’ - 1’’

channels, for approval.

details to the Office of Bridge Design, thru the proper

the location of the lap splice and submit reinforcing

degree Std. Hook. The Contractor shall determine

required including one 6’ - 6’’ lap splice and one 180

The length shown for the H1 Bars is the total length

55’ - 3’’

Reinforcing Steel

ITEM UNIT

Lb.

QUANTITY


Class A45 Concrete, Drilled Shaft

Cu. Yd.

38’’ Permanent Casing Ft.

Bent No. 2 Bent No. 3

Class A45 Concrete, Bridge Cu. Yd.

Bent No. 4

24.1

18.1

1619

25.7

16.5

1619

24.2

18.0

1619

18.0

26

Drilled Shaft Excavation

22 20

Epoxy Reinforcing Steel

Cu. Yd. 38.2 8.3 37.2Structure Excavation, Bridge

Cu. Yd.

Lb.

16.318.3

’’ lbs. per lin. ft. regardless of type furnished.43computed at

3’ - 0’’ Ø Equals 0.262 Cu.Yd./Ft. and 3’ - 2’’ Ø Equals 0.292 Cu.Yd./Ft.

LC

Bent

1’ - 8’’

1’ - 8’’

3’ - 4’’

17’ - 0’’ 17’ - 0’’

34’ - 0’’

TOP STEEL BOTTOM STEEL

17’ - 0’’

8’ - 6’’

33’ - 8’’

12’ - 7’’

1652

2’ - 11’’

G1 & G2

’’2

12’ - 11

’’2

12’ - 0

G3

G3

G2

G4

G4 G1A4 G2

G4

G4

G3

G3

F2 F3

12’’

12’’

Class A

45 C

oncrete Drill S

haft

6’’

K2 ~ 8 Spaces @ 12’’ = 8’ - 0’’

Bottom of Casing (Typ.)







17’ - 0’’

10’ - 0’’

8’ - 6’’

3’ - 2’’

K1 ~ 1

6 S

paces @ 1

2’’

= 1

6’ - 0’’

6’’

6’’

17’ - 0’’




(Top of Casing for Payment)

ELEVATION




LC

Column

Constr. Joint (Typ.)

Roughen Concrete

3’’

6’’ (Min.)

2’ - 9’’

Projection

’’2

11’ - 8

Proj.

4’’ 5’ - 2’’ 1’ - 10’’

4’’ 3’ - 0’’

LC

Column

’’16

12’ - 1

3’’ C

C

Rdwy & Bent

LC

Sym. Abt.

16’ - 0’’ 16’ - 0’’

32’ - 0’’ Roadway1’ - 4’’ 1’ - 4’’

34’ - 8’’ Overall

A

A

B

B

2 - F1 & 6 - F2

2 - F4

G1

G1

4 - F5

8 - A4

D D

G1 Bars 6 Spaces @

12’’ = 6’ - 0’’

6’’ = 2’ - 6’’

K1

K2

F F

2’’4’’

@ 12’’ = 5’ - 0’’

G bars ~ 5 Spaces

G3

G4G2

G2

4 - F3

J1

H1

3’’

Cl.

until Superstructure shoring is removed.

F2 bars are to be placed symmetrically between

columns.

NOTE:Substructure shoring shall remain in place

Constr. Jt. (Typ.)

Level

Bottom of Drilled Shaft (Typ.)

SEC. A - A

5 Spaces @

LCNormal to Roadway

Crown Slope 0.02 ft. / ft.

SEC. B - B

SEC. C - C

SEC. D - DSEC. F - F

To G b

ars

’’ Cl.

41

3

7 Equal Spaces

7 Equal Spaces

F1

F2 F2

F1

A4

(Typ.)

2’’

Cl.

3’’

Varies

F4

F5

G1G1

F4

F5

K1K1

K2K2

7 Equal Spaces

A4

3’ - 4’’

To G b

ars

’’ Cl.

41

3

(Typ.)

2’’

Cl.

3’’

Varies

3 Equal Spaces

3’ - 4’’

F3F3

F4F4

F5F5

G2

G2

Roughen Concrete

Constr. Joint

Roughen Concrete

Constr. Joint

K2

K2

2’’

Cl.

2’’

Cl.

K1

K1

H1

LC

Bent

3’ - 0’’

3’’ Cl.

J1

NOTE -

The A4 bars may be difficult to place aftercolumns and cap have been poured. The

bar hooks will need to be tilted to fit in the

space provided.

H1

38’’

Casin

g

4’’ Cl.

J1

(3 Req’d)

CSL access tubes(3 Req’d)

CSL access tubes

Includes Spacer Bars: 70 lbs. per Bent. Each spacer bar is

12975 12975 12975

Top of Casing (Typ.)


10’ - 5’’

’’4

115

1’ - 10’’

3’ - 0’’

3’ - 0’’

7’ - 10’’

9’ - 10’’

Drilled S

haft E

xcavation a

nd/or Structure E

xcavation

’’4

115

’’4

115

Sla

b

1 - F1, 1 - F4, & 1 - F5

1 - F1, 1 - F4, & 1 - F5

1 - F3 & 1 - F5

G1

Rdwy & Bent

LC

Sym. Abt.G2 G2

E E

38’’

Casin

g

LC

Bent

(3 Req’d)

CSL access tubes

4’’ Cl.

H1

2’’

Cl.

K1

K2

2’’

Cl.

K2

K1

12’’

12’’

SEC. E - E

webwall installation.

A portion of the casing will be removed for

46’ - 0’’ (O

verall H

eig

ht) Groundline (Typ.)

5

E9 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

Camber is calculated for dead load deflection plus plastic flow and shall be

added to the proposed grade elevations at the respective stations to establish

the elevations of the top of the finished roadway slab.

CAMBER DIAGRAM

12’’

DETAIL ’’X’’

B bars

B barC1

A1

B bars

A3

2’’ Cl. Cover

NOTE: All barrier curb details shown

on END BLOCK & BARRIER CURB

DETAILS sheet.

3’’

6’’ (Perpendicular to Abut.)CL

9’’

3’’ 3’’

Z1

DETAIL ’’D’’

Mechanical Rebar Splice

TO BRIDGE sheet for location of Z1 bars.

See DETAILS OF APPROACH SLAB ADJACENT

6’’ Cl. C

over

0.0

00’

LC

Bent No. 2 or 4

0.0

00’

LC

Abut. No. 1 or 5

0.0

00’

Bridge & Bent No. 3

LC

Sym. Abt.

1’’

1’’

2’’

DETAIL ’’E’’

Point of Span41

(End Span) (Interior Span)

LC

Bent

8 18

HL-93


OF

FOR

CUSTER COUNTY

PW BS MG

DESIGNED BY

BRIDGE ENGINEER


03TVGA08CUST03TV


OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016

SUPERSTRUCTURE DETAILS

P 0040(22)65

Epoxy Coated Reinforcing Steel

Class A45 Concrete, Bridge Deck Cu. Yd.

Lb.


ITEM UNIT QUANTITY

NOTES-


C2

12

B4

Type 1A

Type T1

C12

C13

Type 17

B20

Type 19B

12

C13

C12

B18

12

3

A3

All reinforcing steel shall be epoxy coated.

A1 Str.

A2 Str.

A3

B1 Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

5 Str.12

Str.

4 8’ - 6’’ 19B8

8 4’ - 3’’12

5 2’ - 4’’ Str.12

17A

Str.

T1AC1

S11

54

54

5

5

5

5

5

T1A

5 7’ - 1’’16

5 5’ - 4’’4

Str.

1A

B2

B3

B4

B5

B6

B7

B8

B9

B10

B11

B12

B13

B15

B16

B17

B18

B19

B20

B21

1A

19B

C2

C3

C4

C5

C6

C7

C8

C9

C10

C11

C12

C13

4

4

4

4

4

6’ - 8’’

6’ - 9’’

7’ - 0’’

T1

T1

T1

T1

T1

Z1

1’ - 1’’

Bend in field as necessary to fit.

’’217

’’217

B18

B17

C11

C6

C7

C8

C9

9’’

’’218

8’’

7’’

’’216

2’ - 4’’

3’ - 0’’

1’ - 0’’

2’ - 4’’

A4


5’ - 0’’

5’ - 0’’

5’ - 0’’

S11

S11

S11

C3 ’’214

5’’C4

6’’C5

17

17

Type 17A

Type S11

Type S11

1611

411

’’ R.853


5

5

12 4

12 6

6 4

20 5

36 5

34 9

34 9

32 8

32 8

64 9

64 9

20 5

64 9

51 9

48 9

96 10

74 4

4

5

16 6

86 7

4 5

6’’

9’’

C1

Type T1A

1’ - 0"

6"

7’’

9’’

C10

Type T1A

1’ - 0"

3"

B17

2’ - 0’’

’’2

12’ - 4

Deck Drain (Slab Bridge) Each 4

86

6’ - 11’’

15’ - 0’’

(See Bent Details)

’’2

12’ - 4

232 34’ - 4’’

158 34’ - 4’’

8’ - 2’’

44’ - 3’’

12’ - 6’’

16’ - 9’’

14’ - 9’’

30’ - 9’’

30’ - 3’’

37’ - 6’’

8’ - 9’’

15’ - 9’’

23’ - 6’’

22’ - 9’’

39’ - 8’’

37’ - 6’’

45’ - 4’’

4’ - 0’’

46’ - 2’’

256 6’ - 4’’

228 5’ - 1’’

5’ - 11’’

6’ - 4’’

symmetrically about center

of interior spans.

Note: Place B9 and B11 bars

See Detail ’’E’’ B

B

C

C

A

A

End of B4,

S2

See Abut. Details

See DETAIL ’’D’’

3’ - 0’’ 7’ - 6’’ Transition

9’’

(Top)

12’’

1’- 6’’

B4

B8B10

B3 B2

B6B7

B11 B9

B1

B3

B2

Emergency Constr. Jt.LC

Bent No. 2 or 4

LC

No. 1 or 5

Abut.

B6, B8, & B10

1’ - 6’’

Bridge & Bent No. 3

LC

Sym. Abt.

6’ - 3’’

’’218’ - 4

’’2122’ - 1

6’ - 3’’

’’218’ - 4

’’2122’ - 1

’’216 ’’2

16

1’ - 5’’1’ - 5’’

’’216 ’’2

16

1’ - 5’’

6’ - 9’’ Min. Lap

A3 @ 13’’ = 17’ - 4’’ (Top)

A2 @ 13’’ = 18’ - 5’’ (Top)

’’ = 27’ - 1’’ (Bottom)21A1 @ 6

= 4’ - 4’’ (Top)

’’21A2 @ 6

= 4’ - 4’’ (Top)

’’21A2 @ 6

30’ - 0’’ 37’ - 6’’

137’ - 0’’ Overall

’’ = 6’ - 6’’21A2 @ 6 A2 @ 13’’ = 21’ - 8’’ (Top) ’’ = 6’ - 6’’2

1A2 @ 6

(Top)

A3 @ 13’’ = 20’ - 7’’ (Top)

’’ = 34’ - 8’’ (Bottom)21A1 @ 6

5’ - 3’’ Min. Lap

HALF LONGITUDINAL SECTIONAL VIEW

Optional Construction Joint

12’’

6’’

Construction Joint

C1

C1

12’’

6’’

1’’ Cl. Cover

7’’7’’

12’’

6’’

C1

C1

12’’

6’’

6’’

12’’

C1

6’’

12’’

C1

B5

2’’

B5

3’’

10’’

B13

B13

B13

B13

A2

A3

A1

A3

A2A1

A3A3

A2A1

7’’7’’

2’’

’’ Cl. Cover212

Level across curb.

Rustication not Optional

Rustication not Optional

2’ - 8’’

SEC. A - A

SEC. B - B

SEC. C - C

See DETAIL ’’X’’

4 - B13

4 - B134 - B13

4 - B13

4 - B5 4 - B5

1’ - 7’’

(Typ.)

Crown Slope 0.02’ in 12’’ (Typ.)

32’ - 0’’ Roadway

16’ - 0’’ 16’ - 0’’

B4 @ 12’’ = 31’ - 0’’

B8 @ 24’’ = 30’ - 0’’

B6 @ 12’’ = 31’ - 0’’

B10 @ 24’’ = 32’ - 0’’

B9 @ 24’’ = 30’ - 0’’

B7 @ 12’’ = 31’ - 0’’

B11 @ 24’’ = 32’ - 0’’

B3 @ 24’’ = 32’ - 0’’

B1 @ 12’’ = 31’ - 0’’

B2 @ 24’’ = 30’ - 0’’

B7 @ 12’’ = 31’ - 0’’

7’ - 6’’ ’’219’ - 4

4’’

6’’

30’ - 0’’

7’ - 6’’ 7’ - 6’’ 7’ - 6’’ 7’ - 6’’ ’’219’ - 4 ’’2

19’ - 4 ’’219’ - 4 ’’2

19’ - 4

37’ - 6’’

68’ - 6’’

0.0

07’

0.0

08’

0.0

04’

0.0

06’

0.0

11’

0.0

06’

Concrete Penetrating Sealer Sq. Yd.

No. 7 Rebar Splice Each

68635

487

13’ - 5’’

7’ - 8’’


252.4

’’4

31’ - 1

’’4

31’ - 10

2’ - 10’’

’’4

31’ - 8 ’’

43

1’ - 1

’’ Slab4115

’’ Slab4115

’’ Slab4115

1’ - 8’’ 1’ - 8’’

B1

B1 @ 12’’ = 31’ - 0’’

1’ - 8’’

E10 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

ELEVATION

PLAN

VIEW A- A VIEW B - B SEC. C - CSEC. D - D SEC. E - E SEC. F - F SEC. G - G

RECESS DETAIL

ISOMETRIC

VIEWPART PLAN

’’215

4’’

Place as shown in SUPERSTRUCTURE DETAILS.

Sides may be beveled slightlyto facilitate form removal.

’’214

B15

8 1

2’’

’’ 2

17

’’ 2

14

4’’

41

8’’

Begin or

End Bridge

L

’’217

2’ - 8’’

11’’

11’’

See Std. P No. 630. 92

4 3

8’’

3’’

Construction Joint,

Make level across Curb

Optional Constr. Joint

See RECESS DETAIL

’’ 8

34

3’’

8’’

1’ - 9’’

B21

B20

B5

B18

B19

B5

B5

C12

B21

B15

B5

C13

B18

B5 B21

B15

B18

C10

B16

B5

B21

C1

C6

B15

C11

B5 B5

1’ - 1’’

4’’

4’’

2’’

2’’

Cl.

B12

4’’

4’’

’’ Cl.21

1 1’’ Cl.

C2

2’’ Cl.

2’’ Cl.C1

B21

B17

B19 C13

C12

3-B15

C9 C8 C7 C6 C5 C4 C3

C2B21

B20

3-B18 C10

12’ - 0’’

B16 B5 2-B5 C1

7’’

2’’

7’’

1’ - 4’’

2-B20

2-B19

B19

C13

3’’

C11

2-B17

3-B12

C12 C10 B5 4-B5 B162- B21

C1

C2

B12B15

C3

C4C5B17C7C8C9

C6

C11B18

B20

6’’

C D E

F

G

NOTE:C D E

F

Min. Lap = 2’ - 6’’

3 Spaces @ 12’’ = 3’ - 0’’3 Spaces

@ 5’’ =

B

A

B

A

7 Spaces @ 12’’ = 7’ - 0’’

B16B16

B5

B5

’’211

’’ 2

11’ - 4

2’ - 8’’

1’ - 9’’

4’ - 6’’

1’ - 6’’ 3’ - 0’’

1’ - 4’’

1’ - 6’’

2’ - 4’’

3’ - 0’’

4’ - 6’’

1’ - 4’’

1’ - 0’’

12’’

Min. Lap = 3’ - 0’’

G

(C1 & C2 bars) 111 Spaces @ 12’’ = 111’ - 0’’

For listing of re-bars see SUPERSTRUCTURE DETAILS sheet.

1’ - 6’’ 3’ - 0’’ 7’ - 6’’

1’ - 3’’

Min. Lap = 1’ - 0’’

DRAIN AND BARRIER DETAILS

1’ - 4’’

7’’

2’’

1’ - 7’’

2’ - 8’’

10’’

’’2

1

’’21

1’’

1’’

2’’

1’’

1’ - 0’’

drain from 12’’ away on 3 sides.

See Deck Drain Detail

Construction Joint

Level across curb

Drip Groove

Continuous

Rustication

(not optional)

Optional

Constr. Jt.

3’’

1’’’’2

1

7’’

’’ to top of21Slope Slab

DECK DRAIN DETAIL

2’’

1’’

( See General Drawing for spacing of Deck Drains

and Notes Continued Sheet for deck drain notes. )

4’’ PVC Pipe

’’ PVC Pipe214

9 18

HL-93


OF

FOR

CUSTER COUNTY

MG MG

DESIGNED BY

BRIDGE ENGINEER


03TVGA09CUST03TV


OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016

PW/BS

END BLOCK, BARRIER CURB, AND DECK DRAIN DETAILS

P 0040(22)65


’’4

315

’’4

115

E11 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

SPILL CONE DETAIL AT EMBANKMENT

Granular Bridge End Backfill

Type B Drainage Fabric

Porous Backfill

6 Mil Polyethylene Sheeting

Non-pervious Backfill Material.

Backfill to be compacted to the

satisfaction of the Engineer. 1’ - 6’’

Vertical Composite Drain

Abutment Backwall

SEC. E - E

Top of Berm


1’ - 0’’1’ - 0’’


Porous Backfill




satisfaction of the Engineer.


Abutment Backwall


Bridge End Embankment

1’ - 0’’

1’ - 0’’

1’ - 0’’

Top of Berm

3’ - 0’’

1’ - 6’’



Porous Backfill

4’’ Underdrain Pipe

Cu. Yd.

Cu. Yd.

Ft.

Ton

1.

2.

3.

4.

5.

6.

Items 5 and 6 are approximate quantities contained in the Granular Bridge

End Backfill and are for information only.

Shrinkage Factor of 1.25 Used.

Items 1 thru 4 are approximate quantities contained in the 4’’ Underdrain

Pipe and are for information only.

42

40

ft. 4’’ dia. Corrugated Polyethylene Drainage Tubing.

ft. 4’’ dia. Std. Black Steel Pipe with Rodent Screens.

sq. ft. Vertical Composite Drain

sq. ft. 6 mil Polyethylene Sheeting, not including laps.

sq. yd. Type B Drainage Fabric.

For estimating purposes only, a factor of 1.89 tons/cu. yd. was used to

convert cu. yds. to tons.


ITEM UNIT QUANTITY

(For Two Abutments)

2

1

10’ - 0’’ 22’ - 0’’’’ (Begin Bridge)216’ - 10

’’ (End Bridge)835’ - 7

on Approach Slab

Top of Finished Roadway

Double Thickness of 6 Mil Polyethylene Sheeting

End Backfill

Granular Bridge

3’ - 0’’


9’’

6’’

End of Approach Slab

Sleeper Slab

See Detail ’’X’’

Porous Backfill




Controlled Density Fill

(at Roadway)LC

SEC. A - A

’’ per Foot Pipe Slope.81

LC12’’ at of Roadway, Bottom of Trench

8’’ - 12’’

12’’

12’’ 12’’2

(Typ.)1

Porous Backfill

End Embankment

Limits of Bridge

6’’


10 18

HL-93


OF

FOR

CUSTER COUNTY

MG MG

DESIGNED BY

BRIDGE ENGINEER


03TVGA10CUST03TV


OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016

DETAILS OF BRIDGE END BACKFILL (A)

PW/BS

P 0040(22)65

18’’

Surfacin

g


Cu. Yd.

4

Approach Slab Underdrain Excavation

Precast Concrete Headwall for Drain

4.0

Each

244

28.4

453

52.9

162

270

2905

225

Quantity based on a 12’’ wide trench.

Top of Berm

Polyethylene Drainage Tubing.

4’’ Dia. Slotted Corrugated


ft. 4’’ dia. Slotted Corrugated Polyethylene Drainage Tubing.

11’ - 3 1

2’’

4 : 1

Slo

pe = 0.0

2 ft. / ft.

29’ - 6’’

Rd

wy

LC4 : 1

Slo

pe = 0.0

2 ft. / ft.

29’ - 6’’

81’ - 7’’

B

LC

Abut. No. 1

B

Rodent Screen (Typ.)

Surface of Berm Slope (Typ.)

Protude 6’’ Beyond

End of Pipe Shall

A

Bridge End Backfill

Limits of Granular

Subgrade Shoulder

Finished Shoulder

C

D

C

D

Subgrade Shoulder

Finished Shoulder

Precast Concrete Headwall for Drain (Typ.)

(See Standard Plate No. 430.50 for details.)

Limits of Bridge End Embankment

Polyeth

yle

ne Drainage T

ubin

g

5’ - 6’’ ~ 4’’

Dia.

Corrugate

d

36’ - 0’ ~ 4’’

Dia. Slotted C

orrugate

d P

olyeth

yle

ne Drainage T

ubin

gStd.

Black Pipe

5’ - 0’’ ~ 4’’

Dia.

Std.

Black Pipe

5’ - 0’’ ~ 4’’

Dia.

Polyeth

yle

ne Drainage T

ubin

g

5’ - 6’’ ~ 4’’

Dia.

Corrugate

d

’’ per ft.

81

Slo

pe Drain

’’ per ft.

81

Slo

pe Drain E

44’ - 6’’ ~ 4’’

Dia. Slotted C

orrugate

d P

olyeth

yle

ne Drainage T

ubin

g

E

Limits of Bridge End Embankment (Bridge End Backfill shown adjacent to Abut. No. 1

Abut. No. 5 similar opposite hand except as shown.)

PLAN

Steel Black Pipe (Typ.)

5’ - 0’ ~ 4’’ Dia Std.

Drainage Tubing (Typ.)

Corrugated Polyethylene

5’ - 0’’ ~ 4’’ Dia.

’’ per ft.41Slope =

Bridge End Backfill

Limits of Granular

A

11’ - 3 1

2’’



PolyethyleneDrainage Tubing


E12 E20

4

1

4

1

18’’

Surfacin

g

Rdwy

LC

29’ - 6’’ 29’ - 6’’


Top of Subgrade



’’2111’ - 3

SEC. D - D


Black Steel Pipe

4’’ Dia. Std.

5’ - 0’’5’ - 6’’

Polyethylene Drainage

4’’ Dia. Corrugated

’’ Per Ft.81Tubing. Slope


5’ - 0’’

Black Steel Pipe

4’’ Dia. Std.

Polyethylene Drainage

4’’ Dia. Corrugated

’’ Per Ft.81Tubing. Slope

5’ - 6’’

Granular Bridge End BackfillSleeper Slab


Precast Concrete Headwall for Drain (Typ.)

(See Standard Plate No. 430.50 for details.)


(Typ.)

’’431’ - 0

Rdwy

LC

’’ Per Ft.81Slope



SEC. C - C

’’2111’ - 3

2

1Bridge End Embankment

2

1Bridge End Embankment

Shall Be Vertical (Typ.)

Side Limits of Backfill Granular Bridge End Backfill

Crown Slope 0.02 ft./ft.

(normal to of Rdwy)LC

Rdwy

LC

on Approach Slab

Top of Finished Roadway

9’’

Porous Backfill


’’ per ft. along abutment backwall.81Slope



satisfaction of the Engineer.9’’

(Typ.)

’’4116’ - 11 ’’4

116’ - 11

’’ width of Granular Bridge End Backfill and Vertical Composite Drain2133’ - 10

SEC. B - B

Limits of Bridge End Embankment Limits of Bridge End Embankment

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

11 18

HL-93


OF

FOR

CUSTER COUNTY

BT BT

DESIGNED BY

BRIDGE ENGINEER


03TVGA11CUST03TV


OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016

DETAILS OF BRIDGE END BACKFILL (B)

PW/BS

P 0040(22)65


1

Varies

1

Varies

18’ - 6’’ 18’ - 6’’



E13 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

BOTTOM STEEL

TOP STEEL

NOTES:

All bars to be epoxy coated.


c1 32 5 33’ - 7’’ Str.

25’ - 0’’4 d1

d2 4 6’ - 1’’ T2

Approach Slabs

e1 40 6 33’ - 7’’ Str.

Str.428 e2

g1 8 19’ - 8’’ Str.

Str.20’ - 2’’8 g2

g3 4 19’ - 8’’ Str.

Str.20’ - 2’’ 4 g4

g5 44 4 6’ - 0’’ Str.

Str.31’ - 8’’6 4 h1

Z1 7 Str.2’ - 0’’

d1 4’ - 2’’

5’’

Type 2

1’ - 3’’

d2 1’ - 5’’

Type T2

Sleeper Slabs



136

68

8

128

4

44

86

33’ - 7’’

Concrete Approach Slab for Bridge

Concrete Approach Sleeper Slab for Bridge

Sq. Yd.

Sq. Yd.

Items 1 thru 5 are approximate quantities contained in the above

bid items and are for information only.

(For Two Approach Slabs and Two Sleeper Slabs)

Cu. Yds. Concrete in Approach Slabs.

Lbs. Epoxy Coated Re-Steel in Approach Slabs.

Cu. Yds. Concrete in Sleeper Slabs.

Lbs. Epoxy Coated Re-Steel in Sleeper Slabs.

ITEM UNIT QUANTITY


Sq. Ft. of 2’’ Polystyrene Insulation Board.

154.1

33.9

5.

4.

3.

2.

1. 39.1

11322

12.1

1851

16.9

LC

Abut. No. 1

3’’ 3’’

’’2

133’ - 10

Rd

wy

LC

Slo

pe 0.0

2 ft. / ft.

Slo

pe 0.0

2 ft. / ft.

Sta. 25 + 28.65

Elev. 2822.22

12 18

HL-93


OF

FOR

CUSTER COUNTY

MG MG

DESIGNED BY

BRIDGE ENGINEER


03TVGA12CUST03TV


OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016

DETAILS OF APPROACH SLAB ADJACENT TO BRIDGE

Top Steel ~ 13 Spaces @ 18’’ = 19’ - 6’’

20’ - 0’’

Bottom Steel ~ 19 Spaces @ 12’’ = 19’ - 0’’

PLAN(Shown adj. to Abut. No. 1, Abut No. 5 similar by opposite hand as shown.)

g1g2

e1

e2

g3 g4 g5

In - Place Z1 @ 9’’

Mechanical Rebar Splice (Typ.)

Z1 @ 9’’

F

F

B B

AA

Begin Bridge

Sta. 25 + 50.65

Elev. 2822.16

D D

’’4

116’ - 11

’’4

116’ - 11

’’4

12

12’’

’’4

12

12’’

Top Ste

el ~ 2

1 S

paces @ 1

8’’

= 3

1’ - 6’’

’’4

12

’’4

12

Botto

m Ste

el ~ 6

7 S

paces @ 6’’

= 3

3’ - 6’’

g5 ~ 2

1 S

paces @ 1

8’’

= 3

1’ - 6’’

d1 & d

2 b

ars ~ 3

3 S

paces @ 1

2’’

= 3

3’ - 0’’ (Sleeper Sla

b)

’’4

15

’’4

15

h1

h1

Elev. = 2821.88

Elev. = 2821.88

Sta. 26 + 87.65

End Bridge

Elev. 2821.75

Rd

wy

LC

Elev. = 2821.67

Elev. = 2821.67

See DETAIL ’’X’’

PLAN(Shown adj. to Abut. No. 5)

LC

Abut. No. 5


Approach Slab

Joint Material

End Block

Wing Wall

E

E

’’ Preformed Expansion21

SEC. E - E

’’ Fill with Hot-Poured21’’ x 2

1

Elastic Joint Sealer (Typ.)

End Block

’’21

’’2

18 9’’

Approach Slab

Joint Material

’’ Preformed Expansion21

Sleeper Slab

VIEW D - D

6’’

Curb Trans. Length

4’ - 0’’

Approach Slab

9’’

1’’

4’’

Curbline

Top of Curb

Insulation Board

2’’ Polystyrene

Sleeper Slab

Approach Slab

2’’

3’’

1’’

DETAIL ’’Q’’

SEC. C - C

’’4

33

4’’

9’’

g3

4’’ ’’417

3’’ R.

e2g4

’’ Cl.

21

2

g2g1 e1

2’’

Cl.

’’ Radius21

’’4111

0.02 ft/ft Slope

2’’ Cl.

See Approach Slab Joint Details

Sleeper Slab

See DETAIL ’’Q’’

2’’ Cl.

4’ - 6’’

2’ - 9’’1’ - 9’’

4 Equal Spaces

(Sleeper Slab)

Constr. Jt.

1’ - 9’’

2’’

Cl.

c1

2’’

Cl.

2’’

Cl.

d1

9’’

1’’

9’’

d2 c1

SEC. B - B

for joint details.

2 Eq. Spcs.

Approach Slab

3’’

Sta. 25 + 28.65 (Begin Bridge)

Sta. 27 + 09.65 (End Bridge)

In-place Z1 bars and Mechanical Splices are listed and included in

superstructure quantities. See SUPERSTRUCTURE DETAILS sheet.

SEC. A - A

The portion of the sleeper slab directly under the

with asphalt paint or place 6 mil polyethylene sheeting

to prevent bonding of concrete. (Typ.)

A double thickness of plastic sheeting to prevent bond

c1 9’’

d1d2

g bars

g bars

h1

’’ Deep Sawed Joint43’’ x 4

1

Z1 @ 9’’

9’’

1’’

filled with Hot-Poured

In - Place Z1 @ 9’’

Mechanical Rebar SpliceSleeper Slab see

SEC. B - B

Elastic Joint Sealer (Typ.)

to bridge end backfill shall be placed between backfill and slab

in this area. See DETAILS OF BRIDGE END BACKFILL sheets.

movable slabs shall be smooth. Steel trowel and coat

e bars

e bars

g5

Sta. 27 + 09.65

Elev. 2821.68

P 0040(22)65

PW/BS


9’’

’’4

114

’’4

114

6’’6’’

C

C

Sleeper Slab

Approach Slab

9’’

1’’

4’’

Curbline

Top of Curb

GG

(Shown adj. to Abut. No. 1)

H

H

VIEW H - H

Sleeper Slab

NOTE: Elevations Top of

Sleeper Slab Curb at this location.

VIEW F - F

Sleeper Slab

NOTE: Elevations Top of

Sleeper Slab Curb at this location.

VIEW G - G(Shown adj. to Abut. No. 5)

g1 g2

Bottom Steel

e1

g3g4

Top Steel

e2

(For Two Approach Slabs & Two Sleeper Slabs)

E14 E20

GENERAL NOTES

13 18

HL-93


OF

FOR

CUSTER COUNTY

DESIGNED BY

BRIDGE ENGINEER


03TVGA13CUST03TV


OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016

APPROACH SLAB JOINT DETAILS

PW/BS


MDG

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

ESTIMATED QUANTITIES ( For Two Approach Slabs )

ITEM UNIT QUANTITY

Ft.Membrane Sealant Expansion Joint

PLAN OF APPROACH SLAB JOINTS

1’ - 9’’

3’’

Approach Slab Joint

B

B

’’ Overall2133’ - 10

PLAN OF APPROACH SLAB JOINTS

1’ - 9’’ Sleeper Slab

A

A

3’’

Approach Slab Joint

B

B

’’ Overall2133’ - 10

C C

Curbline

Sleeper Slab

Approach Slab Approach Slab

plans and the foregoing specifications.

including labor, equipment and incidentals necessary to complete the work in accordance with the

Payment for this item shall be full compensation for furnishing all the required materials in place,

Sealant Expansion Joint will be paid for at the contract unit price per foot complete in place.

complete in place. Measurement will be made of the overall horizontal length. The Membrane

15. The Membrane Sealant Expansion Joint will be measured in feet to the nearest one-tenth foot,

by breaking out and replacing adjacent concrete, as approved by the Engineer.

equipment is moved across the joint. Any spall areas will be repaired at the Contractor’s expense

14. Use plywood or other material to protect concrete adjacent to the joint from spalling before any

recommended by the manufacturer.

13. Traffic shall not be allowed on the joint until the bonding adhesive has had time to cure, as

at least 5 days prior to joint installation for his review.

membrane joint sealant manufacturer shall submit a detailed installation procedure to the Engineer

12. Individual spliced sections shall be installed as per the manufacturers� recommendations. The

installation to verify the surface is dry and clean.

contact surfaces for the joint shall be visually inspected by the Engineer immediately prior to joint

obtain complete bonding with the adhesive, the adjacent surfaces must be dry and clean. The

devices capable of providing moisture-free and oil-free air at a recommended pressure of 90 psi. To

surface shall be air blasted. The air compressor used for joint cleaning shall be equipped with trap

11. After abrasive blasting, but immediately prior to membrane joint installation, the entire joint contact

grinding shall not be permitted.

to 2 inches of the surface will be required. Cleaning of the surfaces with solvents, wire brushing, or

surface. At a minimum, two passes of abrasive blasting with the nozzle held at an angle to within 1

blasting to remove all laitance and contaminants (such as oil, curing compounds, etc.) from the

10. Surfaces that will be in contact with the membrane sealant shall be thoroughly cleaned by abrasive

the manufacturers’ recommendations.

for the preparation and installation of the joint material to ensure the Contractor installs the joint to

during installation. The technical representative shall be knowledgeable in the correct procedures

9. A technical representative of the membrane sealant manufacturer shall be present at the jobsite

40° F.

8. The minimum ambient air temperature at the time of joint installation and adhesive curing shall be

approved by the Engineer.

7. If styrofoam filler material is used in the construction, it shall be closed cell and water-tight as

manufacturer.

6. Adhesive used to join adjacent pieces of the membrane sealant shall be as recommended by the

approved by the membrane sealant manufacturer.

5. The bonding adhesive used to attach the membrane sealant to the adjacent concrete shall be

shall be ultra-violet and ozone resistant.

4. The membrane sealant shall be supplied in pieces a minimum of 5 feet in length. The foam sealant

(minimum) from the specified joint opening dimension.

3. The membrane sealant shall provide a water tight seal throughout a joint movement range of + 25%

install the membrane sealant before the membrane sealant exceeds the joint opening width.

opening width. The foam sealant shall be slowly self expanding to permit workers ample time to

manufacturer, however, in no case shall the precompressed dimension exceed 75% of the joint

membrane sealant. The precompressed dimension shall be as recommended by the sealant

2. The manufacturer shall supply the membrane sealant in packaging that precompresses the

Joints.

1. The Membrane Sealant shall be on the approved product list for Membrane Sealant Expansion

Asphalt PavementAsphalt Pavement

P 0040(22)65

69.1

Top of Pavement

3’’ x 4’’ Membrane Sealant

Edge Curb Membrane

Styrofoam

Splice Adhesive Roadway

Membrane to Edge Curb Membrane.

(thru Curb and trimmed to match curb)

Additional 3’’ x 4’’ Membrane Sealant Piece

SEC. C - C

(Begin Bridge) (End Bridge)

3’’

SEC. B - B

Approach Slab

4’’

1’ - 9’’

Construction Joint

Top of Sleeper Slab

Top of Approach Slab

Styrofoam Filler (or approved Filler Material)

Place with Approach Slab. (Typ.)

’’ Radius (Typ.)41Finish Joint with

’’ Recess (Max.)41

(Typ.)

3’’ x 4’’ Membrane Sealant installed

with a Bonding Adhesive continuous

thru pavement edge. (Typ.)

3’’

VIEW A - A

Approach Slab

4’’

1’ - 9’’

Construction Joint

Top of Sleeper Slab

Top of Approach Slab

Styrofoam Filler (or approved Filler Material)

Sleeper Slab

Place with Approach Slab. (Typ.)

3’’ x 4’’ Membrane Sealant installed

with a Bonding Adhesive continuous



3’’ x 4’’ Edge Curb Membrane Sealant

installed with a Bonding Adhesive continuous

Top of 4’’ Edge Curb

VariesVaries

’’ Radius (Typ.)41Finish Joint with

4’’

’’ Recess (Max.)41

(Typ.)

Asphalt Pavement

Asphalt Pavement

Varies

Varies

MDG

Sleeper Slab

Curbline

E15 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

14 18

HL-93


OF

FOR

CUSTER COUNTY

PW

DESIGNED BY

BRIDGE ENGINEER


03TVGA14CUST03TV


OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016

BS

RIPRAP DETAILS

P 0040(22)65

PLAN

LC

Abut. No. 1

LC

Bent No. 2

LC

Bent No. 3

LC

Bent No. 4 LC

Abut. No. 5

Begin Bridge

Sta. 25 + 50.65 Sta. 26 + 87.65

Elev. 2813.84

Offset 21.74’ Lt.

Sta. 25 + 65.13

Elev. 2805.00

Offset 22.15’ Lt.

Sta. 25 + 84.00

Elev. 2801.30

Offset 22.53’ Lt.

Sta. 26 + 09.00

FL

OW

Battle Cre

ek

Rd

wy

LC

Elev. 2817.34

Offset 21.50’ Rt.

Sta. 25 + 57.65

Elev. 2813.84

Offset 21.74’ Rt.

Sta. 25 + 65.13

Elev. 2805.00

Offset 22.15’ Rt.

Sta. 25 + 84.00

Elev. 2801.30

Offset 22.53’ Rt.

Sta. 26 + 09.00

Elev. 2817.34

Offset 21.50’ Lt.

Sta. 25 + 57.65

Elev. 2813.43

Offset 21.74’ Lt.

Sta. 26 + 73.12

Elev. 2805.00

Offset 22.14’ Lt.

Sta. 26 + 55.00

Elev. 2803.25

Offset 22.52’ Lt.

Sta. 26 + 30.00

Elev. 2816.93

Offset 21.50’ Lt.

Sta. 26 + 80.65

Elev. 2803.25

Offset 22.52’ Rt.

Sta. 26 + 30.00

Elev. 2805.00

Offset 22.14’ Rt.

Sta. 26 + 55.00 Elev. 2813.43

Offset 21.74’ Rt.

Sta. 26 + 73.12

Elev. 2816.93

Offset 21.50’ Rt.

Sta. 26 + 80.65

A A B B

2 : 12 : 1 2 : 12 : 1


25’ - 0’’

Elev. 2803.25

Elev. 2805.00

Elev. 2816.93

1

2

4’ - 6

’’

3’ - 6

’’

Class C Riprap

Class F RiprapType B Drainage Fabric

Webwall

LC

Bent No. 4

LC

Abut. No. 5

SEC. B - B

1

225’ - 0’’

LC

Abut. No. 1LC

Bent No. 2

4’ - 6’’

3’ - 6’’

Elev. 2801.30

Elev. 2805.00

Elev. 2817.346’’


6’’


SEC. A - A

Class C Riprap Ton


ITEM UNIT QUANTITY

Type B Drainage Fabric Sq. Yd.

342.7

For estimating purposes only, a factor of 1.4 tons/cu.yd. was used to

convert Cu. Yds. to Tons.

Cu. Yd. 6.1Controlled Density Fill



Class F RiprapType B Drainage Fabric

Class C Riprap

Webwall

Class F Riprap Ton 3475.5

N

(Riprap Layout)


2695

Elev. 2813.33

Offset 93.13’ Lt.

Sta. 25 + 25.65

Elev. 2801.30

Offset 75.39’ Lt.

Sta. 25 + 71.67

Elev. 2813.72

Offset 66.33’ Lt.

Sta. 25 + 25.65

Elev. 2805.00

Offset 52.06’ Lt.

Sta. 25 + 62.67

Elev. 2813.84

Offset 34.45’ Lt.

Sta. 25 + 55.89Elev. 2816.31

Offset 46.11’ Lt.

Sta. 25 + 25.65

Elev. 2817.34

Offset 38.09’ Lt.

Sta. 25 + 25.65

Elev. 2817.34

Offset 27.47’ Lt.

Sta. 25 + 53.20

Elev. 2817.34

Offset 32.31’ Rt.

Sta. 25 + 40.65

Elev. 2815.79

Offset 40.33’ Rt.

Sta. 25 + 40.65

Elev. 2811.86

Offset 60.55’ Rt.

Sta. 25 + 40.65

Elev. 2811.84

Offset 87.34’ Rt.

Sta. 25 + 40.65

Elev. 2817.34

Offset 27.47’ Rt.

Sta. 25 + 53.20

Elev. 2813.84

Offset 34.45’ Rt.

Sta. 25 + 55.89

Elev. 2805.00

Offset 52.06’ Rt.

Sta. 25 + 62.67

Elev. 2801.30

Offset 75.39’ Rt.

Sta. 25 + 71.67

Elev. 2803.25

Offset 74.73’ Lt.

Sta. 26 + 66.89

Elev. 2805.00

Offset 51.41’ Lt.

Sta. 26 + 75.88

Elev. 2816.93

Offset 27.47’ Lt.

Sta. 26 + 85.10

Elev. 2816.93

Offset 27.47’ Rt.

Sta. 26 + 85.10

Elev. 2816.93

Offset 32.31’ Rt.

Sta. 26 + 97.65

Elev. 2813.43

Offset 34.50’ Rt.

Sta. 26 + 82.40

Elev. 2805.00

Offset 51.41’ Rt.

Sta. 26 + 75.88

Elev. 2803.25

Offset 74.73’ Rt.

Sta. 26 + 66.89

Elev. 2814.53

Offset 40.38’ Rt.

Sta. 26 + 97.65

Elev. 2809.21

Offset 86.59’ Rt.

Sta. 26 + 97.65

Elev. 2808.38

Offset 92.38’ Lt.

Sta. 27 + 12.65

Elev. 2809.00

Offset 65.58’ Lt.

Sta. 27 + 12.65

Elev. 2814.60

Offset 46.16’ Lt.

Sta. 27 + 12.65

Elev. 2816.93

Offset 38.09’ Lt.

Sta. 27 + 12.65

Class F Riprap (Typ.)

Type B Drainage Fabric (Typ.)

End Bridge

Elev. 2813.43

Offset 34.50’ Lt.

Sta. 26 + 82.40

Elev. 2808.80

Offset 59.80’ Rt.

Sta. 26 + 97.65

MDG

E16 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

1L 2L 3L 4L 5L 6L 7L 8L 9L 10L 11L 12L 13L 14L 15L 16L 17L 23L 24L 25L 26L 27L18L 19L 20L 21L 22L

18R 19R 20R 21R 22R 1R 2R 3R 4R 5R 6R 7R 8R 9R 10R 11R 12R 13R 14R 15R 16R 17R 23R 24R 25R 26R 27R

1C 2C 3C 4C 5C 6C 7C 8C 9C 10C 11C 12C 13C 14C 15C 16C 17C 23C 24C 25C 26C 27C18C 19C 20C 21C 22C

LC

Abut. No. 1

LC

Bent No. 2

LC

Bent No. 3

LC

Bent No. 4

LC

Abut. No. 5

4 Spaces @ 20’ - 0’’ = 80’ - 0’’

Approach Roadway Elevations

4 Spaces @ 20’ - 0’’ = 80’ - 0’’

Approach Roadway ElevationsBridge Deck Elevations

135’ - 0’’

4 Spaces @ 7’ - 6’’ = 30’ - 0’’ ’’ = 37’ - 6’’214 Spaces @ 9’ - 4 4 Spaces @ 7’ - 6’’ = 30’ - 0’’’’ = 37’ - 6’’2

14 Spaces @ 9’ - 4

Curbline

Curbline

Road

way & Bridge

LC1’ - 0’’

1’ - 0’’

1’ - 4’’

1’ - 4’’

16’ - 0’’

16’ - 0’’

32’ - 0’’

Road

way

34’ - 8’’

Overall



N

2L

3L

4L

5L

6L

7L

2C

3C

4C

5C

6C

7C

2R

3R

4R

5R

6R

7R

Location Elevation Location Elevation Location Elevation

Table of As-Built Elevations - Bridge Deck

1L 1C 1R

9L 9C 9R

8L 8C 8R

10L

11L

12L

13L

14L

15L

16L

17L

10C

11C

12C

13C

14C

15C

16C

17C

10R

11R

12R

13R

14R

15R

16R

17R

Location

22L

23L

25L

Elevation

Table of As-Built Elevations - Approach Roadway

Location

22C

23C

25C

Elevation Location

22R

23R

25R

Elevation

24L 24C 24R

26L 26C 26R

27L 27C 27R

Table of Elevations - Bridge Survey Markers

Location Station - Offset Elevation

Begin Bridge

Bridge Elevation Survey L. S. Lump Sum

ITEM UNIT QUANTITY


PLAN

NOTE -

The Contractor shall be responsible for producing the As - Built Elevation Survey

soon after construction is complete and before the bridge is opened to traffic.

The As - Built Elevations of the Bridge shall be taken and recorded at the locations

who will forward a copy to the Office of Bridge Design and the Region Office.

shown by the table on this sheet. The completed table shall be given to the Engineer

21L 21C 21R

20L 20C 20R

19L 19C 19R

18L 18C 18R

15 18

HL-93


OF

FOR

CUSTER COUNTY

MG MG

DESIGNED BY

BRIDGE ENGINEER


03TVGA15CUST03TV


OVER BATTLE CREEK

STA. 25 + 50.65 TO 26 + 87.65

STR. NO. 17-577-099

0° SKEW

SEC. 3-T4S-R10E

P 0040(22)65

MAY 2016

AS - BUILT ELEVATION SURVEY

P 0040(22)65

End Bridge

PW/BS


E17 E20

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

STR. NO. 17-577-09916 18OF

MAY 2016

P 0040(22)65


E18 E20

STR. NO. 17-577-09917 18OF

MAY 2016

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

P 0040(22)65


E19 E20

STR. NO. 17-577-09918 18OF

MAY 2016

PROJECTNO. SHEETS

SHEET TOTALSTATE

S.D.

OF

P 0040(22)65


E20 E20

state sheet total project of s.d. section e: structure...

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