ESTIMATE OF STRUCTURE QUANTITIES - South Dakota … · superstructure consists of a 6.5” to 8”...

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEERBRIDGE ENGINEER

- X020 -

+

PCN 5996

STR. NO. 23-466-090

+STA. 16 14. 00 TO 17 16. 75 BRF 3134(01)276

32’- 0’’ ROADWAY

TRIBUTARY TO SNAKE CR.

OF1 17

102’ - 9’’ CONTINUOUS CONCRETE BRIDGE

0 SKEW

HS25-44

(& ALT.)

DM/MM MM/DM

S. D. DEPT. OF TRANSPORTATION

MARCH 2005

EDMUNDS COUNTY

FOR

GENERAL DRAWING

LS

SEC. 14/23-T123N-R66W(T

yp.)

1421. 743 1422. 063

1422. 131

1421. 853

1421. 872

1421. 902 1422. 222

1421. 983

1422. 392

1422. 449

1422. 514

1422. 602

1422. 380 1422. 700

1422. 775

1422. 823

1422. 455

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

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

1422. 503

1422. 072

1422. 194

1422. 282

Sheet No. 8 -

Sheet No. 9 -

Sheet No. 10 -

INDEX OF BRIDGE SHEETS-

General Drawing

Estimate of Structure Quantities & Notes

Notes (Continued)

Notes (Continued)

Details of Standard Plate No. 460. 02 & No. 460. 05

Abutment Details

Bent Details

Superstructure Details

Details of Bridge End Backfill

As - Built Elevation Survey

Riprap Details

Subsurface Investigation, Piling & Drilled Shaft Layout

PLANS BY :

OFFICE OF BRIDGE DESIGN, SOUTH DAKOTA DEPARTMENT OF TRANSPORTATION

N

ELEVATION

- 4 -

- 2 - - 3 -

- 1 -

P. I.

P. C.P. T.

at Roadway

VERTICAL CURVE DATA

P. I.

++

+

= =

End Bridge

+

+

==

CL

+

Top of Subgrade

V. C. 200’

El. 1420. 40 (Subgr. )

Sta. 16 19. 00

Sta. 16 19. 00

Sta. 15 19. 00

g1 - 0. 2576% g2 1. 1264%

Begin Bridge

2

1

2

1

H.W. Elev. 141 7. 7

(25 year)

F.L. El. 1404. 0

El. 141 7. 24El. 141 7. 00

H.W. Elev. 1420. 8

CL == Top of Slab at Curb Elevation

Top of Slab at Centerline Elevation

Class B Riprap

Type B Drainage Fabric

2’

- 0

’’El. 1418. 00

Existing Ground

16’’ Surfacing

Sta. 1 7 19. 00

NOTE: T. S. at El.

T. S. at C. El.

Sta. 16 14. 00

Sta. 1 7 16. 75

El. 1416. 24

2’- 0

’’

Dam Crest Elev. 1413. 76 7’

- 0

’’-+

d

A d

V d

F

100

F

100

d

project based on 25 year frequency.

=

=

=

HYDRAULIC DATA

2497 cfs

743 sq. ft.

3. 4 fps

2497 cfs

5715 cfs

frequency. El. 141 7. 7

based on 100 year frequency. El. 1420. 8

maxV 5. 8 fps

=maxV Maximum computed outet velocity for the proposed bridge

based on 100 year frequency

Slab

PointLeft Curb

0

1

2

4

5

6

7

8

9

10

12

1 1

Right CurbCL

TABLE OF SLAB

ELEVATIONS

3

Abut. No. 1 Abut. No. 4

CL CL CLCL

1 2 3 40 5 6 7 8 9 10 121 1

(See TABLE OF SLAB ELEVATIONS for elevations)

CENTERLINE AND CURB ELEVATIONS

102’ - 9’’

Bent No. 3Bent No. 2

4 Spaces 7’ - 9’’

31’ - 0’’ 38’ - 9’’ 31’ - 0’’ 1’ - 0’’1’ - 0’’

Camber for Dead Load Deflection

plus Plastic Flow, Shown on Sheet

the elevations shown.

4 Spaces 7’ - 9’’

HP 10 X 42 Steel Pile (Typ.)

þÿ�4� �S�p�a�c�e�s� �

Sheet No. 2 -

Sheet No. 4 -

Sheet No. 5 -

Sheet No. 6 -

Sheet No. 1 -

Sheet No. 3 -

Sheet No. 7 -

Sheet No. 13 -

Sheet No. 1 1 -

Sheet No. 12 -

Sheet No. 14 -

Sheet No. 15 -

Details of Standard Plate No. 630. 92

Details of Standard Plate No. 510. 40 & No. 620. 18

End Block, Barrier Curb and Deck Drain Details

-X020-

(100 year)

(Typ.)

(Typ.)

1422. 303

1421. 743

1421. 853

1421. 872

1421. 902

1421. 983

1422. 380

1422. 455

1422. 503

1422. 072

1422. 194

1422. 282

1421. 81 1 1421. 81 1

1422. 1 73

1422. 192

1422. 129 1422. 129

Dril

led

Sh

aft

Ex

cav

ati

on

Un

cla

ssif

ied

Ex

cav

ati

on

Elev. 1377. 38 Elev. 1378. 01

FL

OW

Trib

.

to S

nak

e C

reek

CLCL

Abut. No. 1Bent No. 2

CL

CL

Bent No. 3Abut. No. 4

CL

+

+CL

7’- 0’’

PLAN

Berm

(Typ.)

34

’ -

8’’

O

vera

ll

32’

- 0’’

R

oadw

ay

+CL

+CL

Begin Bridge End Bridge

LC

Rd

wy

Sta. 16 14. 00 Sta. 1 7 16. 75

T. S. at El. 1422. 83T. S. at El. 1422. 06

T. S. at El. 1422. 51

Sta. 16 84. 75

Sta. 16 46. 00

+CLT. S. at El. 1422. 82

+CL

Sta. 16 15. 00

T. S. at El. 1422. 06

Sta. 1 7 1 5. 75

T. S. at C. El. 1422. 50 T. S. at C. El. 1422. 51

T. S. at C. El. 1422. 50 T. S. at C. El. 1422. 51T. S. at C. El. 1422. 19

T. S. at C. El. 1422. 19

T. S. at C. El. 1421. 90

T. S. at C. El. 1421. 90

T. S. at C. El. 1421. 74T. S. at C. El. 1421. 74

T. S. at C. El. 1421. 74 T. S. at C. El. 1421. 74

Existing Structure

T. S. at El. 1422. 22

15’ - 6’’15’ - 6’’ 15’ - 6’’15’ - 6’’

1’ - 0’’1’ - 0’’1

’ -

4’’

1’

- 4’’

31’ - 0’’ 38’ - 9’’ 31’ - 0’’

102’ - 9’’

16

’ -

0’’

16

’ -

0’’

Type B Drainage Fabric (Typ.)

Class B Riprap (Typ.)

10’ - 0’’ (Typ.)

CL

Deck Drain

CL

Deck Drain

Deck Drain (Typ.)

Ex

cav

ati

on

Str

uctu

re

No. 8 of 15, have been included in

1

2

3

4

5

6

Hydraulic Data

Index of Sheets

7

8

9

10

Title Block

REQUIRED LIST

Project Block

Plan View

Elevation View

Horiz.& Vert. Curve Data

Design Firm or Office

CLCurb & Elevations

Survey Datum Box

3

2

1

10

8

7

4

5

9

6

8

Sheet No. 16 -

Details of Approach Slab Adj. to Bridge

Sheet No. 1 7 -

Details of Approach Slab Joint Details

Reference

Continuous Concrete 01

11 North Arrow

11

ESTIMATE OF STRUCTURE QUANTITIES AND NOTES FOR

102’- 9” CONTINUOUS CONCRETE BRIDGE

Str. No. 23-466-090 August 2005

OF 2 15

BRIDGE ENGINEER

CHECKED BY:

MM/DM Notes

DESIGNED BY

MM/DM Continuous

DRAWN BY:

DC Concrete

PROJECT STATE OF

S.D. Reference

SHEET NO.

TOTAL SHEETS

ESTIMATE OF STRUCTURE QUANTITIES

DESCRIPTION QUANTITY UNIT REMARKS Bridge Elevation Survey Lump Sum LS See Sht.

13 of 17 Concrete Penetrating Sealer 363 Sq Yd See Spec.

Provision Bridge End Embankment 665 Cu Yd See Spec.

Provision Incidental Work, Structure Lump Sum LS Structure Excavation, Bridge 16.4 Cu Yd Granular Bridge End Backfill 18 Cu Yd Class A45 Concrete, Bridge Deck 176.8 Cu Yd Class A45 Concrete, Bridge 41.0 Cu Yd Deck Drain, Slab Bridge 4 Each Class A45 Concrete, Drilled Shaft 45.6 Cu Yd Drilled Shaft Excavation 29.7 Cu Yd 38” Permanent Casing 88 Ft Reinforcing Steel 13394 Lb Epoxy Coated Reinforcing Steel 55551 Lb Preboring Pile 80 Ft HP10x42 Steel Test Pile, Furnish and Drive 80 Ft HP10x42 Steel Bearing Pile, Furnish and Drive 210 Ft 4” Underdrain Pipe 129 Ft

Porous Backfill 23 Ton Class B Riprap 1049.0 Ton Type B Drainage Fabric 1269 Sq Yd

SPECIFICATIONS FOR BRIDGE 1. Design Specifications: AASHTO Standard Specifications for Highway

Bridges, 2002 Edition using Load Factor Design Method, except Working Stress Method is used for drilled shaft design depth and fatigue analysis.

2. Construction Specifications: South Dakota Standard Specifications

for Roads and Bridges, 2004 Edition and required Provisions, Supplemental Specifications and/or Special Provisions as included in the Proposal.

BRIDGE DESIGN LOADING 1. AASHTO HS25-44 & Alternate, except HS20-44 & Alt. loading was

used for serviceability requirements. 2. Dead Load includes 22 psf for future wearing surface on the

roadway. UNIT DESIGN STRESSES 1. Ultimate Strength Design Concrete f’c = 4,500 psi Reinforcing Steel fy = 60,000 psi 2. Service Load Design Concrete fc = 1,800 psi Reinforcing Steel fs = 24,000 psi GENERAL CONSTRUCTION 1. All reinforcing steel shall conform to ASTM A615, Grade 60. 2. All exposed concrete corners and edges shall be chamfered 3/4”

unless noted otherwise. 3. Use 2” clear cover on all reinforcing steel except as shown. 4. Contractor shall imprint on the structure the date of new construction

as specified and detailed on Standard Plate No. 460.02. 5. Barrier Curbs and End blocks shall be built normal to the grade. 6. Request for construction joints or resteel splices at points other than

those shown, must be submitted to the Engineer for prior approval. If additional splices are approved, no payment will be allowed for the added quantity of resteel.

7. The elevation of the concrete bridge deck is 16” above subgrade

elevation.

INCIDENTAL WORK, STRUCTURE 1. In place centerline Sta. 16+19.21 to centerline Sta. 16+99.21 is a

80’-0” three span I-beam viaduct with a 24’-0” clear roadway. The superstructure consists of a 6.5” to 8” thick reinforced concrete slab supported on steel girders. Concrete barrier faced with W-beam runs the length of the bridge. The deck has been overlaid with an estimated 3.5” of asphalt. The substructure consists of 2 column reinforced concrete bents on timber piling and reinforced concrete spill through abutments supported on timber piling.

2. Break down and remove the existing bridge, and approach slabs if

applicable, to 1 foot below finished groundline, or as required to construct the new structure in accordance with Section 110 of the South Dakota Standard Specifications. All portions of the existing bridge shall be removed and disposed of by the Contractor on a site obtained by the Contractor and approved by the Engineer in accordance with the WASTE DISPOSAL NOTES found in the grading plans.

3. During demolition of the structure, asphalt shall not be allowed to fall

into the creek. 4. The foregoing is a general description of the in-place bridge and

should not be construed to be complete in all details. Before preparing the bid it shall be the responsibility of the Contractor to make a visual inspection of the structure to verify the extent of the work and materials involved. If desired by the Contractor, a copy of the original construction plans may be obtained through the Office of Bridge Design.

NOTICE - LEAD BASED PAINT Be advised that the paint on the steel surfaces of the existing structure contains lead. The Contractor should plan his/her operations accordingly, and inform his/her employees of the hazards of lead exposure.

3 2 4

11

2

3

4

Title Block

Project Block

Estimate of Quantities

Notes

REQUIRED LIST

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY


+STR. NO. 23-466-090

+STA. 16 14. 00 TO 17 16. 75 BRF 3134(01)276



OF5 15

0 SKEW

HS25-44

(& ALT.)

N

DM/MM DM/MM


MARCH 2005

EDMUNDS COUNTY

FOR

15+00 16+00

17+00

18+00

M1M2 M3

M4

M5

M6CL ROADWAY

SUBSURFACE INVESTIGATION,

PILING AND DRILLED SHAFT LAYOUT

+Sta. 1 7 1 5. 75

FL

OW

Trib

.

to S

nak

e C

reek

+Sta. 16 46. 00

+Sta. 16 15. 00

Bent No. 2

CL

Bent No. 3

CL

Abut. No. 4

CL

Abut. No. 1

CL

+Sta. 16 84. 75

3 S

p 1

0’ -

0’’ 3

0’ -

0’’

=(T

yp

.)

20

’ -

0’’

5’

- 0’’

Drilled Shaft (Typ.)

PILING AND DRILLED SHAFT LAYOUT

5’

- 0

’’

10

’ -

0’’

10

’ -

0’’

(Typ.)

(Typ.)

(Typ.)

(Typ.)

HP 10 X 42 Steel Pile (Typ.)

(Ty

p.)

SEC. 14/23-T123N-R66W

CHECKED BY

LS

AUGER TEST

DRIVE TEST

LEGEND

RESULTS OF LABORATORY TESTS, IF ANY,

ARE AVAILABLE FOR REVIEW AT THE CENTRAL

OFFICE IN PIERRE.

THIS PROJECT. THESE LOGS AND ADDITIONAL

HAS ON FILE ALL OF THE BORING LOGS FOR

THE GEOTECHNICAL ENGINEERING ACTIVITY

RESISTANCE TO PENETRATION OF THE SOIL.

DRIVE TESTS CONDUCTED BY DROPPING A

490 POUND HAMMER 30 INCHES TO DRIVE A

RETRACTABLE PLUG SAMPLER FOR TAKING

þÿ�2 !� � �I�N�C�H� � � �D�R�I�L�L� � �S�

UNDISTURBED SAMPLES AND TO MEASURE THE

WATER

CAVED ZONE

SAMPLE

17+00 18+0015+00 16+00

1420 1420

1410

1400

1390

1380

1370

1360

1350

1340

1330

1320

1310

1300

1410

1400

1390

1380

1370

1360

1350

1340

1330

1320

1310

1300

M1 M2 M3 M4M5M6

O 50 100 150 200

BLOWS PER FOOT

O 50 100 150

BLOWS PER FOOT

MEASURED SKIN FRICTION

ELEV PSF

M2 1393.7 1,407

M4 1393.8 2,099

PI E R R E S H A L E I S A M A R I N E S H A L E W I T H

A T E X T U R A L C L A S S I FI C A T I O N

T H A T

V A R I E S F R O M SI L T - C L A Y T O C L A Y -

SI L T . C O L O R V A R I E S F R O M B U F F G R A Y

T O B L A C K . T H E F O R M A T I O N M A Y

C O N T A I N C O N C R E T I O N Z O N E S T H A T A R E

N O R M A L L Y T H I N

B U T O C C A S I O N A L L Y

A R E M A S S I V E . T H E S E Z O N E S M A Y B E

C O N S I D E R E D H A R D A N D D E N S E . T H I N

Z O N E S M A Y B E P R E S E N T T H A T A R E

C E M E N T E D R E S U L T I N G I N C L A Y S T O N E

O R S I L T - S T O N E S E A M S . B E N T O N I T E

Z O N E S M A Y B E E N C O U N T E R E D B U T A R E

N O R M A L L Y L E S S T H A N O N E

H A L F I N C H

T H I C K . N O N W E A T H E R E D PI E R R E S H A L E

I S C O N SI D E R E D T O B E " S O F T R O C K ".

HOLE NUMBER M2

DEPTH 28.0 ft

STATION 16+12

SOIL COLOR GRAY

CLASSIFICATION SILT-CLAY

DRY DENSITY 91.3 pcf

WET DENSITY 115.3 pcf

MOISTURE 26.2 %

PASS NO. 200 79.7 %

SAND CONTENT 17.6 %

SILT CONTENT 39.3 %

CLAY CONTENT 40.5 %

PASS NO. 10 97.3 %

PASS NO. 40 88.8 %

STRENGTH ( ) 49,372 psfQ u

HOLE NUMBER M2

DEPTH 26.3 ft

STATION 16+12

SOIL COLOR GRAY




MOISTURE 26.4 %

PASS NO. 200 73.0 %

SAND CONTENT 12.4 %

SILT CONTENT 42.6 %

CLAY CONTENT 30.4 %

PASS NO. 10 85.4 %

PASS NO. 40 79.3 %

STRENGTH ( ) ----- psfQ u

GRAY SILT-CLAY

(PIERRE SHALE)

BROWN SILT-CLAY

(FILL)

BROWN SILT-CLAY

(FILL)

BROWN/GRAY

SILT-CLAY

HOLE NUMBER M4

DEPTH 28.0 ft

STATION 17+16

SOIL COLOR -----




MOISTURE 26.5 %

PASS NO. 200 70.1 %

SAND CONTENT 26.2 %

SILT CONTENT 39.6 %

CLAY CONTENT 30.4 %

PASS NO. 10 96.3 %

PASS NO. 40 80.8 %

STRENGTH ( ) ----- psfQ u

GROUND WATER ELEVATIONS AS

M1 1412.5

M2 CAVED 1410.8

M3 1412.5

M4 ------

M5 DRY

M6 ------

OF FEBRUARY 2005

102’-9’’ CONTINUOUS CONCRETE BRIDGE

3

4

1

2

3

Title Block

REQUIRED LIST

Project Block

2

1


Plan View (Piling Layout)

Reference

4

North Arrow5

5

Subsurface Profile

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.



DM/MMLSDM/MM

FOR

+STR. NO. 23-466-090

+STA. 16 14. 00 TO 17 16. 75 BRF 3134(01)276



OF6

0 SKEW

HS25-44

(& ALT.)

ABUTMENT DETAILS

Abutm

ent

C L

12

’’1

2’’

Sym. Abt.

CL

Abutment

PLAN

T4

U3

S2S3

(Ty

p.)

Level

ELEVATION

6’’

12’’ 3’’

Steel Pile Spacing

A

B

C

A

++

Back Face

U2 & U4

(Typ.)

= 2’ - 9’’

(Typ.)

Roadway

&

þÿ�5

�’� �-

�

2’

- 0

’’

3 Spaces

1 1’’

HP 10 X 42

1’ - 4’’ 1’ - 2’’ 3’ - 0’’

2’

- 0

’’

6’ - 6’’5’ - 0’’

32’ - 0’’ Roadway

Front Face

( Abut. No. 1 shown; Abut. No. 4 opposite hand )

INC

RE

AS

ING

ST

AT

ION

S

Ab

ut.

N

o.

4

INC

RE

AS

ING

ST

AT

ION

S

Ab

ut.

N

o.

1

4’

- 6

’’1

’ -

6’’

Abut. No. 1 El. 1416. 24

Construction Joint

þÿ�4

�’�

�-�

þÿ�1

�’� �-

�

V1

V2

V3

V4

þÿ�2

�’�

�-�

V1

V2

V3

V4

S0 - Back Face

T3 - Back Face

10’ - 0’’

16’ - 0’’

43’ - 0’’ Overall

& 1 - T4

U1, U2 & L 1

1 - S2, 5 - T1 & 1 - S1

2 - T3

2 - T5

T2 - Front Face

T3 - Front Face

4 - T2, 1 - S0

Crown Slope 0. 02 ft./ft.

þÿ�3

�’� �-

�

6’

- 0

’’

(Ty

p.)

1’ - 4’’1’ - 2’’3’ - 0’’

16’ - 0’’

Abut. No. 4 El. 141 7. 00

10’ - 0’’ 5’ - 0’’6’ - 6’’

U4

2 - S3NOTE:

All dimensions are out to out of bars.

Bend in field as necessary to fit.

U2

U4

10’’

U1

Type 18

1

2

Type 19B

T1

Type 2

Horizontal Leg

4

3

U3

Type S12A

Type T1

REINFORCING SCHEDULE

Mk. No. Size Length Type Bending Details

9 Str.

1 9 Str.

2 9 Str.

4 9 19B

5 5 2

4 5 Str.

5 Str.

2 5 Str.

4 5 Str.

6 18

4

4 S12A

6 1 7

4 4 T1

2 4 T1

2 4 T1

2 4 T1

4

( For One Abutment )

1 7A

1 7

Type 1 7

þÿ� �7� �

Type 1 7A

Bars to be Epoxy Coated.

L 1

þÿ� �7� �

S3

ITEM UNITQUANTITY

ESTIMATED QUANTITIES

Cu. Yd.

Cu. Yd.

=

Epoxy Coated Reinforcing Steel

Reinforcing Steel

Abutment No. 1 Abutment No. 4

Structure Excavation Bridge

Class A45 Concrete Bridge

HP 10 x 42 Steel Test Pile, Furnish & Drive

HP 10 x 42 Steel Bearing Pile, Furnish & Drive

Preboring Pile

Ft.

Ft.

Ft.

===

Lb.

Lb.

12. 0

4 10’ 40’

3 35’ 105’=3 35’ 105’

=4 10’ 40’

3’ - 3’’

V1

V2

V3

V4

L 1

S0

S1

S2

S3

T1

T2

T3

T4

T5

U1

U2

U3

U4

12. 0

32

32

36

36

42’ - 8’’

34’ - 4’’

34’ - 4’’

37’ - 8’’

42’ - 8’’

34’ - 4’’

3’ - 6’’

4’ - 3’’

5’ - 9’’

4’ - 7’’

9’ - 8’’

6’ - 0’’

2’ - 10’’

10’ - 4’’

13’ - 2’’

12’ - 4’’

1 1’ - 4’’

10’ - 6’’

34

’ -

4’’ 2’

- 2’’

4’

- 4’’

2’

- 9

’’

1’

- 7’’

1’

- 1’’

1’

- 9

’’

þÿ�1�’� �-�

þÿ�1�’� �-�

1’ - 8’’

4’

- 3

’’

Abutment

1’ - 0’’

S3

T5

T2

S0

T3

S2

T5

T3

T4

T2

S0

T3

S1

U2

T1

U3

U4

S2

U1

T4

T2

3’’

S0

1’ - 0’’

(Typ.)

S1

U2

2’

- 0’’

(T

yp.)

T1

3’’3

’’

U3 3’’

T3

T3

T4

=

1’’

Cl.

Back Face

Back Face

Back Face

Steel Pile HP 10 X 42

CL

þÿ�4

� ��’

�’� �C

�l

1’ - 0’’

CL

Abutment

CL

( U

1

bar

)

Abutment

Construction JointConstruction Joint

V1

3’- 4’’

Front Face Front Face

Front Face

SEC. C C-

5’

- 7’’

5’

- 2’’

4’

- 8

’’

B

C

1 1’

’1

2’’

3’’

4 S

paces

10

’’

3’

- 4

’’=

L 1

4 S

paces 1

0’’

V1

V2

V3

V4

1 7

SEC. B B-SEC. A A-

15MARCH 2005


EDMUNDS COUNTY


14

1

Steel Pile HP 10 X 42

(Typ.)

S1 - Front Face

S0 - Back Face

U1 U2

L 1

T2 - Back Face

T1 - Front Face

T4 - Back Face

2 - S2

T4U3

6’’ =U1, U2, U3 & L 1 bars ~ 15 Spaces 12’’ 15 - 0’’

T1 - Front Face

4

1003 1003

994 994

8. 2 8. 2

1 40’ 40’ 1 40’ 40’

SEC. 14/23-T123N-R66W

þÿ�3

�

Varie

s

12’’

Begin Bridge Sta. 16 14. 00

End Bridge Sta. 1 7 16. 75

1

2

3

4

5

7

Title Block

REQUIRED LIST

Project Block

Plan View

Elevation View

Reinforcing Schedule

Estimated Quantities

6

1

3

2

4

7 7

7

6

5

Reference


Sections as Requried

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

CHECKED BY


DM/MMLSDM/MM


SEC. A - A

TOP STEEL BOTTOM STEEL

Column

ELEVATION

Constr. Joint (Typ. )

Slope 0. 02 ft. /ft.

4’’ Level

F1C L

Bent

CL

A

B

B

=

A41

2’’

12

’’

1’ - 9’’

4’’

(Typ. )

þÿ�2

�’� �-

�

3’ - 2’’

CL

5’ - 3’’

2’’

F2

Rdwy

H1

Dril

led

Sh

aft

Bent No. 3 Elev. 1377. 67



Groundline Elevation

5’ - 5’’ 8’ - 5’’

3’ - 0’’ D D

41

’ -

0’’

CL

Column

A

3’’

C

=

3’ - 2’’

F3

C

6’’

J1

3’ - 0’’

3’’

Cl.

Min

.

1 7’ - 0’’ 1 7’ - 0’’

34’ - 0’’

34’ - 8’’ ( Overall )


16’ - 0’’ 16’ - 0’’

1 7’ - 0’’

2 - G1

4 - F5

2 - G12 - F4

4 - F1 & 4 - F2

1’ - 4’’ 1’ - 4’’

2 - G4

8 Spaces 12’’ 8’ - 0’’10’ - 0’’

3’

- 0’’

Proje

cti

on

Brid

ge

Dril

led

Sh

aft

Ex

cav

ati

on

4 - F3

Substructure shoring shall remain in place

SEC. C - C

F5

F4

F2

F1

Varie

s

2’’

Cl.

(Typ. )

Cl.

Co

v.

SEC. B - B

G1 G1

G1

G1

þÿ�3

�

6 Equal Spaces

A4

7 Equal Spaces

NOTE:

until Superstructure shoring is removed.

F2 bars are to be placed symmetrically between

columns.

þÿ�3� þÿ�3�

F3

Cl.

Co

v.

þÿ�3

�

Constr. Joint

(G3

)(G

1)

Spiral



Type 1

12

Type S3

G4

Exact

Exact

Str.

Str.

Str.

S3

2

F3

J1

Type 1A

4

6

4

4

4

A4

H1

Type T1

(for One Bent)

þÿ�I�n�c�l�u�d�e�s� �S�p�a�c�e�r� �B�a�r�s�:� � �1�8�6� �L�b�s�.� � � � �p�e�r� �

ITEM UNITQUANTITY


=

Bent No. 2 Bent No. 3

F1

F2

F3

F4

F5

G1

G2

G3

G4

H1

J1

4

28

2

1

Str.

19B

S3

T1

1A

Spiral

Class A45 Concrete, Bridge

Reinforcing Steel


Drilled Shaft Excavation

Class A45 Concrete, Drilled Shaft

38’’ Permanent Casing

Cu. Yd.

Cu. Yd.

Cu. Yd.

Lb.

Lb.

Ft.

3’ - 0’’ Drilled Shaft Excavation per foot of depth per column equals 0. 262 Cu. Yds.

7 36’ - 10’’

4 8 23’ - 6’’

8 1 7’ - 0’’

Type 19B

8 4 8’ - 5’’

33’ - 8’’

33’ - 8’’

4

9

34’ - 4’’

þÿ�2

1’ - 10’’


EDMUNDS COUNTY

5’’

Const. Joint (Typ.)

3’ - 2’’

7 - A4

Permanent Casing (Typ.)

Bottom of Casing

Elev. 1397. 00

3’

- 4

’’

1’

- 8’’

1’

- 8’’

G4

3’ - 4’’

F5

F4Varie

s

2’’

Cl.

(Typ. )

G3

G3

6 Equal Spaces

A4

þÿ�3� þÿ�3�

3’ - 4’’

G4

Lbs. per Lin. Ft. regardless of type furnished.

2 22’ 44’ =2 22’ 44’

43’ - 9’’

1400

14. 8

22. 8

1400

14. 9

22. 8

3’ - 3’’4

68

12

12

9A4

2’

- 6’’

G3

G2

G1

SEC. D - D

H1

3’ - 0’’

J1

Cl. Cov.

3’’

4G5 T12

4

S3

G5

G5

G5


Bars to be Epoxy Coated.

þÿ�S�p�i�r�a�l�s� �-� � �U�s�e� �6�’�’� � �p�i�t�c�h� �a�n�d

þÿ�U�s�e� �1� � �� t�u�r�n�s� �f�o�r� �l�a�p� �a�t� �s

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.

3’ - 2’’ Drilled Shaft Excavation per foot of depth per column equals 0. 292 Cu. Yds.

2’

- 7’’

8’ - 3’’

1’ - 2’’þÿ�9� þÿ�9�

H1

3

45’ - 0’’

13’ - 2’’

10’ - 1 1’’

7’ - 3’’

7’ - 9’’

2’

- 3’’

1’

- 9’’

3’ - 0’’

G1

G2 & G3

3’

- 3’’

þÿ�3

�’�

�-�

1’ - 10’’

3’ - 0’’

G4

5694 5694

FOR

+STR. NO. 23-466-090

+STA. 16 14. 00 TO 17 16. 75 BRF 3134(01)276



0 SKEW

HS25-44

(& ALT.)


BENT DETAILS

OF7 15MARCH 2005

1’

- 6’’

1’

- 6’’



7’’

4’ - 7’’

5 Spaces 1 1’’

G5

18

’’

Roughen Concrete (Typ. )

Roughen Conc.

(Typ.)

Constr. Joint (Typ. )

Roughen Concrete (Typ. )

G5

SEC. 14/23-T123N-R66W

2-G2 2-G1

2-G1

2-G1

2-G1

2-G2

2-G3

G2

G2

G3

SEC. E - E

H1

3’ - 2’’

J1

Cl. Cov.

3’’

Permanent

Casing

E E

Cla

ss A

45

Co

ncre

teC

on

cre

te

Cla

ss A

45

2-G3

CSL Access Tubes

CSL Access Tubes

Top of Casing

664’ - 6’’

8. 5 8. 5


1

2

3

4

5

7

8

Title Block

REQUIRED LIST

Project Block



6 Elevation View

Plan Section

Sections as Required

Standard Notes

1

4

2

3

7

7

7

75

6


8

Reference

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.



LSDM/MM DM/MM

FOR

+STR. NO. 23-466-090

+STA. 16 14. 00 TO 17 16. 75 BRF 3134(01)276



OF8

0 SKEW

HS25-44

(& ALT.)

SUPERSTRUCTURE DETAILS


I TEM UNI T QUANTI TY

HALF LONGITUDINAL SECTIONAL VIEW

Optional Construction Joint

12’’

6’’

Construction Joint

C1

C1

12’’

6’’

1’’ Cl. Cover

7’’7’’

12’’

6’’

C1

2’-

8’’

C1

12’’

6’’

6’’

12’’

C1

6’’

12’’

C1

CL

CL

Bent No. 2 or 3

CAMBER DIAGRAM

Camber is calculated for dead load deflection plus plastic flow and has been

the elevations of the top of the finished roadway slab.

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

L

NOTES-


C2

12

B4

Type 1A

Type T1

6’’

9’’

C1

7’’

9’’

C10

C12

C13

Type 1 7

B20

Type 19B

12

þÿ

C1

3

C1

2

B18

12

3

B5

=

=

==

2’’

B5

3’’

1

0’’

1

’- 7

’’

B13

B13

B13

B13

Abut. No. 1 or 4

Sym. Abt. C Bridge

A3

A2

A3

A1

A3

A2A1

A3A3

A2A1

All reinforcing steel shall be epoxy coated.


-SEC. A A

SEC. B B-

SEC. C C-

Str.

A2 Str.

A3

B1 Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.12

4 Str.

4 19B8

812

5 Str.12

6 1 7A12

4 Str.

5C1

5 S1 1

54

54

5

5

5

5

5

616

516

6 1 74

5 1 74

1A

B2

B3

B4

B5

B6

B7

B8

B9

B10

B1 1

B12

B13

B15

B16

B1 7

B18

B19

B20

B21

1A

19B

C2

C3

C4

C5

C6

C7

C8

C9

C10

C1 1

C12

C13

4

4

4

4

4

T1

T1

T1

T1

T1

Type S1 1

þÿ�3�

Class A45 Concrete, Bridge Deck

End of B4,

B6, B8 & B10

9’’

Bent

Sym. Abt.

Bridge

CL

S2

See Abut. Details

C AbutmentL 12’’

B2B3

B10

B6B8

Min. Lap

(Bottom)

B4 B1

B7 B1 1 B9

(Top)

(Bottom)=

= =

=

7’’ 7’’

2’’

þÿ�2� ��’�’� �C

Level across curb.

See DETAIL ’’D’’

Note: Place B9 and B1 1 bars

symmetrically about center

of interior span.

Emergency Const. Jt.

See Detail ’’E’’

1’’ Cl. Cover (Typ.)

3’’

DETAIL ’’D’’

3’’ 3

’’

Cu. Yd.

Lb.

Bend in field as necessary to fit.

Type 1 7A

þÿ�7�

þÿ�7�

C1 1

C6

C7

C8

C9

9’’

þÿ�8�

8’’

7’’

þÿ�6�

1’- 6’’

CL

( T

yp

. )

B4 12’’

B8 24’’

B6 12’’

B10 24’’

B1 7

Rustication not Optional

Rustication not Optional

=(Top) (Top) (Top)

A4 ( See Bent Details )

B

B

A

A

C

C



( End Span ) ( Interior Span )

DETAIL ‘‘E’’

1’’

þÿ �� P�o�i�n�t

1’’

2’’

5’ - 0’’

5’ - 0’’

5’ - 0’’

S1 1

S1 1

S1 1

C3 þÿ�4�

5’’C4

6’’C5

Type S1 1

3’ - 9’’

16’ - 0’’ 16’ - 0’’

7’ - 9’’

6’’

4’’

þÿ�1

�’� �-

�

A1 141

64

6

5

6

34’ - 4’’

34’ - 4’’

6’ - 3’’

9

9

8

44’ - 6’’

32 16’ - 3’’

21’ - 10’’34

64 8 13’ - 9’’

20 5 31’ - 9’’

64 9

9

9

8

9

8

5

5

31’ - 3’’

32 38’ - 9’’

32

16 18’ - 0’’

34 24’ - 0’’

22’ - 6’’

24

10

41’ - 0’’

38’ - 9’’

4 50’ - 6’’

8 51’ - 9’’

188 6’ - 4’’

160

6’ - 0’’

15’ - 0’’

8’ - 6’’

4’ - 3’’

2’ - 4’’

5’ - 1’’

6’ - 8’’

6’ - 9’’

6’ - 1 1’’

7’ - 0’’

7’ - 1’’

5’ - 4’’

1’ - 1’’

þÿ�1�

þÿ�2

�’� �-

�

2’

- 4

’’

2’

- 4’’

þÿ�2

�’� �-

�

3’ - 0’’

1’ - 0’’

B18

B1 7

7’ - 6’’ Transition3’ - 0’’1’ - 6’’

6’ - 2’’

31’ - 0’’ 38’ - 9’’

102’ - 9’’ Overall

36’ - 0’’

7’ - 9’’

31’ - 0’’ 38’ - 9’’

102’ - 9’’

1’ - 0’’

0.

03

5’

0.

04

0’

0.

01

6’

0. 018’

0. 037’

7’ - 6’’


31’ - 0’’

30’ - 0’’

31’ - 0’’

32’ - 0’’

=

==

30’ - 0’’

31’ - 0’’

32’ - 0’’

=

==

32’ - 0’’

31’ - 0’’

30’ - 0’’

B9 24’’

B7 12’’

B3 24’’

B2 24’’

B1 1 24’’

B1 12’’

31’ - 0’’B1 12’’ =

= 31’ - 0’’B7 12’’

18’’ Haunch

þÿ�1�3� ��’

28’ - 0’’

þÿ�1�3� ��

4’ - 9’’ Min. Lap

18’’ þÿ�1�8�

T1A

12’ - 10’’

Type T1A

50763

Concrete Quantity for Barrier Curb is 0. 0842 cu. yd./ft. and Concrete Quantity

21’ - 2’’

8’’ 4’ - 8’’

16’’ (Top)1 7’ - 4’’

8’’

4’ - 0’’ 4’ - 0’’

þÿ�7�’� �-� 16’’ 24’ - 0’’

A1 8’’

þÿ�9�’� �-�7’ - 9’’ 7’ - 9’’ 7’ - 9’’ þÿ�9�’� �-�

A2

A3 A3

A1

5’ - 7’’

94

1 7

5

3’ - 8’’

6’ - 6’’

MARCH 2005


EDMUNDS COUNTY


15

=16’’ (Top)18’ - 8’’A2 =8’’A2 4’ - 8’’ 8’’A2 5’ - 4’’= 16’’A2 = 25’ - 4’’ (Top)

94

21’ - 3’’

4 - B13

4 - B54 - B5

4 - B13

4 - B13

4 - B13

SEC. 14/23-T123N-R66W

10’ - 1 1’’

þÿ�8�’� �-�

Crown Slope 0. 02’ ft. /ft. ( Typ. )

LC

Bent

LC

Abut.

þÿ�9�’� �-�0. 000’

0. 000’

Note: All barrier curb details shown

Concrete Penetrating Sealer

Each 4

Sq. yd. 363

1 76. 8

2’

- 8

’’

þÿ�1

�’� �-

�þÿ�1

�’� �-

�

þÿ�1

�’�

�-�

Deck Drain, Slab Bridge

2’’

þÿ��

20

2’’

þÿ�C�h�a�m�f

( conforms to crown slope )

4’ - 0’’ on center

4’’

1’’ Installation Hole

DETAIL ‘‘Y’’

( See Notes Regarding Armor Angle Assembly)

þÿ�2�

See DETAIL ‘‘Y’’

þÿ�6�’�’� � �X� �4�’�’� � �X� �

and Deck Drain Details

on End Block, Barrier Curb

1’ - 0’’

1’ - 0’’

6’’

Type T1A

T1A

Abut. No. 1 shown, Abut. No. 4 similar

by rotation except as shown.

Includes 1595 lbs. of Structural Steel in the Armor Assembly.

Concrete Quantity for one 12 ft. End Block is 1. 1659 cu. yd.

3’’

þÿ� �3�2� �~� ��’�’� � � � � �X� �1�2�’�’� �l�o

Deformed Bar Anchor Studs bent at 20 and spaced at 12’’

þÿ� �3�1� �~� ��’�’� � � � � �X� �1�2�’

Welded Deformed Bar Anchor Studs spaced at 12’’

31 ~ 1’’ holes spaced at 12’’

1

2

3

Title Block

REQUIRED LIST

Project Block

Fill out remainder of Std. Base Sheet

1

2


Reference

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.



LSDM/MM DM/MM

FOR

+STR. NO. 23-466-090

+STA. 16 14. 00 TO 17 16. 75 BRF 3134(01)276



9

0 SKEW

HS25-44

(& ALT.)

4’’

B15

C6

C1

1’

- 1’’

2’’ Cl.

C1

C2

3’’

8’’

þÿ�1

�’�-

� �

þÿ�4

�

1’- 6’’

2’- 4’’

4’- 6’’

þÿ�7

� �

þÿ�4

� �þÿ

�8� �

4’’

3’’

1 1’

’

Begin or

End Bridge

PART PLAN

Optional Constr. Joint

Make level across Curb

VIEW A - A

RECESS DETAIL

Sides may be beveled slightly

þÿ�1� �

to facilitate form removal.

ISOMETRIC

VIEW

See RECESS DETAIL

3’- 0’’

41

1 1

’’

þÿ�4

�

B5B5

B21 B21B21

B21B21

B5 B5 B5

B12

B16 B16

1’’ Cl.

4’’

4

’’

4’’

4

’’

2’’

2’’

Cl.

þÿ�1� ��’

þÿ�4�

8’’

B5B5

B5 B5

B5

2’’ Cl.

1’- 0’’

þÿ�5�

Construction Joint,

C1 1

þÿ�7�

SEC. C C-

B18

B19

B20

C12

C13

B15

B18

-VIEW B B SEC. D D-

B16

C10

- ESEC. E

B15

B18

B15

B1 7

- FSEC. F - GSEC. G

A A

B

B

See Std. P No. 630. 92L

1’

- 9’’

2’

- 8

’’

1’

- 4’’

2’

- 8’’

1’

- 9

’’

4’ - 6’’

3’ - 0’’ 1’ - 6’’

7’’ 7’’

1’’

1’’

þÿ��Optional

Constr. Jt.

10

’’

þÿ�S�l�o�p�e� �S�l�a�b� �

drain from 12’’ away on 3 sides.

2’’

1’’

2’’

DECK DRAIN DETAIL

4’’ PVC Pipe

þÿ�4� ��’�’� � � �

See DETAIL ’’X’’

DETAIL ’’X’’

1

1

þÿ �

Inside Face

of Pipe

þÿ��

1’

- 2

’’

2’

- 8

’’

1’

- 7

’’

1’ - 4’’

Drip Groove

Rustication

2’’

1’’

þÿ��

3’’

(not optional)

1 ’

’

See Deck Drain Detail

1’- 0’’

DRAIN AND BARRIER DETAILS

Continuous

END BLOCK, BARRIER CURB AND DECK DRAIN DETAILS

( See General Drawing for spacing of Deck Drains

and Deck Drains in Notes. )

Schedule in Superstructure Details.

1’ - 4’’

NOTE -

For listing of re - bars, see Reinforcing

MARCH 2005


EDMUNDS COUNTY


15

B19

B20

C13

C12

C1 1C9 C7C8 C6 C5 C4 C3

C1

7’’

7’’

C2

C10 B16

C13

B19

B18 C1 1

B20

B1 7 B15

C3

C4C5

C6

C7C8C9

3’’ 6’’

ELEVATION

PLAN

C12 C10

B12

B21

C2

B16

B5

B5

=

=

=

=

=

=

=

C1

Min. Lap

2’’

3 Spaces

5’’

C D E

C D E

F

F

G

G

( C1 & C2 bars ) 77 Spaces 12’’ 77’ - 0’’

3’ - 6’’

1’ - 6’’ 3’ - 0’’ 7’ - 6’’

12’ - 0’’

7 Spaces 12’’ 7’ - 0’’3 Spaces 12’’ 3’ - 0’’

Min Lap 2’ - 6’’

1’

- 4’’

Min. Lap 1’ - 0’’

þÿ�1�0�

2 - B19

2 - B20

2 - B214 - B5

1’ - 3’’

3 - B12

2 - B5

3 - B15

3 - B182 - B1 7

OF

Place as shown in Superstructure Details.

Construction Joint

Level across curb

Roughen ConcreteSEC. 14/23-T123N-R66W

þÿ�1

�3�

1

2

3

Title Block

REQUIRED LIST

Project Block

Fill out remainder of Std. Base Sheet

1

2


Reference

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.



LS DM/MMDM/MM

FOR

+STR. NO. 23-466-090

+STA. 16 14. 00 TO 17 16. 75 BRF 3134(01)276



OF

0 SKEW

HS25-44

(& ALT.)

DETAILS OF BRIDGE END BACKFILL

15MARCH 2005


EDMUNDS COUNTY


10

SEC. B - B

End of pipe shall protrude 6’’

SEC. C - C

DETAIL ‘‘X’’

Non-pervious Backfill Material.

Backfill to be compacted to the

satisfaction of the Engineer.

Porous Backfill

Vertical Composite Drain

6 Mil Polyethylene Sheeting


Granular Bridge End Backfill

Abutment Backwall

5’ - 0’’ 5’ - 0’’ 4’’ Std. Black

Steel Pipe (Typ.)

1’ - 0’’ 3’ - 0’’

1’

- 0’’

1’

- 0’’

LC

Abut. No. 1

1’

- 0’’

1’ - 6’’

þÿ�1

�6�’

� �-

�

beyond surface of berm slope. (Typ.)

ITEM UNIT


Cu.Yd.

4’’ Underdrain Pipe

Porous Backfill

129

Cu.Yd.Granular Bridge End Backfill

Bridge End Embankment

Ft.

Ton

20 ft.

89 ft.

20 ft.

(For 2 Abutments and 2 Approach Slab Underdrains)

Shrinkage Factor of 1. 25 used.

QUANTITY

For estimating purposes only, a factor of 1. 89 tons/cu. yd.

was used to convert Cu. Yds. to Tons.

LC

Rdwy

9’’

Backfill to be compacted to the

satisfaction of the Engineer.

Non-pervious Backfill Material.

3

1

3

19’’

Porous Backfill

1’

- 0’’


4’’ Dia. Corrugated Polyethylene

Drainage Tubing.

3

1

3

1

þÿ�3�2�’� �-

Top of Finished Roadway

on Approach Slab



Bridge Berm

Abutment

See DETAIL ‘‘X’’

3’ - 0’’

6 Mil Polyethylene Sheeting

Porous Backfill


16

’’


2

1

Benched according to Section 120. 3. B. 1

of the Construction Specifications.

Top of Subgrade

(at Roadway)

SEC. A A-

Su

rfacin

g

1

1

CL

1’ - 0’’

PLAN

18

665

23

64 Sq. yd.

71

’ -

8’’

-+

8’

- 1

0’’

-+8

’ -

10

’’-+

27

’ -

0’’

27

’ -

0’’

3:

13:

1

NOTE: Bridge End Backfill shown adjacent to Abut. No. 1.

Abut. No. 4 similar by rotation except as shown.

B

B

C

C

LC

Rdw

yA A

þÿ�1

�6�’

� �-

�

Rodent Screen (Typ.)

44

’ -

6’’ ~

4’’

Dia

. C

orru

gate

d P

oly

eth

yle

ne P

erfo

rate

d D

rain

ag

e T

ub

ing

þÿ�S

�l�o

�p�e

� �D

�r�a

�i�n

þÿ�S

�l�o

�p�e

� �D

�r�a

�i�n

Subgrade Shoulder

Subgrade Shoulder

SEC. 14/23-T123N-R66W

4’’ Dia. Corrugated Polyethylene

Perforated Drainage Tubing

þÿ�3�3�’� �-� �1�0� ��’�’� �w�i�d�t�h� �o�f� �G�r�a�n�u


7’ - 0’’

4’’ Corrugated Polyethylene

Drainage Tubing (Typ.)

Limits of Bridge End Embankment Bridge End Embankment


þÿ�S�l�o�p�e� ��’�’

2. Type B Drainage Fabric

3. 4’’ Dia. Corrugated Polyethylene Perforated Drainage Tubing

1. 6 mil Polyethylene sheeting (not including laps)

6. Vertical Composite Drain

5. 4’’ Dia Black Steel Pipe with Rodent Screens

4. 4’’ Dia. Corrugated Polyethylene Drainage Tubing

Items 1 and 2 are approximate quantities contained in the Granular Bridge

End Backfill bid item and are for information only.

Items 3 thru 6 are approximate quantities contained in the 4’’ Underdrain

Pipe bid item and are for information only.

299 Sq. ft.

267 Sq. ft.

Top of Subgrade

Top of Subgrade

Surfacing

þÿ�3�

3�’�

�-� �

1�0�

��’

�’� �

w�i�

d�t�h

� �o�

f� �G

�r�a

�n�u

�l�a�

r� �B

�r�i�

d�g�

e�

4’’

Top of Vertical Composite Drain

þÿ�S�l�o�p�e�:� � �

1

2

3

4

5

7

8

Title Block

REQUIRED LIST

Project Block

Plan View


6

Sec.A-A at Center Line

Detail "X"

1

2

3

4

5

6

Section at Abutment Face

Section at Sleeper Slab

7

8


Reference

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

FOR

DETAILS OF APPROACH SLAB ADJACENT TO BRIDGE

Mk. No. LengthSize Type


Bending Details

c1

d1

d2

e1

e2

g1

144 g2

g3

g4

4

1’- 5’’

Type T2

d2

Type 2

5’’

d1


ITEM UNIT QUANTITY


Sq. Yd.

Sq. Yd.

1.

2.

3.

4.

5.

Cu. Yds. Concrete in Sleeper Slabs.

Lbs. Epoxy Coated Re-Steel in Approach Slabs.

Cu. Yds. Concrete in Approach Slabs.

Lbs. Epoxy Coated Re-Steel in Sleeper Slabs.

Items 1 thru 5 are approximate quantities contained in the above

Lbs. Structural Steel in Armor Assembly

a3

1

1

a3 3’- 4’’

2’- 0’

’

Type 19A

1’-

3’’

( For Two Approach Slabs & Two Sleeper Slabs )

bid items and are for information only.

NOTE:

48

4

49

’’’’

’’

3’’R.

þÿ�1� �1�

þÿ�7�

g3

g1 g2

g4

þÿ��’�’� �

DETAIL ’’Y’’

0. 02 ft/ft Slope

e1

2’- 0’’ 2’- 0’’

Drop Inlet

CL

2’-

9’’

DETAIL ’’Z’’

e Bars

g Bars

1’-

3’’

a3

Cut all bars in area of

drop inlet as shown.

Add a3 bar at top and bottom

layer of steel as shown.

( Typical plan for steel revision when

þÿ�1� �

5’’ 4’’

Approach SlabJoint

þÿ�1�0�

Sleeper Slab

Sleeper Slab

CL

G

G

9’’

6’’ 4’- 0’’

Curb Transition

Top of Curb

Sleeper Slab

Approach Slab

18 ga. galv. sheet metal ( Cut

extension ) See DETAIL ’’J’’.

#

D-

PLAN - DETAIL ’’J’’

1 1’

’

-

VIEW D

in field to accommodate seal

4’’

sheet metal

18 ga. galv.#

Faste

ners (

2)

C L

CL

approved by the Engineer.

has been poured. Use fasteners

to Sleeper Slab only, after slab#Attach 18 ga. galv. Sheet Metal

e2

that will not spall concrete, as

1’’

2’’

cl.

þÿ�2� ��’

All bars to be epoxy coated.

SEC. C C-

- GSEC. G

-SEC. A A

- ESEC. E

e2

e1

B

A

C

= =B

ott

om

Ste

el

~ 7

5 S

paces 6

’’ 37’- 6

’’

To

p S

teel

~ 2

5 S

paces

18

’’

3

7’- 6

’’

PLAN

Top Ste

el

Bottom

Ste

el

þÿ�2

� þÿ�2

�

þÿ�2

� þÿ�2

�

þÿ�3

�7�’

�-�

D D

A

3’’ 9’’

20’- 0’’

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

C

g2

3’’ 3’’

20’- 0’’

=Top Steel ~ 13 Spaces 18’’ 19’- 6’’

C L

See DETAIL ’’X’’

+End Bridge

Abut. No. 1CL CL

B

h1

þÿ��’�’� �P�r�e�f�o�r�m

Joint Material

End Block

Approach Slab

Wing Wall

44. 2

12680

1888

1 72. 3

1

1

4

4

5

19A

4

6

4

8

4

6’ - 0’’

20’- 2’’

19’- 8’’

20’- 2’’

19’- 8’’

37’- 7’’

6’- 1’’

37’- 7’’

7’- 4’’

37’- 7’’

Str.

Str.

Str.

Str.

Str.

Str.

Str.

T2

2

Str.

152

76

40

28

8

8

8

4

DETAIL ’’X’’

E

E

þÿ &�’�’� � � �

þÿ�5

�

þÿ�1

� �1

�

=T

op

An

ch

ors ~

37

Sp

aces

12

’’

3

7’- 0

’’

Drop Inlet

36

Sp

aces

12

’’

3

6’- 0

’’

=

+Begin Bridge

h1

g3 g4

þÿ�5

� =

d1 &

d2 b

ars ~

37 S

paces 1

2’’ 37’- 0

’’

g1

F

F

þÿ�5

�

þÿ�5

�

þÿ�1

� �1

�A

rmo

r A

ssem

bly

See DETAIL ’’Z’’

drop inlet is used. )

Bo

tto

m A

nch

ors &

1’’

B

leed

er H

ole

s

Inserts

+

h1 4 6 35’- 8’’ Str.

g5 50 4

similar opposite hand except as shown.)

g5

Z2 7 Str.2’ - 0’’

Concrete Approach Sleeper Slab for Bridge

(For Two Approach Slabs and Two Sleeper Slabs)

In-Place Z1 9’’

Mechanical Splice (Typ.)

Z2 9’’

(S

leep

er S

lab

)

96

2’’

cl.

2’’

cl.

2’’ cl.

1’- 9’’

Sleeper Slab

Appr. Slab

1

1

2’’ cl.

9’’

9’’

(Sleeper Slab)

for joint details.

c1

2’’

cl.

1’’

d2 d1

++

See DETAIL ‘‘Y’’

SEC. B B-

End Block

Fill with Hot-Poured

’’

Elastic Joint Sealer (Typ. )

Joint Material

Preformed Expansionþÿ��

þÿ��

þÿ��’�’�

þÿ�8

�

9’’

þÿ��’�’� � � � � �X� �1�2�’�’� �l�o�n�g�

Deformed Bar Anchor Studs bent at 20.

Welded Deformed Bar Anchor Studs.

þÿ��’�’� � � � � �X� �1�2�’�’� �l

2’’

þÿ��

20

2’’

þÿ�C�h�a�m�f

1’’ hole

( conforms to crown slope )

þÿ�6�’�’� � �X� �4�’�’� � �X� ��’

4’ - 0’’

þÿ�2�

on center

4’’

1’’ Installation Hole

9’’

9’’

Elastic Joint Sealer ( Typ. )

þÿ ��’�’� �x� ��’�’� � �D�e

filled with Hot-Poured

c1

Z1 9’’

The portion of the sleeper slab directly under the

Steel trowel and coat

sheetingpolyethylenewith asphalt paint or place 6 mil

to prevent bonding of concrete. ( Typ. )

1’’

d2d1

A double thickness of plastic sheeting to prevent

bond to bridge end backfill shall be placed between

e bars

g bars

g bars

e bars

movable slabs shall be smooth.

g5

Z2 9’’

Z1 bars and Mechanical Rebar Splices are listed and included

Mechanical Rebar Splice

Sleeper Slab see

SEC. B - B

in superstructure quantities.

þÿ�6�’�’� �x� �4�’�’� �x� ��’

Sleeper Slab

Note: Elevations top of Armor

Assembly on Sleeper Slab

at this Location

Concrete Approach Slab for Bridge

Slo

pe 0

. 02 f

t. /

ft.

Slo

pe 0

. 02 f

t. /

ft.

þÿ�3

�

VIEW F F

Assembly Sheet No. 3 of 1 7.)( See notes regarding Armor

h1

(Shown adj. to Abut No. 1, Abut No. 4

T. S. Elev. 1666. 70

T. S. Elev. 1666. 70

T. S. Elev. 1667. 13

T. S. Elev. 1667. 13

Abut. No. 4

Rd

wy

Sta. 40 49. 05

þÿ�4

�

þÿ�4

�

Sta. 39 44. 55

32

5’ - 0’’

4’ - 2’’

37. 9

13. 6

2071

Sta. 39 22. 58 (Begin Bridge)

Sta. 40 71. 02 (End Bridge)

4’- 6’’

6 Equal Spaces

Constr. Jt.

See Sheet No. 9 of 1 7.

backfill and slab in this area. See Sheet No. 1 1 of 1 7.

See Sheet No. 13 of 1 7

Sta. 39 29. 47

1 7. 62’ Lt.

Drop Inlet

See DETAIL ’’Z’’

+Sta. 39 29. 47

1 7. 62’ Rt.

Approach Slab



+STR. NO. 23-466-090

+STA. 16 14. 00 TO 17 16. 75 BRF 3134(01)276



OF 15

0 SKEW

HS25-44

(& ALT.)

DM/MM DM/MM


MARCH 2005

EDMUNDS COUNTY

SEC. 14/23-T123N-R66W

CHECKED BY

LS


REQUIRED LIST

1

2

3

4

6

7

8

Title Block

Project Block


Sections as Required


9

Plan View5

Section A-A at Centerline

Sleeper Slab Section10

Armor Angle Assembly11

12 Drop Inlet Detail

Joint Filler Details

Joint End Plate

1

4

7

7

3

2

12

9

9

8

8

11

6

5

7

10

Reference


1 1

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

FOR

APPROACH SLAB JOINT DETAILS

ITEM UNIT QUANTITY


TEMP. DIMENSION ’’X’’

30

40

50

60

70

80

90

10’’ 2’’

1’’

10’’ 2’’

1’’

CL

Plate

CL

Plate

CL

Plate

CL

Plate

CL

Plate

CL

Plate

Concrete Anchors

Concrete Anchors

PLAN OF STRIP SEAL

=

=

þÿ�1�’�-�

þÿ�1� �1� þÿ�1� �1�

þÿ�1�’�-�

þÿ�1� �1�þÿ�1� �1�

Strip Seal Expansion Joint

VIEW B - B

4’’ þÿ�7�

surface of Concrete

Approach Slab

þÿ�2�’�’� �x� �2�

welded steel plates

Top of Strip Seal to conform to

4’’

( For Two Approach Slabs )

( Neoprene Seal not shown )

Overall

GENERAL NOTES:

to Type A steel studs of Section 7 of the latest edition of the ANSI /AWS D1. 1 Structural Welding Code-Steel.

2. Material for the neoprene seal shall conform to ASTM D2628 modified to omit the recovery test. No splices

will be permitted in the neoprene seal.

3. The lubricant-adhesive used to install the neoprene seal shall conform to the requirements of ASTM D4070. The

neoprene seal and the lubricant adhesive should be supplied or recommended by the same source as they must be compatible.

4. The installation of the neoprene seal shall be as recommended by its Manufacturer and approved by the Engineer,

but in general shall be as follows: The neoprene seal shall be installed and bonded to the steel extrusion

with a high-solids lubricant adhesive. The neoprene surfaces shall be roughened with a wire brush before the

application of the lubricant adhesive. The neoprene seal may be installed either prior to or after the time the

steel extrusions are concreted in the approach slabs. The steel extrusion shall be dry, clean, free from dirt,

grease and contaminants at the time the neoprene seal is installed.

5. Due to the length of the steel extrusions, splices are permitted. No welds shall be permitted in the internal

section of the extrusion where the neoprene seal is located. Weld details shall be shown on the shop plans for

approval by the Engineer. Welding shall be in accordance with latest edition of the ANSI/AWS D1. 1 Structural

Welding Code-Steel. Galvanize the steel extrusions and anything welded to them after all welding is completed. They

shall be galvanized in accordance with AASHTO M1 1 1 (ASTM A123). If welded splices are used subsequent to

galvanizing, the weld details and the procedures for preparing the surface for welding and repairing the galvanizing

6. The thickness and shape of the neoprene seal may vary from the sketch shown (DETAIL ‘‘C’’ on this sheet)

according to the manufacturer’s design; however, the wedge lugs must properly fit the groove in the steel extrusion.

Before installation, the shop plans of the proposed neoprene seal showing the fixed dimensions, thickness of

neoprene seal, and dimensions pertinent to the fit of the neoprene seal in the steel extrusion shall be

submitted to and approved by the Engineer.

7. Since the configuration and dimensions of the steel extrusion may vary according to each manufacturer’s design,

they need not conform exactly to that shown in DETAIL ’’D’’, however, any deviations from the plan shown configuration

or dimensions must be approved by the Office of Bridge Design.

8. The Strip Seal Expansion Joint supplier shall submit a detailed gland installation procedure with the shop

plans.

10. The neoprene seal shall be of sufficient length such that a minimum length of 6’’ shall extend beyond each

end of the steel extrusions.

1 1. The Strip Seal Expansion Joint will be measured in linear feet to the nearest one-tenth foot, complete in place.

Measurement will be made of the overall horizontal length. The Strip Seal Expansion Joint will be paid for at the

contract unit price per linear foot complete in place. Payment for this item shall be full compensation for

furnishing all the required materials in place, inclusive of labor, equipment and incidentals necessary to complete

the work in accordance with plans and the foregoing specifications.

þÿ� � �w�e�l�d�e�d� �s�t�e�e�l� � �p�l�a�t�e�s� �s�h�a�l�l� � �c�o�n�f�o�r�m� �t�o� �A�S�T�M� �A�3�6�.� � � �M�a�t�e�r�i�a

þÿ�1�.� � � � �M�a�t�e�r�i�a�l�s� �f�o�r� �t�h�e� �S�t�e�e�l� � �E�x�t�r�u�s�i�o�n� �s�h�a�l�l� � �c�o�n�f�o�r�m� �t�o� �A

DETAIL ’’C’’

Wedge Lug

Neoprene Seal shall have a

’’X’’

Neoprene Seal

See DETAIL ’’C’’

Hot Rolled Steel Extrusion

See DETAIL ’’D’’

þÿ�2�’�’� �x� �2�’�’� �x�

Steel Plates

G

þÿ

SEC. A - A

Surface of Concrete

Approach Slab

Anchors (Typ. )

(Typ. )

þÿ &�’�’� � �

þÿ��’�’� � � � � �x� �

Conforms to Approach Slab and Sleeper

Slab Surface ( Slope and Grade )

Surface of Concrete

Sleeper Slab

þÿ 9

þÿ�1�

2’’

Hot Rolled Steel Extrusion

DETAIL ’’D’’

þÿ�’�’�X�’�’� +

1’- 6’’

þÿ�(� �2�’�’� �x� �2�’�’� �x� �‘�’�’� � �

=þÿ�(� �2�’�’� �x� �2�’�’� �x� �‘�’�’� � �

CL

Plate

CL

Plate1’- 2’’ 1’- 2’’

B BA

A

4’’ movement capability.

after welding shall be included with the shop plans. Repair of galvanizing shall be by the zinc-based solder method in

conformance with ASTM A780.

6’’

Ft.

þÿ�3�7�’�-� �

35 Spaces 1’- 0’’ 35’ - 0’’

34 Spaces 1’- 0’’ 34’ - 0’’

8 Spaces 2’- 0’’ 16’ - 0’’ 8 Spaces 2’- 0’’ 16’ - 0’’=

75. 8

0. 02 ft. per ft. slope

2’’

þÿ�1� �

þÿ�2� �

Neoprene Seal (See

Note No. 10.)

þÿ�1�

þÿ�2�

þÿ�2�

þÿ�2�

9. The cost of welding shall be incidental to the contract unit price per foot for Strip Seal Expansion Joint.



+STR. NO. 23-466-090

+STA. 16 14. 00 TO 17 16. 75 BRF 3134(01)276



OF12 15

0 SKEW

HS25-44

(& ALT.)

DM/MM DM/MM


MARCH 2005

EDMUNDS COUNTY

SEC. 14/23-T123N-R66W

CHECKED BY

LS


1

2

REQUIRED LIST

1

2

3Title Block

Project Block

Fill out Remainder of

Standard Base Sheet

Reference


PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.



FOR

+STR. NO. 23-466-090

+STA. 16 23. 00 TO 17 25. 75 BRF 3134(01)276



OF12

0 SKEW

HS25-44

(& ALT.)

ITEM UNIT QUANTITY


Bridge Elevation Survey Lump Sum

L. S.

LOCATION

ELEVATION - BRIDGE SURVEY MARKER

STATION - OFFSET ELEVATION

Begin Bridge

End BridgeNOTE:

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

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

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

Location Location LocationElevation Elevation Elevation

22L 22C 22R

23L 23C 23R

Table of As-Built Elevations - Approach Roadway

Location Location LocationElevation Elevation Elevation

1 L

10L

12L

13L

10C

12C

13C

10R

12R

13R

1 C 1 R

Table of As-Built Elevations - Bridge Deck

2L

3L

4L

5L

6L

7L

8L

9L

1 1 L

2C

3C

4C

5C

6C

7C

8C

9C

1 1 C

2R

3R

4R

5R

6R

7R

8R

9R

1 1 R

14L

15L

16L

1 7L

18L

19L

20L

21L

14C

15C

16C

1 7C

18C

19C

20C

21C

14R

15R

16R

1 7R

18R

19R

20R

21R

The elevations to be recorded in these tables shall be based on the National

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

PLAN

LC

Abut. No. 1

LC

Abut. No. 4

LC LC

Bent No. 2 Bent No. 3

1’ - 0’’ 1’ - 0’’=

Approach Roadway Elevations Bridge Deck Elevations Approach Roadway ElevationsBridge Deck Elevations

=== =

Curbline

Curbline

1 L 2L 3L 4L 5L 6L 7L 8L 9L 10L 1 1L 12L 13L

1 C 2C 3C 4C 5C 6C 7C 9C8C 10C 1 1C 12C 13C

1 R 2R 3R 4R 5R 6R 7R 8R 9R 10R 1 1R 12R 13R

14L 15L 16L 1 7L 18L

14C 15C 16C 1 7C 18C

14R 15R 16R 1 7R 18R

19L 20L 21L

19C 20C 21C

19R 20R 21R 22R 23R

22C 23C

22L 23L

102’ - 9’’

4 Spaces 8’ - 0’’ 4 Spaces 8’ - 0’’

38’ - 9’’32’ - 0’’ 32’ - 0’’

LC

Roadw

ay

1’

- 0’’

1’

- 0’’

þÿ�4� �S�p�a�c�e�s� �

AS-BUILT ELEVATION SURVEY

DM/MMLSDM/MM

15MARCH 2005


EDMUNDS COUNTY


SEC. 14/23-T123N-R66W

5 spaces 20’ - 0’’ 100’ - 0’’5 spaces 20’ - 0’’ 100’ - 0’’

REQUIRED LIST

1

2

3

4

5

6

Title Block

Project Block

Estimate of Quantities

Plan View

Table for Shot Elevations

Bridge Survey Marker Table

3

1

5

5

6

4

2

Reference

Continuous Concrete 1 1

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

MARCH 2005

STR. NO. 23-466-090


OF 1513

REQUIRED LIST

1

2

3Title Block

Project Block

Insert Required Standard

Plate Sheets as Needed

1

2


Reference

460.05

PLATE NUMBER

S

D

D

O

TSheet 1 of 1

NOTES:

3. There will be no separate measurement or payment made for survey markers.

All costs for this work shall be incidental to the other contract items.

1. Survey markers shall be located at each abutment on the same side of

the bridge as the year plate. Place survey markers on abutment wings as

shown. Two survey markers will be required at each bridge.

2. Survey markers shall be of a type intended for installation in concrete,

þÿ�T�y�p�e� �C� �D�i�s�c� �w�i�t�h� �a�

Center survey marker on top,

Begin or End bridgeSurvey marker

February 19, 2001

level portion of abutment wing

Endblock

ABUTMENT WITH ABUTMENT WITH

Endblock

( Endblock on top of wings)

ABUTMENT WITH

Abutment wing

be made of solid brass or bronze, have a domed top and be either a 3’’ top

þÿ�d�i�a�m�e�t�e�r� �(�w�i�t�h� �a� ��’�’� �X� �2�’�’� �l�o�n�g� �r�i�b�b�e�d�

BRIDGE SURVEY MARKER

’’STRAIGHT’’ WINGS ’’SWEPT BACK’’ WINGS

’’SWEPT BACK’’ WINGS

+- 8’’

LL/2

LL/2

Center survey marker on top,

level portion of abutment wing

Endblock

460. 02

PLATE NUMBER

S

D

D

O

TSheet 1 of 1

YEAR PLATE DETAILS

PLACE

APPROPRIATE

NUMBER

HERE

PLACE

APPROPRIATE

NUMBER

HERE

1 7’’

þÿ�� 1’’ þÿ�2� � 1’’ þÿ�2� � 1’’ þÿ�2� � þÿ��

þÿ��

�þÿ

��

3’’

þÿ

��

þÿ��

�

6’’

YEAR PLATE DETAILS

NOTES:

and attached to the forms in such a manner that the finished imprint in the

the other contract items.

box culverts and bridges. The year plates shall be constructed in reverse

þÿ�1� � þÿ�1� �

1. Year plates of the general dimensions shown shall be constructed on all

þÿ�c�o�n�c�r�e�t�e� �d�o�e�s� �n�o�t� �e�x�c�e�e�d� �o

3. There will be no separate measurement or payment made for year plates

the upper sloped portion of the barrier approximately 5’- 6’’ from the end of

at each end of the bridge on opposite sides.

the bridge, or as designated by the Engineer. There shall be one year plate

endblocks, the year plate shall be centered vertically on the curb face approximately

bridges with ‘‘Jersey’’ shaped barrier endblocks, the year plate shall be centered on

six (6) inches from the end of the bridge, or as designated by the Engineer. On

b. On bridges with six (6) inch curbs or ‘‘Jersey’’ shaped barriers with no

End Brid

ge

End Bridge

Year Plate

Year Plate

End Bridge

Year Plate

JERSEY BARRIER TYPE B CURBJERSEY BARRIER

( With Endblock )

inches below the top of the upstream parapet wall and centered laterally on the

upstream face. On precast box culverts the year plate shall be centered laterally

with this location, the year plate shall be centered in an adjacent barrel.

on the upstream face of the top slab. Where an extended interior wall interferes

þÿ�a�.� � � � � �O�n� �c�a�s�t�-�i�n�-�p�l�a�c�e� �b�o�x� �c�u�l�v�e�r�t�s� �t�h�e� �y�e�a

5’- 6’’

Year Plate See Note 2 (c)


6’’


6’’

c. When the plans specify that both the original date of construction and the date of

reconstruction are to be shown, one date shall be placed as listed above and the

bridge on opposite sides.

other located adjacent to it. Both year plates shall be shown at each end of the

2. Year plates shall be located on structure (s) as follows:

þÿ�2� �

on box culverts and bridges. All costs for this work shall be incidental to

March 31, 2000

Published Date: 4th Qtr. 2008 Published Date: 4th Qtr. 2008

33

ESTIMATE OF STRUCTURE QUANTITIES - South Dakota … · superstructure consists of a 6.5” to 8”...

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Transcript of ESTIMATE OF STRUCTURE QUANTITIES - South Dakota … · superstructure consists of a 6.5” to 8”...