PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165

PCN 3783

IM 0909(69)390

Sta. +82 00. 00

P. I.

P. C.

P. T.

VERTICAL CURVE DATA

+

++

+

P. I.

Sta. 88 00. 00

Sta. 76 00. 00

Sta. 82 00. 00

Sta. 81 89. 00

Begin Bridge

+

End Bridge

Sta. 84 1 1. 00

=g1 1. 5400 %- g2 3.0000 %= +

Top of Finished Grade

At RoadwayCL

El. 1478. 30 Finished

V. C. 1200. 00’

==

Q d

A d

V d

Q F

Q 100

2225 sq. ft.

1401 7 cfs

6. 3 fps

1401 7 cfs

18433 cfs

project based on 50 year frequency.

frequency. El. 1476. 8

HYDRAULIC DATA

V max 7. 5 fps

=max

based on a 100 year frequency.

V Maximum computed outlet velocity for the proposed bridge

Q d

A d

V d

Q F

Q 100

F

100

d

Q Computed discharge for the basin approaching proposed project

2225 sq. ft.

1401 7 cfs

6. 3 fps

1401 7 cfs

18433 cfs

HYDRAULIC DATA

based on 100 year frequency. El. 1478. 3

V max 7. 5 fps

Q Design discharge for the proposed bridge based on 50 year

Q Designated peak discharge for the basin approaching proposed

=

=

=

=max

based on a 100 year frequency.

V Maximum computed outlet velocity for the proposed bridge=max

based on a 100 year frequency.

V Maximum computed outlet velocity for the proposed bridge

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

PLANS BY :

OFFICE OF BRIDGE DESIGN, SOUTH DAKOTA DEPARTMENT OF TRANSPORTATION

N

LC

I -

90

LC

W.

B.

L.

LC

E. B

. L

.

42

’ -

0’’

LC

Bridge

Sta. 83 00. 00+42

’ -

0’’

LAYOUT

N

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

LC

Abut. No. 1

LC

Abut. No. 4

CL

Bent No. 3

CL

Bent No. 2

LC

W.

B.

L.

Begin Bridge

+ +End Bridge

T. S. L El. C T. S. L El. C1485. 03 1487. 49T. S. L El. C

+

T. S. L El. C+

1485. 59

1486. 53

67’ - 6’’ 67’ - 6’’85’ - 0’’1’ - 0’’ 1’ - 0’’

222’ - 0’’

1’

- 4’’

1’

- 4’’

22

’ -

0’’

18

’ -

0’’

42

’ -

8’’

þÿ�4

�1�’

� �-

�

42

’ -

0’’

7’ - 0’’ Berm

(Typ. )

LC

I -

90

19’ - 6’’

(Typ. )

FL

OW

Existing Structure

Sta. 81 89. 00 - 42’ Lt.

Sta. 83 42. 50 - 42’ Lt.

Sta. 84 1 1. 00- 42’ Lt.

LC

Bridge

+Sta. 83 00. 00

40’

- 0’’

Rdw

y

Sta. 82 57. 50 - 42’ Lt.

Skunk C

reek

ELEVATION

Existing Ground

Berm Elev. 1477. 91

1467. 0

Berm Elev. 1480. 35Approach Slab (Typ.)

Sleeper Slab (Typ.)

2

1

D. H. W. Elev. 1476. 8 (50 Year)

H. W. Elev. 1478. 3 (100 Year)

10

’ -

9’’

(min

. )

(min

. )

15

’ -

2’’

-+-+

- 1 -

- 2 - - 3 -

- 4 -

Elev. 1476. 75Elev. 1479. 18

PLAN

12’ - 0’’21’ - 10’’

2 : 1 Level

18’ - 0’’

Level 2 : 1

33’ - 2’’

T. S. L El. C+

1487. 48

Sta. 84 10. 00 - 42’ Lt.

T. S. L El. C+

1485. 04

Sta. 81 90. 00 - 42’ Lt.

30

’ -

0’’

(T

yp.)

10’ - 0’’ (Typ.)

2

1

1476. 8

1470. 0

1476. 81

2’

- 0

’’

(Ty

p.)

1’

- 0’’

(ty

p.

)

1457. 8

2

1457. 8

16’ - 0’’

Level

24’ - 4’’

2 : 1

16’ - 0’’

Level

18’ - 4’’

2 : 1

JK SJ/AV

INDEX OF BRIDGE SHEETS-

Sheet No. 2 -

Sheet No. 3 -

Sheet No. 4 -

Sheet No. 5 -

Sheet No. 1 - General Drawing

Sheet No. 6 -

Sheet No. 7 -

Sheet No. 8 -

Sheet No. 9 -

Sheet No. 10 -

Sheet No. 12 -

Sheet No. 14 -

Sheet No. 15 -

Sheet No. 16 -

Sheet No. 18 -

Sheet No. 19 -

Sheet No. 20 -

Sheet No. 21 -

Sheet No. 22 -

Sheet No. 23 -

Sheet No. 1 1 -

Sheet No. 1 7 -

Notes (Cont.)

Notes (Cont.)

Notes (Cont.)

Girder Details

Erection Data and Slab Form Elevations

Diaphragm Details

Details of Bridge End Backfill

Details of Approach Slab Adjacent to Bridge

Approach Slab Joint Details

As - Built Elevation Survey

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

Details of Standard Plate No’s. 510. 30 & 510. 40

-X081-

Estimate of Structure Quantities & Notes

Sheet No. 13 - End Block and Barrier Curb Details

GENERAL DRAWING

-X081-

SJ/AV

OF 241

Superstructure Details (A)

Superstructure Details (B)

Bent Details

Compression Seal Joint Details

AUGUST 2006

Subsurface Investigation And Piling Layout

Details of Standard Plate No. 630. 92 &

Precast Concrete Headwall Details

CL =

=

NOTE: T. S. El. Top of Slab at Center Line Elevation.

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

T. S. C. El. 1484. 60=

T. S. C. El. 1484. 59= T. S. C. El. 1485. 15= T. S. C. El. 1486. 09=

T. S. C. El. 1487. 04=

T. S. C. El. 1487. 05=

T. S. C. El. 1487. 13=

T. S. C. El. 1484. 68=

T. S. C. El. 1484. 67=

T. S. C. El. 1485. 23= =

T. S. C. El. 1487. 12=

T. S. C. El. 1486. 1 7

HP 12 X 53 Steel Pile (Typ.)

HP 12 X 53 Steel Pile (Typ.)

Sheet No. 24 -

Abutment Details (Continued)

Abutment No. 4 Details

Abutment No. 1 Details

Type B Drainage Fabric (Typ.)

Class B Riprap (Typ.)

Type B Drainage Fabric (Typ.)

Class B Riprap (Typ.)Elev. 1445. 49Elev. 1444. 55

Un

cla

ssif

ied

Ex

cav

ati

on

Str

uctu

re E

xcavati

on

3’

- 0’’

3’

- 6

’’2

9’

- 3

’’

Granular Fill (Typ.)

(Livestock Path)

Granular Fill (Typ.)

(Livestock Path)

Granular Fill

(Livestock Path)

REQUIRED LIST

1

2

3

4

5

6

7

Title Block

Project Block

8Index of Bridge Sheets

Plan View

Horizontal/Vertical Curve

Elevation View

Survey Datum Box

Design Firm or Office

9 Hydraulic Data (if applicable)

1

6

3

27

4

5

8

9

Prestressed 01

REFERENCE

10

10 North Arrow

ESTIMATE OF STRUCTURE QUANTITIES AND NOTES

FOR 222’- 0” PRESTRESSED. GIRDER BRIDGE

Str. No. 52-126-165

AUGUST 2006 OF 2 24

BRIDGE ENGINEER

CHECKED BY:

SJ/AV DESIGNED BY

SJ/AV Prestressed

DRAWN BY:

SJ Notes

PROJECT STATE OF

S.D.Reference

SHEET NO.

TOTAL SHEETS

ESTIMATE OF STRUCTURE QUANTITIES

DESCRIPTION QUANTITY UNIT REMARKS Bridge Elevation Survey Lump Sum LS Concrete Penetrating Sealer 982 SqYd See Special

Provision Bridge End Embankment 226 CuYd See Special

Provision Incidental Work, Structure LS Compression Seal Joint 83.8 Ft Structural Steel, Miscellaneous Lump Sum LS Strip Seal Expansion Joint 83.8 Ft Structure Excavation, Bridge 489.4 CuYd Granular Bridge End Backfill 77 CuYd Approach Slab Underdrain Excavation 6 Ft See Special

Provision Class A45 Concrete, Bridge Deck 329.0 CuYd Class A45 Concrete, Bridge 189.5 CuYd Concrete Approach Slab For Bridge 181.8 SqYd Concrete Approach Sleeper Slab for Bridge 67.5 SqYd Reinforcing Steel 45735 Lb Epoxy Coated Reinforcing Steel 73183 Lb No. 7 Rebar Splice 108 Each Extract Pile 8 Each Preboring Pile 120 Ft HP 12 Pile Tip Reinforcement 42 Each HP 12x53 Steel Test Pile, Furnish and Drive 160 Ft HP 12x53 Steel Bearing Pile, Furnish and Drive 1051 Ft 45” Minnesota Shape Prestressed Concrete Beam 1094 Ft 4” Underdrain PIpe 244 Ft Precast Concrete Headwall for Drain 2 Each Porous Backfill 20 Ton Class B Riprap 1230.3 Ton Type B Drainage Fabric 1423 SqYd

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 deck slab and piling design. The prestressed beams were designed using a combination of both Service Load and Load Factor Design.

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. Design Material Strengths: Concrete f’c = 4500 psi Reinforcing Steel fy = 60000 psi 2. Design unit stresses shall be as set forth in the Design Specifications

(See note regarding Specifications for Bridge) with the exception that fc = 1450 psi for the design of the bridge deck slab (Service Load Design).

*For prestressed beams, see notes regarding Prestressed Girders. GENERAL CONSTRUCTION 1. All mild 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 bridge deck is 16” above subgrade elevation.

INCIDENTAL WORK, STRUCTURE 1. In place centerline Sta. 81+84.00 to centerline Sta. 84+16.00 is a

232’-0“ 3 span Continuous I-Beam Viaduct with a 30’-0” clear roadway. The superstructure consists of a reinforced concrete slab supported on 4 lines of 36” deep rolled beams with steel tube railing. The deck has a rubberized asphalt chip seal. The substructure consists of 2 column reinforced concrete bents supported on steel piling and reinforced concrete sill type 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 elsewhere in the grading plans.

3. Refer to the SPECIAL PROVISION FOR CONSTRUCTION

PRACTICES IN STREAMS INHABITED BY THE TOPEKA SHINER for any demolition work in Skunk Creek, on its stream banks or in areas that drain into Skunk 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 is a paint containing lead. The Contractor should plan his/her operations accordingly, and inform his/her employees of the hazards of lead exposure. LIVESTOCK PATH Granular fill shall be incidental to the contract unit price per ton for Class B Riprap.

1

2

3

4

Title Block

Project Block

Estimate of Quantities

Notes

REQUIRED LIST

1

2 3 4

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 246

SUBSURFACE INVESTIGATION AND PILING LAYOUT

AUGUST 2006

N

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

83+00

81+00

84+00 85+00

82+00 83+00 84+00 85+00

81+00 82+00

1470

1460

1450

1440

1430

1420

1410

1470

1460

1450

1440

1430

1420

1410

MEASURED SKIN FRICTION

ELEV PSF

Q2 1443.6 833

Q4 1445.5 439

1480

1490

1480

1490

Q1

Q2Q3

Q4

Q1Q2

Q3Q4

SK

UN

K

C

RE

EK

050100150

BLOWS PER FOOT

050100

BLOWS PER FOOT

Q5

Q7

85+0084+0083+0082+0081+00

C EBL

C WBLL

L

SK

UN

K

C

RE

EK

Q8Q6

Q5 Q6

Q8 Q7

S I O U X Q U A R T Z I TE I S A P I N K T O R E D , H A R D SI LI C A

C E M E N TE D S A N D S T O N E . I T I S J O I N TE D , B E D D E D , A N D

C R O S S -B E D D E D WI T H TH I N R E D TO P U R P L E PI P E S TO N E

S H A L E S A N D C O A R S E C O N G L O M E R AT E . L A Y E R S O F

P O O R L Y C E M E N T E D S A N D S

M A Y A L S O B E P R E S E N T. TH E

S U R F A C E O F TH E Q U A R T Z I TE I S N O T F L A T. I T M A Y V A R Y

S E V E R A L F E E T V E R T I C A L L Y I N A S H O R T H O R I Z O N TA L

D I S T A N C E .

GROUND WATER ELEVATIONS AS

Q1 1469.3

Q2 DRY

Q3 1466.7

Q4 (CAVED) 1461.1

Q5 1468.4

Q6 1464.3

Q7 1464.8

Q8 1463.5

OF APRIL/MAY 2006

BROWN CLAY-SILT

(FILL)

BROWN CLAY-SILT

(FILL)

BROWN CLAY-SILT

SAND & GRAVEL

(UP TO COBBLE SIZE)

BROWN/GRAY

SILT-CLAY

(GLACIAL TILL)

SIOUX QUARTZITE

BROWN CLAY-SILT

HOLE NUMBER Q2

DEPTH 40.0 ft

STATION 81+62

SOIL COLOR BROWN/GRAY

CLASSIFICATION SAND-CLAY

DRY DENSITY 120.0 pcf

WET DENSITY 137.6 pcf

MOISTURE 14.7 %

PASS NO. 200 68.9 %

SAND CONTENT 28.4 %

SILT CONTENT 35.6 %

CLAY CONTENT 33.3 %

PASS NO. 10 97.2 %

PASS NO. 40 90.3 %

STRENGTH ( ) 21,491 psfQ u

HOLE NUMBER Q4

DEPTH 42.0 ft

STATION 84+32

SOIL COLOR BROWN

CLASSIFICATION SAND-CLAY

DRY DENSITY 121.4 pcf

WET DENSITY 138.9 pcf

MOISTURE 14.5 %

PASS NO. 200 68.1 %

SAND CONTENT 29.2 %

SILT CONTENT 35.2 %

CLAY CONTENT 32.9 %

PASS NO. 10 97.3 %

PASS NO. 40 90.1 %

STRENGTH ( ) 17,042 psfQ u

IN-PLACE PILING

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

A L L S I Z E S O F

N A T U R A L M I N E R A L S E DI M E N T R A N GI N G

F R O M

C L A Y

T O B O U L D E R S . S T R E A M S O R I GI N A T I N G I N O R

F L O W I N G T H R O U G H G L A C I A T E D T O P O G R A P H Y

C O N T A I N S E DI M E N T L O A D S D E R I V E D F R O M

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

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

A N D R A N D O M L Y C O N C E N T R A T E D . A L L U V I A L

S E DI M E N T L O C A T E D A T T H I S P R O J E C T L O C A T I O N

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

A S P E B B L E S , C O B B LE S A N D B O U L D E R S . T H E

B O RI N G S S H O W N O N L Y R E P R E S E N T M A T E RI A L T H A T

W A S F O U N D A T T H E E X A C T L O C A T I O N O F T H E S M A L L

D IA M E T E R D R I LL H O L E . C O A R S E G R A N U L A R

M A T E R I A L M A Y B E P R E S E N T I N A R E A S N O T

P E N E T R A T E D B Y T H E D E PI C T E D B O R I N G S .

(TIMBER PILES AT ABUTMENTS)

(STEEL BP10X42 PILES AT BENTS)

LC

Abut. No. 1

LC

Bent No. 2

LC

Bent No. 3

LC

Abut. No. 4

++Sta. 84 10. 00

+Sta. 83 42. 50+Sta. 82 57. 50

Sta. 81 90. 00

15

’ -

0’’

15

’ -

0’’

(Typ.)

(Typ.)

2’

- 0

’’

22

’ -

0’’

18

’ -

0’’

=5 S

p. 8’

- 0’’

40’

- 0’’

3’

- 3

’’ (

Ty

p.)

3’

- 3

’’ (

Ty

p.)

3’ - 3’’ (Typ.)

3’ - 3’’ (Typ.)

HP 12 X 53 Steel Pile (Typ.)

(Ty

p.)

HP 12 X 53 Steel Pile (Typ.)NOTE:

See PILE DRIVING notes for details regarding extraction

of existing piles at locations of pile interference.

42’ Lt. 42’ Lt.42’ Lt.

42’ Lt.

--

1

2

3

PILING LAYOUT4

REFERENCE

PRESTRESSED 03

1

2

3

Title Block

REQUIRED LIST

Project Block

Plan View (Piling Layout)

4

North Arrow5

5

Subsurface Profile

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 247

INC

RE

AS

ING

ST

AT

ION

S

PLAN

42’ - 8’’ Overall

40’ - 0’’ Clear Roadway

LC

Front Face between

LC

12

’ -

0’’

(T

yp

.)

Roadway

=

Abut.

6’’ x 6’’ Fillet (Typ.)

See DETAIL ‘‘X’’

See DETAIL ‘‘W’’

B

B

+

S1 Back Face

Front Face

LC

L1 ~ Space with M1 in

S2 ~ Space with M1

in Back Face

Girders.

Front Face

1’ - 4’’ 1’ - 4’’

22’ - 0’’18’ - 0’’

12

’’1

2’’ 2’

- 0

’’

Back Face

LC LC LC

8’ - 1 1’’

(Typ.)

þÿ�1�’� �-�þÿ�1�’� �-� M1 & S2 ~ 7 Spaces

M1 & S2

þÿ�1�0� ���’�’� � �

6 - U4

6 - T8

3 - E7 &

6 - U5

6 - U6

M3

M1

M1

M2

=

M1 & S2

þÿ�2�’� �-�

4 Equal Spaces4 Equal Spaces

þÿ�2�’� �-� =

Optional 2’’ x 4’’ Keyway (Typ.)

W1

6’’

(T

yp

.)

NOTE:

This sheet is to be used in

Grout Pad

-+

DETAIL ‘‘Y’’

( Typical at girder ends; abutments only )

1’-

6’’

þÿ�1� � ���’�’�

preformed expansion

joint filler

End Block

DETAIL ‘‘W’’

B20

DETAIL ‘‘X’’

Abut.

Grout Pad

Back Face

CL

C L

þÿ�1

� �

1’’

7’’

8’’

Girder

2’ - 4’’

1’ - 2’’ 1’ - 2’’

1’ - 0’’

Front Face

1’ - 0’’

4 - E1, 6 - E2 & 1 - E3

LC

Girder No. 3

TABLE OF ELEVATIONS

Elev. ‘‘A’’ Elev. ‘‘B’’ Elev. ‘‘C’’ Elev. ‘‘G1’’ Elev. ‘‘G2’’ Elev. ‘‘G3’’ Elev. ‘‘G4’’Elev. ‘‘D’’

Elevations ‘‘G1’’ thru ‘‘G5’’ are top of grout pad at centerline of abutment.

Elev. ‘‘E’’ Elev. ‘‘F’’ Elev. ‘‘G5’’

NOTE-

Elevations ‘‘A’’, ‘‘B’’ & ‘‘C’’ are top of slab at centerline of abutment.

Top of Grout Pad shall be level and smooth.

1485. 04 1484. 60 1484. 68 1476. 75 1484. 53 1480. 05 1480. 23 1480. 131479. 87 1479. 95

þÿ�8

�

Sla

b

Elev. ‘‘B’’

2’

- 0

’’

(Ty

p.)

Elev. ‘‘C’’

Construction Joint

E5 (Typ.)

E4 (Typ.)

W2 (Typ.) W3 (Typ.)

3’

- 0

’’

E7

E6

Elev. ‘‘A’’

Construction Joint (Level) 3’

- 0

’’

Elev. ‘‘G3’’

HP 12 X 53

Steel Pile (Typ.)

G1

þÿ�8

�’� �-

�

FRONT FACE

(M1 bars not shown)BACK FACE

(M1 bars not shown)

LC

Roadway

L

Abutment

C

U4

A

A

þÿ�4

�’�

�-�

�

þÿ�7

�’� �-

� �

3’

- 0

’’

þÿ�7

�’� �-

� þÿ�4

�’� �-

� �

4 - E1, 1 - E2, 1 - E3

2 - E4 & 3 - E5 (Typ.)

ELEVATION

8’ - 0’’

42’ - 8’’

8’ - 0’’ 1’ - 4’’1’ - 4’’

3’’

8’’

5’’

= Stirrup Spacing (Typ.)6 Spaces 12’’ 6’ - 0’’

8’ - 0’’

12’’ 12’’

8’ - 0’’8’ - 0’’

G2

E7

G2 G2 G2 G2

E3 E3 E2

2 - E2

E1E1

See DETAIL ‘‘Y’’

E2

þÿ�4

�’� �-

�

AUGUST 2006

ABUTMENT NO. 1 DETAILS

þÿ ��’�’� �x� �1�’�-� �1� �

þÿ���’�’� � �E�l�a�s�

Elevations ‘‘E’’ and ‘‘F’’ are top of wingwall at curb elevation.

1484. 61

þÿ�1

� �1

Abut.

C L

U4

E7

E6

E7

þÿ�9�

þÿ�1�’� �-�

Girder No. 5 Girder No. 4 Girder No. 2 Girder No. 1

Elev. ‘‘G1’’ Elev. ‘‘G2’’

Elev. ‘‘G4’’Elev. ‘‘G5’’

Elev. ‘‘D’’

conjuction with Sheet No. 9 of 24.

þÿ���’�’� � �E�l�a�s�

HP 12 x 53

Steel Pile Spacing

S1S1

3 - E6

Begin Bridge Sta. 81 89. 00 - 42’ Lt.

L

Abutment

C

2’ - 0’’

9

1

2

3

4

6

7

8

Title Block

Project Block

Reinforcing Schedule

Estimated Quantities

Elevation View

10Plan View5

1

2

5

6

Cross Sections as Required

Details "X" and "Y"

Table of Elevations

Abutment Backwall Coating

9

8

8

PRESTRESSED 04

REFERENCE

REQUIRED LIST (See Companion Sheet 9)

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 248

INC

RE

AS

ING

ST

AT

ION

S

PLAN

42’ - 8’’ Overall

40’ - 0’’ Clear Roadway

LC

Front Face between

LC

12

’ -

0’’

(T

yp

.)

Roadway

=

Abut.

6’’ x 6’’ Fillet (Typ.)

See DETAIL ‘‘X’’

See DETAIL ‘‘W’’

B

B

S1

Back Face

Front Face

+

LC

L1 ~ Space with M1 in

S2 ~ Space with M1

in Back Face

Girders.

Front Face

1’ - 4’’ 1’ - 4’’

22’ - 0’’ 18’ - 0’’

12

’’1

2’’ 2’

- 0

’’

Back Face

LC LC LC

8’ - 1 1’’

(Typ.)

þÿ�1�’� �-�þÿ�1�’� �-� M1 & S2 ~ 7 Spaces

M1 & S2

þÿ�1�0� ���’�’� � �

6 - U4

6 - T8

3 - E7 &

6 - U5

6 - U6

M3

M1

M1

M2

=

M1 & S2

þÿ�2�’� �-�

4 Equal Spaces4 Equal Spaces

þÿ�2�’� �-� =

Optional 2’’ x 4’’ Keyway (Typ.)

W1

6’’

(T

yp

.)

Grout Pad

-+

DETAIL ‘‘Y’’

( Typical at girder ends; abutments only )

1’-

6’’

þÿ�1� � ���’�’�

preformed expansion

joint filler

End Block

DETAIL ‘‘W’’

B20

DETAIL ‘‘X’’

Abut.

Grout Pad

Back Face

CL

C L

þÿ�1

� �

1’’

7’’

8’’

Girder

2’ - 4’’

1’ - 2’’ 1’ - 2’’

1’ - 0’’

Front Face

1’ - 0’’

4 - E1, 6 - E2 & 1 - E3

LC

Girder No. 3

TABLE OF ELEVATIONS

Elev. ‘‘A’’ Elev. ‘‘B’’ Elev. ‘‘C’’ Elev. ‘‘G1’’ Elev. ‘‘G2’’ Elev. ‘‘G3’’ Elev. ‘‘G4’’Elev. ‘‘D’’

Elevations ‘‘G1’’ thru ‘‘G5’’ are top of grout pad at centerline of abutment.

Elev. ‘‘E’’ Elev. ‘‘F’’ Elev. ‘‘G5’’

NOTE-

Elevations ‘‘A’’, ‘‘B’’ & ‘‘C’’ are top of slab at centerline of abutment.

1482. 49 1482. 57

Top of Grout Pad shall be level and smooth.

1487. 48 1487. 121487. 04 1479. 18 1487. 29 1487. 21 1482. 31 1482. 67 1482. 39

þÿ�8

�

Sla

b

Elev. ‘‘B’’

2’

- 0

’’

(Ty

p.)

Elev. ‘‘C’’

Construction Joint

E5 (Typ.)

E4 (Typ.)

W2 (Typ.)W3 (Typ.)

3’

- 0

’’

E7

E6

Elev. ‘‘A’’

Construction Joint (Level)3’

- 0

’’

Elev. ‘‘G3’’

HP 12 X 53

Steel Pile (Typ.)

G1

þÿ�8

�’� �-

�

FRONT FACE

(M1 bars not shown)BACK FACE

(M1 bars not shown)

LC

Roadway

L

Abutment

C

U4

A

A

þÿ�4

�’�

�-�

�

þÿ�7

�’� �-

� �

3’

- 0

’’

þÿ�7

�’�

�-� þÿ

�4�’

� �-

� �

4 - E1, 1 - E2, 1 - E3

2 - E4 & 3 - E5 (Typ.)

ELEVATION

8’ - 0’’

42’ - 8’’

8’ - 0’’1’ - 4’’ 1’ - 4’’

3’’

8’’

5’’

=Stirrup Spacing (Typ.) 6 Spaces 12’’ 6’ - 0’’

8’ - 0’’

12’’12’’

8’ - 0’’ 8’ - 0’’

G2

E7

G2G2G2G2

E3E3E2

2 - E2

E1 E1

See DETAIL ‘‘Y’’

E2

þÿ�4

�’� �-

�

AUGUST 2006

þÿ ��’�’� �x� �1�’�-� �1� �

þÿ���’�’� � �E�l�a�s�

Elevations ‘‘E’’ and ‘‘F’’ are top of wingwall at curb elevation.

þÿ�1

� �1

Ab

ut.

C L

U4

E7

E6

E7

þÿ�9�

þÿ�1�’� �-�

Girder No. 1 Girder No. 2 Girder No. 4 Girder No. 5

Elev. ‘‘G4’’

Elev. ‘‘G5’’Elev. ‘‘G2’’Elev. ‘‘G1’’

Elev. ‘‘D’’

ABUTMENT NO. 4 DETAILS

NOTE:

This sheet is to be used in

conjuction with Sheet No. 9 of 24.

þÿ���’�’� � �E�l�a�s�

End Bridge Sta. 84 1 1. 00 - 42’ Rt.

S1

3 - E6

HP 12 x 53

Steel Pile Spacing

L

Abutment

C

S1

2’ - 0’’

9

1

2

3

4

6

7

8

Title Block

Project Block

Reinforcing Schedule

Estimated Quantities

Elevation View

10Plan View5

Cross Sections as Required

Details "X" and "Y"

Table of Elevations

Abutment Backwall Coating

9

6

5

2

1

8

8

PRESTRESSED 05

REFERENCE

REQUIRED LIST (See Companion Sheet 9)

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 249

S2

Back Face

Front Face

=

Vari

es

SEC. A - A

Constr. Joint

Extended & Bent

0. 6’’ Strands

E4

3’

- 0

’’

W3

G1 or G2

S1

3’’

ABUTMENT BACKWALL

Construction Joint

T8

10’ - 0’’2’ - 0’’

VIEW B - B

=

12’ - 0’’

U5

U6

M3

1’ - 4’’

SEC. C - C

Front Face

Back Face

COATING DETAIL

M1

M1

M3

3’’

þÿ�2

�’� �-

� �1

� �1

�

M3 ~ 6 Spaces 12’’ 6’ - 0’’=

Constr. Joint

(Ty

p.)

Opt. Constr. Joint

Opt. Constr. JointMechanical Rebar Splice.

1’ - 8’’

9’’

Type 14A

S2

REINFORCING SCHEDULE

Mk. No. Size Length Type Bending Details

(Horiz. Leg)

Type 1 7

G2

1’

- 8’’

8’’

9’’

Bars to be epoxy coated.

Type T2

E1

E2

E3

E4

E6

E7

G1

G2

L1

M1

M2

M3

S1

S2

T8

U4

U5

W1

W2

W3

8

8

2

8

6

6

39

6

34

83

24

2

49

12

12

12

5

10

48

4

5

7

9

5

5

5

4

5

4

5

5

5

9

5

6

7

7

5

4

5

42’ - 4’’

42’ - 4’’

8’ - 1’’

6’ - 1 1’’

9’ - 3’’

3’ - 4’’

6’ - 8’’

42’ - 4’’

8’ - 0’’

6’ - 9’’

9’ - 3’’

4’ - 6’’

3’ - 0’’

8’ - 4’’

Str.

Str.

Str.

Str.

1 7A

Str.

Str.

14A

Str.

Str.

1 7

T2

19

14

G1 1’ - 8’’

Type 14

W2

12

12

2’ - 0

’’

2’ - 0’’

Type 1 7A

L1 1’ - 8’’

Type S6

W3 1’ - 8’’

ITEM UNITQUANTITY

ESTIMATED QUANTITIES

Structure Excavation, Bridge

Lb.

==

Class A45 Concrete, Bridge

Epoxy Coated Reinforcing Steel

Reinforcing Steel

=

Abut. No. 1

Preboring Pile

Lb.

=

=

Cu. Yd.

Cu. Yd.

Steel Bearing Pile, Furnish and Drive

Ft.

Ft.

Ft.

=

HP 12 x 53

HP 12 x 53

Abut. No. 4

Type 19

1

1

2’ - 6’’

NOTE -

(for One Abutment)

6 6 Str.B20

1’ - 9’’

1

1

3’ - 8’’

2’

- 7’’

2’

- 7’’

6’ - 1’’

S6

1 7A

1 7A

1 7

1 7

5

5

E6

E7 1’ - 1 1’’

M2

M3

Type 1 7

10’’

E5 12 5 Str.

U6 12 5 9’ - 3’’ Str.

3’ - 1 1’’

15’ - 1 1’’

7’ - 8’’

Concrete shall be placed in the space under the beams ( within the backwall

width ) during the pour. Care shall be taken to get the concrete vibrated

into this area. If upon form removal the space is not completely filled

and consolidated, the contractor shall grout in the remaining voids.

Steel Pile

HP 12 x 53

9’’

CL

Abut.

Steel Pile

HP 12 x 53

2 - B20

B20

5’’

5 S

p 1

0’’ 4

’ -

2’’

=

M3 ~ 3 Spaces

12’’ 3’ - 0’’

9’’ 6’’

þÿ�7�

See Endblock and

Barrier Curb Details.

sealant. (See Notes Regarding Abutment Backwall Coating on

Estimate of Structure Quantities and Notes).

The face on the back side of the abutment between the abut.

wings shall be thoroughly coated with an approved waterproof

25. 8 25. 7

808 808

39. 5 39. 9

1 54’ 54’1 57’ 57’

5 52’ 260’ 5 49’ 245’

6 10’ 60’ 6 10’ 60’

M2

2’’ x 4’’ Keyway

(Optional)

Opt. Constr. Joint

C

C

2’

- 0

’’

1’

- 9’’

Ab

ut.

N

o.

1

Ab

ut.

N

o.

4

þÿ�6

�’� �-

� �1

� ��’

�’� � �(

�A�b

þÿ�6

�’� �-

� �0

� ��’

�’� � �(

�A�b

þÿ�6

�’�

�-�

�1�

�‘�’

�’�

� �(

�A�b

þÿ�6

�’�

�-�

�0�

�‘�’

�’�

� �(

�A�b

CL

Abut.

3’’

E3 E3

E2

E1

E1

3’’

2’

- 0

’’

3’’

5 s

p 6

’’

2’

- 6’’

=

4 S

paces

1 1

’’

3’

- 8

’’

þÿ�1

�’� �-

�

6’’

E5

W1

W2

1’ - 0’’

1’

- 8’’

5’

- 6’’

7’

- 6

’’

þÿ�1�0�

2’ - 1 1’’

L1

T8

42’ - 4’’

7’ - 1 1’’

6’ - 0’’

AUGUST 2006

ABUTMENT DETAILS (CONTINUED)

1 1’ - 1 1’’

Steel Test Pile, Furnish and Drive

3654 3654

Level

Elev. ‘‘F’’ (Left Side)

Elev. ‘‘E’’ (Right Side)E6 (Front Face)

U4 (Back Face)

U6 (Front Face)

U5 (Back Face)

E7 (Front Face)

U4 (Back Face)

E7 (Front Face)

U4 (Back Face)

6’’

6’’

NOTE:

Includes quantities for Pile Cap, Abutment Backwall and Wingwalls below construction

joint. Also includes 0. 1 Cu. Yd. for grout pads.

1A

All dimensions are out to out of bars.

Type 1A

U4 5’ - 1 1’’

Z2 - See Approach Slab Details

E4

Z1 - See Superstructure Details

E2

E2

E2

Constr. Joint

HP 12 Pile Tip Reinforcement Each 6 6

þÿ�6

�

NOTE:

This sheet is to be used in

conjuction with Sheet Nos. 7 and 8 of 24.

þÿ�3

�

9

1

2

3

4

6

7

8

Title Block

Project Block

Reinforcing Schedule

Estimated Quantities

Elevation View

10Plan View5

Cross Sections as Required

Details "X" and "Y"

Table of Elevations

Abutment Backwall Coating

1

10

4

3

2

7

7

7

Prestressed 06

Reference

REQUIRED LIST (See Companion Sheets 7 & 8)

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 2410

BENT DETAILS

Elev. ‘‘G3’’Elev. ‘‘G4’’ Elev. ‘‘G5’’

2 - F1, 4 - F2, & 2 - F3

2 - F9

4 - F4, 2 - F6

& 2 - F5

3’

- 0’’

6’’

2 - F7

F8

J1

þÿ�1

�

(Ty

p.)

Elev. ‘‘G2’’

Elev. ‘‘G1’’

J14’ - 6’’ 3’ - 0’’ 12’ - 0’’

1’ - 6’’

6’ - 0’’

21’ - 0’’

15’ - 0’’

Level

Steel Piling

K2

H1

H2

Min

. L

ap

Min

.

1’ - 6’’

12 Spaces 12’’ 12’ - 0’’

1’ - 6’’

1’ - 9’’

ELEVATION

SEC. A - A

F3

F2F1F7F5 F6 F4 F7

( BOTTOM STEEL )( TOP STEEL )

LCLC LC

Column Column Column

3’

- 6

’’

LC

Sym. Abt.

3’

- 0

’’

D

D

C

C

A

A

LC

Bent

1’

- 2

’’1

’ -

2’’

1’

- 2

’’

3’

- 6

’’

3 E

qu

al

Sp

aces

þÿ�3

� þÿ

�3�

þÿ�3� þÿ�3� 7 Equal Spaces

3’ - 6’’

F9

F6

F4F5 F5

F1 F1

F2

F3See DETAIL ‘‘X’’

2’’ Cl.

(Typ.)

G1

G1

SEC. B - B

H2

J1

H1

2’’ Cl.

SEC. C - C

3’ - 0’’

þÿ��

þÿ��

þÿ��

2’’

1’’

DETAIL ‘‘X’’

REINFORCING SCHEDULE

Mk. No. Size Length Type Bending Details

G1 T1

J1 Spiral

Spiral

Type 1 7

F8

F7

J1

Type T1

Type S1 1

G1

3’

- 2’’

þÿ�2�’� �-�

3’ - 9’’

2’

- 8

’’

þÿ�3

�’�-

�

H1

Type 1 7A

(E

xact)

þÿ�3

�’�-

�

3’ - 9’’

All dimensions are out to out of bars.

þÿ�S�p�i�r�a�l�s� �-� �U�s�e� �6�’�’� �p�i�t�c�h� �a�n�d� �1� � ��� �e�x�t�r�a� �t�u�r�n�s� �a

as required, or weld as approved by the Office of Bridge Design, Use 4 vertical spacer bars

per column. Spirals may be smooth bars, Bar length shown does not include splices.

ITEM UNIT

Cu. Yd.

Cu. Yd.

ESTIMATED QUANTITIES

TABLE OF ELEVATIONS

Bent No. Elev. ‘‘A’’ Elev. ‘‘B’’ Elev. ‘‘G1’’ Elev. ‘‘G2’’ Elev. ‘‘G3’’ Elev. ‘‘G4’’

Class A45 Concrete, Bridge

Structure Excavation, Bridge

Reinforcing Steel Lb.

=

Top of grout pads shall be level and smooth.

CL

Elev. ‘‘G5’’

Elev. ‘‘G1’’, ‘‘G2’’, ‘‘G3’’, ‘‘G4’’, and ‘‘G5’’ are on top of grout pads at Bent.

4 - F8

4 - F8

2 - G1

F1

Type 1

39’ - 7’’

K1

SEC. D - D

9’ - 0’’

9’ - 0’’

9’

- 0’’

9’

- 0’’

1’ - 3’’ 1’ - 3’’

1’

- 3

’’1

’ -

3’’

3’

- 3’’

3’

- 3

’’

3’ - 3’’ 3’ - 3’’

4’’

4’’

4’’ 9’’ = 1’ - 6’’ 6’’

6’’

1’

- 6’’

1’

- 6’’

1’

- 6

’’6’’

=

=

LC

Sym. Abut.

Footing K1

K1

K2

K2

H1

Construction Joint

Roughen Concrete (Typ.)

Construction Joint

Roughen Concrete (Typ.)

Elev. ‘‘B’’ (Typ.)

Elev. ‘‘A’’

LC

Bent

1’

- 9’’

=

lbs. per lin. ft. regardles of type furnished.þÿ

Ft.

Ft.

H2 Str.

B

B

2’ - 0’’ 4’ - 1 1’’ 4’ - 1 1’’4’ - 0’’ 5’ - 2’’

is to be coated with asphalt paint or wrapped

PLAN

CLGirder No. 1

CLGirder No. 2

CLGirder No. 3

CLGirder No. 4

CLGirder No. 5

3’-

6’’

3’- 2’’

42’- 0’’

þÿ���’�’� �E�l�a�s�t�o�m�e�

N (Typ.)

C LB

ent

(Typ

.)

3’- 2’’

1

1’-

9’’

1’-

9’’

R =

1’- 9

’’

N1 Bar Spacing

The portion of the N1 bar above bent cap

8’- 1 1 ’’ 8’- 1 1 ’’ 8’- 1 1 ’’ 8’- 1 1 ’’

INC

RE

AS

ING

ST

AT

ION

S

G1 Stirrup Spacing

(Typ.)

þÿ�w�i�t�h� �t�a�r� �p�a�p�e�r� �t�o� �a� �m�i�

4 Sp

þÿ� � �8

2’ - 9’’

F240’ - 9’’

==

3 Spaces

7’’

1’ - 9’’

3 S

paces

7’’

1’

- 9’’

3 S

paces

7’’

1’

- 9’’

K1

7 Equal Spaces

4’ - 2’’

14

Eq

ual

Sp

aces

8’ -

4’’

16 - H2

16 - H1

3

72

F1 2 9 1 42’ - 1’’

F2 4 9 143’ - 3’’

F3 2 9 Str.41’ - 7’’

F4 8 9 Str.12’ - 0’’

F5 2 9 Str.39’ - 7’’

F6 2 9 Str.40’ - 9’’

F7 4 5 1 710’ - 7’’

F8 8 5 S1 1 9’ - 3’’

5

F9 4 5 Str.39’ - 3’’

4

K1 60 9 Str. 8’ - 8’’

K2 90 5 Str. 8’ - 8’’

N1 8 8 Str. 2’ - 0’’

516’ - 6’’

32’ - 3’’

29

’ -

3’’

35

’ -

9’’

Bent

AUGUST 2006

=

2’ - 0’’

12’ - 0’’

H1 48 1 1 1 7A12’ - 7’’

1 148

==

Bent No. 2 Bent No. 3

69. 0 69. 0

18577 18577

212. 0 198. 0

1 25’ 25’

14 19’ 266’ 14 20’ 280’

Includes 268 lbs. for spacer bars at each Bent. Each Spacer bar is computed at

HP 12 X 53 Steel Test Pile, Furnish & Drive

HP 12 X 53 Steel Bearing Pile, Furnish & Drive

HP 12 X 53

1480. 30

1481. 24

1444. 55

1445. 49

1480. 42

1481. 37

1480. 60

1481. 55

1480. 50

1481. 451481. 63

1480. 681480. 78

1481. 72

8’

- 0’’

K2

( TOP STEEL ) ( BOTTOM STEEL )

QUANTITY

1 24’ 24’

Includes 0. 4 Cu. Yds. for Grout Pads at each Bent.

(For One Bent)

2

3

1’

- 0’’

(Typ.)

=

Grout Pad

þÿ���’�’� � �E�l�a�s�

2’’1’ - 0’’ 1’ - 0’’

2’ - 4’’

2’’

CL

Girder

C L

Bent

DETAIL ‘‘Y’’

5’’

5’’

7’’

2’’

2’’

7’’

2’

- 4’’

See DETAIL ‘‘Y’’

HP 12 Pile Tip Reinforcement Each 15 15

Grout Pad

(Typ.)

CL

WBL

2’ - 0’’

REQUIRED LIST

1

2

3

4

5

6

7

Title Block

Project Block

Reinforcing Schedule

Section Thru Column

Table of ElevationsElevation View

8

Plan View Section Thru Footing

Estimate of Quantities

9

10

11Section Thru Bent Cap

1

2

3

10

4

5

7

6

11

7

8

9

11

Details "X" and "Y"

Prestressed 07

Reference

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 24

SUPERSTRUCTURE DETAILS (A)

SEC. A - A

42’ - 8’’ Overall

40’ - 0’’ Roadway

=

þÿ�8

�

Sla

b

22’ - 0’’

Crown Slope 0. 02 ft./ft.

þÿ�2

� ���’

1’’

Cl.

7’’

1’ - 4’’

LC

Sym. Abt.

=

Begin Bridge

222’ - 0’’ Overall Length

HALF PLAN

7’’

2’’

A

A

=

=B1 ~ 218 Spaces 12’’ 218’ - 0’’ (Bottom Steel)

B ~ 436 Spaces 6’’ 218’ - 0’’ (Top Steel)

DD

1’ - 4’’

3’ - 6’’ 3’ - 6’’8’ - 1 1’’

18’ - 0’’

B

B1 or B2

Bridge & Diaphragm

Grd

r.

No

. 1

40

’ -

0’’

R

oad

way

42

’ -

8’’

O

vera

ll

C L

Grd

r. N

o. 2

C L

Grd

r.

No

. 4

C L

Grd

r. N

o. 5

C L

Grd

r. N

o. 3

1’

- 4’’

1’

- 4’’

3’

- 6

’’3

’ -

6’’

8’

- 1

1’’

8’

- 1 1

’’8’

- 1 1

’’8

’ -

1 1

’’

C L

Rd

wy

C L

22

’ -

0’’

18

’ -

0’’

LC

Abut. No. 1

LC

Bent No. 2 & Diaphragm

1’ - 6’’

1’ - 0’’

B2 ~ 21 7 Spaces 12’’ 21 7’ - 0’’ (Bottom Steel)

2’ - 9’’ Min. Lap (Typ.)D (Bottom) D (Bottom)

33’ - 6’’ 34’ - 0’’ 42’ - 6’’

67’ - 6’’ 85’ - 0’’

LC

Diaphragm

D5 (Top)D6 (Top) D4 (Top) D3 (Top)

26’ - 0’’

þÿ�1�0�’� �-

2’ - 0’’ Min. Lap (Typ.)

LC

LC

Bridge

Roadway

==22 Spaces 12’’ 22’ - 0’’ 36 Spaces 6’’ 18’ - 0’’

8’ - 1 1’’ 8’ - 1 1’’ 8’ - 1 1’’

þÿ�1�’� �-� þÿ�1�’� �-� þÿ�1�’� �-�

D

D2

B16

C1

C2

D1

D2

D1D1

C1

D2

C2

D1

B16

D2

7 Spaces 10’’ 5’ - 10’’ (Typ.)

D

D5 (Ctr. Span)

D6 (End Span)D4

D3

2 - T6 & 1 - U2

2 - T5

=6 Spaces 12’’ 6’ - 0’’ (Typ.) þÿ�1�’� �-� þÿ�1�’� �-�

2 - T1T7 2 - T2 & 1 - T3

U1

2 - T1 & 1 - T3

U2U3

2 - T4

NOTE:

This sheet is to be used in

conjuction with Superstructure Details (B).

AUGUST 2006

D

þÿ�1

� þÿ�1

� Z

1 ~

53

Sp

aces

9’’

39

’ -

9’’

=

Z1 (Typ.)

1 1

D

U3 U2

T7

2 - T4

þÿ�1

� �1

� ���’

�’� � �

& B

ent

C L

1’ - 0’’

Top of Bent Cap

14’’

14’’

14’’

1

2

3

4

6

7

8

Title Block

Project Block

Reinforcing Schedule

Estimated Quantities 9

5 Plan View

Section Thru Diaphragm

Extended Strand Section

Section Thru Superstructure

Plan Diaphragm

Paving Notch10

1

2

5

Prestressed 08

Reference

REQUIRED LIST (See Companion Sheet 12)

6

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 24

SUPERSTRUCTURE DETAILS (B)

B

B1

B2

6’’

CL

Abut.

SEC. D - D

Z1

Mechanical Rebar Splice

6’’

9’’

Type 1 7

C2

þÿ�1

12

þÿ�4� �

þÿ�3�

12

B1 7

12

B18 3

B1 7

B18Type 19B

Type S1 1

þÿ

C8

C7

C6

C9

C1 1 9’’

þÿ�8�

8’’

7’’

þÿ�6�

5’’

6’’

C3

C4

C5

Type T1

1’ - 0’’

3’ - 0’’

þÿ�2

�’� �-

�

2’

- 4

’’

þÿ�2

�’� �-

�

ESTIMATED QUANTITIES

I TEM UNI T QUANTI TY

Each

Cu. Yd.

Lb.

Class A45 Concrete, Bridge Deck

Epoxy Coated Reinforcing Steel

No. 7 Rebar Splice

Ft.

Includes quantities for Barrier Curbs and Slab.

C1

þÿ�1�’� �-�C10

Type T1A

9’’ þÿ�3�

7’’

45’’ Minnesota Shape Prestressed Concrete Beam

Concrete Penetrating Sealer Sq. Yd.

9’’

9’’ 1

’ -

6’’

1’

- 4’’

6

’’

6’’

9’’

Constr. Jt.

D

D6

þÿ�7�

þÿ�4�

108

1094

982

71567

Concrete Quantity per 12’ End Block is 1. 1659 Cu. Yds.

Includes quantities for Abutment Backwall and Wing Walls above construction

þÿ�6

�

NOTE:

This sheet is to be used in

conjuction with Superstructure Details (A).

NOTES-

All dimensions are out to out of bars.

Bars not to be epoxy coated.

REINFORCING SCHEDULE

Mk. No. Size Length Type Bending Details

Type S4

9’’

U2 1’- 0’’

U1

8’’

Type 1 7

U3

All reinforcing steel shall be epoxy coated except as noted.

B1

B2

B15

B16

B1 7

B18

B19

12

12

12

5

4

8

5

Str.

Str.

Str.

Str.

Str.

19B

19B

NOTE-

Concrete shall be placed in the space under the beams

grout in the remaining voids.

the diaphragm pour. If upon form removal the space is not

completely filled and consolidated, the contractor shall

5

6’ - 8’’

C1

C2

C3

5

5

5 S1 1

C4

C5

C6

C7

C8

C9

C1 1

C13

4

4

4

4

4

4

4

16

5

5

5

5

5

5

5

T1

T1

T1

T1

T1

1 7

Str.

T1

T2

T3

T4

T5

T7

T6

U1

U2

U3

Z1 7

4

5

5

Str.

Str.

Str.

Str.

Str.

Str.

S4

S4

1 7

D2

D3

D4 7

5

Str.

Str.

Str.

Str.

D5 Str.

5 Str.

S1 1

S1 1

S1 1

Type 1 7A

at Bents 2 & 3 (within the diaphragm width) during

1’- 0’’

1’ - 9’’

4’

- 5’’

1’ - 9’’

B 437 5 42’ - 4’’ Str.

219 5 42’ - 4’’

218 4 38’ - 10’’

10 4 48’ - 3’’

466

438

6’ - 9’’

5’ - 0’’

5’ - 1’’

5’ - 7’’

5’ - 0’’

5’ - 0’’

6’ - 1 1’’

7’ - 0’’

7’ - 1’’

5’ - 3’’

5 57’ - 3’’

D1 40 5 50’ - 7’’

56’ - 0’’

20’ - 9’’

82 52’ - 0’’

41 37’ - 0’’

8 1 1’ - 9’’

32 6’ - 1’’

32 8’ - 1’’

6 38’ - 10’’

12

16 5

5’ - 0’’

Str.8 4’ - 0’’

1 7A

32 6 2’ - 6’’

40 12’ - 1’’

20 12’ - 7’’

32 3’ - 1’’

108

4’ - 9’’

2’ - 0’’

2’ - 4’’

4’ - 3’’

8’ - 6’’

14’ - 6’’

C L

(Slab Not Shown this View)

6’’

Dia

phragm

& B

ent

U1

T4

U2

C CL L

Girder Girder

(Int.)(Ext. )

=

U2

BENT DIAPHRAGMS

U2

9’’

B

B

þÿ�1�’� �-� þÿ�1�’� �-�

8’ - 1 1’’

4 Spaces

12’’ 4’ - 0’’

1’ - 0’’ 1’ - 0’’

(Typ. )

7’’

( Showing extended and bent strand detail

9’’

Bent

þÿ�4� þÿ�4�

-

Extended & bent

CL

T4

2’- 0’’

þÿ�1� ���’

T2

CL

Bent& Diaphragm

( Girders Not Shown )

U1 or U2

U3

T3

T2

1’- 0’’ 1’- 0’’

T7 T7

T1 T1

þÿ�3

� Cl.

Details).

T4

2-T2 & 2-T1

3-U33-U3

4-T5

2’

- 0’’

SEC. C C

C

C

T5

Reinforcing Steel Lb.

strand. ( See GirderB20 (See Abut. Details)

T1

4 5’ - 6’’

C10

C12

D

8

4

16

136

48

80

6

4

5

6

6

7

4

6

6 5’ - 10’’

C1

3

C1

22’

- 5’’

2’

- 4

’’

T5 similar at exterior girder. )

SEC. B - B

T63-T3

T7T7

T7 T7

2’- 6’’

5’’ Min.

Threaded to fit inserts

T7

AUGUST 2006

T1 T1

0.6’’ 7 wire

12for Haunch Quantity.) Concrete Quantity for Barrier Curbs is 0. 0842 Cu. Yd/Ft.

þÿ�j�o�i�n�t�,� � �B�a�r�r�i�e�r� �C�u�r�b�,� � �S�l�a�b�,� � �D�i�a�p�h�r�a�m�s� �a�

1273

D6 5 Str.82 43’ - 10’’

D7

T1A

6’’

1’ - 0’’

1 7Type T1A

Type S1 1

329. 0

and T4 bar placement at Bent.

1

2

3

4

6

7

8

Title Block

Project Block

Reinforcing Schedule

Estimated Quantities 9

5 Plan View

Section Thru Diaphragm

Extended Strand Section

Section Thru Superstructure

Plan Diaphragm

Paving Notch10

1

2

3

4

10

9

8

7

Prestressed 09

Reference

REQUIRED LIST (See Companion Sheet 11)

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 2413

END BLOCK AND BARRIER CURB DETAILS

RECESS DETAIL

Sides may be beveled slightly

þÿ�1� �

to facilitate form removal.

1’- 0’’

þÿ�5�

Rustication

2’’

1’’

þÿ��

þÿ��

10’’

3’’

Level across curb

Continuous

(not optional)

4’’

3’’

8’’

þÿ�4

�

þÿ�7

� �

þÿ�8

� �1’-

4’’

4’’

1’- 6’’ 3’- 0’’

4’- 6’’

3’’

1 1’

’

1’-

9’’

PART PLAN

Optional Constr. Joint

Make level across Curb

VIEW A - A

4

1

1 1’

’

þÿ�4

�

þÿ�4�

8’’

1’- 4’’

þÿ�7�

A A

B

B

End of

Abut. Wing

Optional Construction Joint,

VIEW B - B

þÿ�4

�

LPSee Std. No. 630. 92

10

’’

B15

C6

1’

- 1’’

þÿ�1

�’�-

� �

B16

C1 1

SEC. C C-

B18

B19

C13

B15

B18

B16

B15 B15

B1 7

2’’ Cl.

C1

C2

B16

1’’ Cl.7’’

7’’

2’’

Cl.

þÿ�1� ���’

2’’ Cl.

SEC. D D- - E SEC. E - FSEC. F - GSEC. G

D1D1

C1

D1

B18

C10

D1

D1

M3 M3 M3 M3

B19C13 C9 C7C8 C6 C5 C4 C3

C1

7’’

7’’

B16

C13

B19

B18C1 1

B1 7 B15C3

C4C5

C6

C7C8C9

3’’ 6’’

ELEVATION

PLAN

NOTE-

C2

B16

=

=

=

=

=

C1

2’’

C D E

C D E

F

F

G

G

For listing of re-bars, see Reinforcing

2 - D2

3 - B182 - B1 7

3 - B15 3 - D2

Schedule in Superstructure Details.D1

1’ - 6’’ 3’ - 0’’

12’ - 0’’

7’ - 6’’

1’ - 3’’

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

Min Lap 2’ - 6’’

C10

3 Sp 5’’

C2C1 1

C10

1’

- 4’’

2 - D1

2 - B19

D2

Constr. Joint

Drip Groove

2’

- 8

’’

1’

- 7

’’

2’

- 8

’’

2’

- 8

’’

þÿ�2

�’� �-

�

4’ - 6’’

3’ - 0’’

2’ - 4’’

1’ - 6’’

1’

- 9’’

Constr. Joint

D1

Constr. Joint

Begin or End Bridge

( C1 & C2 bars ) ~ 218 Spaces 12’’ 218’ - 0’’

2 - D1

B20

2 - B20 BARRIER DETAILS

þÿ�8

�

1’’

1’’

Opt. Constr. Jt.

2’’

7’’ 7’’

1’ - 4’’

See Abutment Details

M bars

B20

ISOMETRIC

VIEWSee RECESS DETAIL

D7

Min 2’ - 9’’ lap

Min 1’ - 0’’ lap

Min 2’ - 0’’ lap

2 - D7

AUGUST 2006

D1D1D1D1

D7 D7 D7

C12

2 - D12 - D1

C12

C12

Prestressed 10

Reference

REQUIRED LIST

1

2

3Title Block

Project Block

2

1

Fill out Remainder of

Standard Base Sheet

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 2414

GIRDER DETAILS

2’ - 6’’

1’ - 3’’

10’’

2’’

2’ - 2’’

1’ - 1’’

3’

- 9

’’

þÿ�7

� þÿ

�3�

6’’

þÿ�1

�

2’’

10’’

þÿ�2

�’�

�-�

6’’

1’’

Cl.

1’’ Cl.

1’’

Cl.

G2 (Space with

G or G1.)

END VIEW STIRRUP DETAILS TYPE 45 GIRDER

67’ - 3’’

=

þÿ�1� � 22 Spaces 6’’ 1 1’ - 0’’= = =

ELEVATION

3’- 0’’ Min.

(Typ. )

7’’

7’’

Bend Radius

CL(Abutment End)

DETAIL ‘‘X’’

4 þÿ� ��4 þÿ� ��

(Typ. )

þÿ� �1� ���’�’�

(Typ. )

3’’

þÿ���’�’� �D�i�a�.� � � �t�h�r�e�

(Bent End)Bent

=

þÿ�1�

Abut.

CL

Lift Limit

1

Prestressing

Strands (3-Min.)

TYPICAL LIFTING DEVICE

1. 5

Minimum Embedment 48’’=

C L

CL

Girder

Gir

der

þÿ�1� � ��’�’� � � � � � �X� �6�’�’� �s

insert, galvanized (Typ.)

(Typ.)

4’’

3’

- 9

’’

SEC. K - K

A1 Str.

All dimensions are out to out of bars.

S3A

REINFORCING SCHEDULE

No. Size Length Type Bending details

7

4

2’- 8’’

Type S3A

4’’

2’- 2’’

3’’

2’- 0’’

12

þÿ�4

þÿ�5

� �

8

S1 1

Type Sl l

4

( Per Girder)

1 7

S1 1

Type 1 7

A2 Str.

S3A

7

4 4’- 10’’

2’- 8’’

8

S1 1

4 1 7

S1 1

G1

G2

þÿ�1

�’� �-

�1

’ -

3’’

K K

G

G3

G2

G

þÿ�4�

C. G. of Prestressing Steel

4. 00’’

cgs

22. 34’’ cgc

=

2’’

=

4 S

paces

2’’

8’’

=

END VIEWCL SECTION

=

Extended &

Bent 0. 6’’ Dia.

7 Wire Strands

See DETAIL

’’X’’Extended &

Bent 0. 6’’ Dia.

7 Wire Strands

See DETAIL

’’X’’

4 - A1

Extended & Bent 0. 6’’

Dia. 7 Wire Strands

See DETAIL ’’X’’

4 - A2

(22 - 0. 6’’ Dia. Type 270K Low Lax Strands)

67’ - 3’’ GIRDERS(26 - 0. 6’’ Dia. Type 270K Low Lax Strands)

Min. Lap 3’ - 6’’=

G3

G1

35’ - 3’’

8

45

143

57

43’ - 9’’

67’

- 3’’

G

rdr.

84’ -

3’’ G

rdr.

G3

G2

þÿ�1�

�1�

þÿ�4

�’�

�-�

G &

G1G

G1

G2

G3

G

G1

G2

G3

92

5

4

5

4

8

135

8’ - 3’’

8’ - 3’’

4’- 10’’

8’ - 3’’

8’ - 3’’

2’’

1’’

1’’

3 S

paces

2’’

6’’

=

14. 77’’

cgs

e 18. 34’’

=

e

7.

57

’’

84’ - 3’’ GIRDERS

4’’ 4’’3’’ 3’’

2 Spaces 2’’ 4’’

=2’’ 2’’

LC

Girder

LC

Girder

2’’ 22’’

4 S

paces

2’’

8’’

=

LC

Girder

1’ - 3’’

1’ - 1’’

3’’

3’’

1’’

Cl.

(pro

j.)

A1 or A2

G3 (Space as

necessary.)

G or G1

1’’ Cl.

þÿ�5

�

LC

Girder

2 S

paces

2’’

4’’

=2 S

paces

2’’

4’’

=

1 1 Spaces

e 12. 52’’

=

22. 34’’ cgc

9.

82

’’cgs

LC

Girder

1’ - 0’’

3 Spaces 3’’ 9’’

24 Spaces 4’’ 8’ - 0’’ = 9 Spaces 15’’ 1 1’ - 3’’=8 Spaces 9’’ 6’ - 0’’ 5 Spaces 12’’ 5’ - 0’’

þÿ�1

�’�

�-�

84’ - 3’’

4. 00’’14. 77’’

8’ - 6’’ Flat Drape

84’ - 3’’ GIRDER

þÿ�1� �

=3 Spaces 3’’ 9’’

LC

Abutment

LC

Bent

67’ - 3’’ GIRDER

= 13 Spaces 15’’ 16’ - 3’’= = =

=

=3 Spaces 3’’ 9’’

þÿ�1� �

1 7’ - 0’’

34 Spaces 6’’8 Spaces 9’’ 6’ - 0’’5 Spaces 12’’ 5’ - 0’’=5 Spaces 12’’ 5’ - 0’’9 Spaces 9’’ 6’ - 9’’19 Spaces 6’’ 9’ - 6’’

LC

Girder

1’

- 3

’’þÿ

�1�’

� �-

�þÿ�1

�’� �-

�

G1

G2

G

CL

Sym. Abt.

Girder

AUGUST 2006

HALF ELEVATION

100

( See Bent Details )

þÿ�4�2�’� �-

þÿ���’�’� �I

for T7 bars.

See Detail ’’X’’

(Typ.)

þÿ�3�3�’� �-þÿ�3�3�’� �-

þÿ�1� � ��’�’� � � � � �x�

Steel Pipe Insert,

galvanized. (Typ.)

þÿ�1� � ��’�’� � � � � �x�

Steel Pipe Insert,

galvanized. (Typ.)

K K

Mk.

0. 6’’ dia. Seven Wire

þÿ���’�’� �I

for T7 bars.

See Detail ’’X’’

( See Abutment Details )

T7 bars (Superstructure Details)

Extended & Bent

0. 6’’ dia. 7 Wire

Strands. (See

Detail ’’X’’)

2’’ 4’’ 2’’4’’

=2’’ 1’ - 2’’

7 Spaces

Extended & Bent

0. 6’’ dia. 7 Wire

Strands. (See

Detail ’’X’’)

1’’

1’’

9. 82’’

(Typ.) C. G. of Prestressing Steel

LC

Bent

þÿ�4�

þÿ� � ���’�’�

for T7 bars.

See Detail ’’X’’

REQUIRED LIST

1

2

3

4

5

6

7

Title Block

Project Block

Reinforcing Schedule

1

2

3

4

5 7 5

8

9

56

11

Sections as Required

Girder Section Details

4

8

9

10

11

Elevation Views

Stirrup Details

Girder Lifting Device

Threaded Inserts

Midspan Inserts

Prestressed 1 1

Reference

THREADED INSERT DETAIL( Required for skewed bridges )

10

10

Extended Strand Details

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 2415

ERECTION DATA AND SLAB FORM ELEVATIONS

Gir

der

No.

1

0

Gir

der

No.

4G

irder

No.

3G

irder

No.

2

3 4 2 1

( ) d

( ) h

-

-=

=

Elev. ‘‘M’’

( ) Elev. ‘‘N’’

( ) d

( ) h

-

-=

=

Elev. ‘‘M’’

( ) Elev. ‘‘N’’

( ) d

( ) h

-

-=

=

Elev. ‘‘M’’

( ) Elev. ‘‘N’’

( ) d

( ) h

-

-=

=

Elev. ‘‘M’’

( ) Elev. ‘‘N’’

5

TABLE OF SLAB FORM ELEVATIONS AND CALCULATIONS

6 7 8 9 10 1 1 12 13 14 15 16 1 7 18 19 20 21 22 23 24 25 26 27 28 29 30

GIRDER LAYOUT

0

C L

C L

C LC L

Gir

der

No. 4

Gir

der N

o.

3

Gir

der

No. 2

Gir

der

No

. 1

CAMBER DIAGRAM

CL CL

0. 000’

0. 000’

CL

Bent No. 3

CL

0. 000’

0. 000’

Abut. No. 1 Bent No. 2

slab elevations to get slab elevations shown in the table of Slab Form Elevations

Abut. No. 4

CL

Girder

Sla

b

d

h

Elev. ‘‘M’’ (See Note)

Elev. ‘‘N’’ (See Note)

Varies with crown

NOTE

NOTE

CL CL

CL

Transportation shall be notified immediately. After the ’’Table of Slab Form Elevations

and Calculations’’ has been completely filled out and approved for deck forming,

a copy must be forwarded to the Office of Bridge Design for review and analysis

for the purpose of securing information relative to camber growth in the beams.

The table contains the information necessary to determine the depth of concrete over

the girders at points shown. Calculations may be carried in the spaces provided.

Elev. ‘‘M’’ is the design elevation of the top of slab before any concrete has been

poured. This elevation includes correction for camber and dead load deflection.

Elev. ’’N’’ is a field measured elevation taken on top of girders at the points shown

with the girders in their positions. This elevation must be taken after erection is

between bearings when elevations are taken.

This information is necessary for preparing plans for future structures of this type.

dimensions in the table, it is found that any dimension ‘‘h ’’ is less than zero or

Abut. No. 1

CLBent No. 2

Bent No. 3

1 2 3 4 5 6 7 8 9 10 12 13 14 15 16 18 19 20 21 22 23 24 25 26 27 28 29 30

Abut. No. 4

CL CL

1 1

CL

The Camber shown is the amount which has been added to the theoretical

dimension ‘‘h ’’ over the of each girder will be 1’’ . If when computing the

completed, but prior to placing any of the deck concrete. Girders shall not be supported

C L

1 7

þÿ�8

�

C L

Gir

der

No. 5

35

’ -

8’’

0.

01

7’

0. 031’

0.

04

3’

0.

05

0’

0. 053’

0.

05

0’

0.

04

3’

0. 031’

0. 016’

0. 041’

0.

07

8’

0.

10

7’

0. 125’

0.

13

1’

0. 125’

0. 107’

0. 078’

0. 041’

1484. 642 1484. 706

1486. 1 1 1

Gir

der

No.

( ) d

( ) h

-

-=

=

Elev. ‘‘M’’

( ) Elev. ‘‘N’’

8’

- 1

1’’

8’

- 1 1

’’8

’ -

1 1

’’8

’ -

1 1

’’

5

( ) 0. 688’

( ) 0. 688’

( ) 0. 688’

( ) 0. 688’

( ) 0. 688’

þÿ�B�a�s�e�d� �o�n� �a� �‘�‘�d�’�’� �o�f� �1� �1� ���’�’� �a�t� �t�h�e� � � �o�f� �e�a�c�

þÿ�g�r�e�a�t�e�r� �t�h�a�n� �4� ���’�’� �t�h�e� �o�f�f�i�c�e� �o�f� �B�r�i�d�g�e� �

=85’ - 0’’

10 Spaces 8’ - 6’’ 85’ - 0’’

67’ - 6’’ 67’ - 6’’

220’ - 0’’

=

85’ - 0’’

10 Spaces 8’ - 6’’ 85’ - 0’’

0.

01

7’

0. 031’

0.

04

3’

0.

05

0’

0. 053’

0. 016’

0. 031’

0.

04

3’

0.

05

0’

( see SEC. A - A Superstructure Details ). It is anticipated that the midspan haunch

1484. 771 1484. 833 1484. 893 1484. 950 1485.004 1485. 054 1485. 102 1485. 149 1485. 196 1486. 0051485. 319 1485. 440 1485. 556 1485. 665 1485. 764 1485. 853 1485. 933 1486. 072 1486. 138 1486. 241 1486. 343 1486. 5441486. 445 1486. 640 1486. 733 1486. 823 1486. 910 1486. 995 1487. 081

1484. 821 1484. 885 1484. 949 1485. 01 1 1485. 072 1485. 128 1485. 182 1485. 232 1485. 280 1485. 327 1485. 374

1484. 999 1485. 063 1485. 127 1485. 190 1485. 250 1485. 307 1485. 360 1485. 41 1 1485. 459 1485. 505 1485. 552

1484. 901 1484. 965 1485. 029 1485. 091 1485. 152 1485. 208 1485. 262 1485. 312 1485. 360 1485. 407 1485. 454

1484. 722 1484. 786 1484. 851 1484. 913 1484. 973 1485. 030 1485. 084 1485. 134 1485. 182 1485. 229 1485. 276

1485. 497 1485. 618 1485. 735 1485. 843 1485. 942 1486. 032 1486. 184 1486. 251 1486. 316

1485. 675 1485. 797 1485. 913 1486. 021 1486. 121 1486. 210 1486. 290 1486. 362 1486. 429 1486. 494

1485. 577 1485. 698 1485. 923 1486. 022 1486. 1 12 1486. 191 1486. 2641485. 815 1486. 331 1486. 396

1485. 399 1485. 520 1485. 636 1485. 745 1485. 844 1485. 933 1486. 013 1486. 085 1486. 152 1486. 218

1486. 419 1486. 522 1486. 623 1486. 723 1486. 819 1486. 91 1 1487. 001 1487. 088 1487. 1 73 1487. 259

1486. 597 1486. 700 1486. 802 1486. 901 1486. 997 1487. 090 1487. 1 79 1487. 266 1487. 352 1487. 437

1486. 499 1486. 602 1486. 703 1486. 803 1486. 899 1486. 991 1487. 081 1487. 168 1487. 253 1487.339

1486. 321 1486. 423 1486. 525 1486. 624 1486. 720 1486. 813 1486. 903 1486. 990 1487. 075 1487. 161

AUGUST 2006

and Calculations. Camber shown is for D. L. of slab, traffic barrier, and camber

growth, but does not include initial beam camber at erection and D. L. of beams.

67’ - 6’’

= =67’ - 6’’

220’ - 0’’

Brid

ge

10 Spaces 6’ - 9’’ 67’ - 6’’ 10 Spaces 6’ - 9’’ 67’ - 6’’

=10 Spaces 6’ - 9’’ 67’ - 6’’=10 Spaces 6’ - 9’’ 67’ - 6’’

REQUIRED LIST

1

2

3

4

5

6

Title Block

Project Block

Plan View

1

2

5

3

6

Elevation Calculations Table

Haunch Detail and Notes

Camber Diagram

4

5

Reference

Prestressed 12

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 2416

DIAPHRAGM DETAILS

ESTIMATED QUANTITIES

I TEM UNI T QUANTI TY

SEC. B B-

6’’

L. S. Lump Sum

2’’

1’’

þÿ�‘�’�’� �S�t�e

2’’

PLATE WASHER DETAIL

1’’

þÿ���’�’� �

1’’

1’’

DETAIL ‘‘B’’DETAIL ‘‘A’’

(Typ. Exterior Grdr. ) (Typ. Interior Grdr. )

in each bay

1’’ at high girder

6’’

3’’ 3’’

þÿ�3

�

þÿ��� x þÿ�2� slotted holes for

þÿ !� bolt ( Typ. ).

þÿ�1� � holes

þÿ���’�’� �

þÿ���’�’� � �

þÿ���’�’� �

DETAIL ‘‘X’’

-

SEC. A A

6’’

See DETAIL ’’X’’

SECTION AT DIAPHRAGM

2 E

qu

al

Sp

aces

þÿ�s�h�a�l�l� �b�e� �a�d�j�a�c�e�n�

in Bent Diaphragm.LP

7’’

5’’ 2’’

LP

LP

DETAIL

Turned Element

DIRECT TENSION INDICATOR

Direct Tension

Indicator

Plate Washer ( Typ. )

Hardened Flat Washer

Diaphragm Support

3’’

þÿ�‘�’�’� �S�t�e

3’’

PLATE WASHER DETAIL

1þÿ��

þÿ��

1

þÿ���’�’� �

1. All steel for the diaphragms including plate washers shall conform to ASTM A36

3. All costs associated with furnishing, fabricating, assembly and installation of

NOTES:

2. The steel diaphragms between adjacent girders shall be installed as soon as

possible and in conjunction with girder erection.

and shall be galvanized in accordance with ASTM A123. Bolts, nuts and washers

shall be galvanized in accordance with ASTM A153.

LP

LP

Bent DiaphragmBolt head shall be adjacent to the Exterior Face of

the Exterior Girder.

LP

LP

DIAPHRAGM SUPPORT PL

LP

Bolt head & direct tension indicator

END VIEW BENT

PLATE DIAPHRAGM

þÿ�2�’�’� � �X� �2

þÿ�1� � ���’�’�

min

.

in each bay

1’’ at low girder

diaphragms shall be included in the lump sum bid for Structural Steel, Miscellaneous.

Structural Steel, Miscellaneous

4245 Lbs. for 12 diaphragms.

For informational purposes only, the estimated weight of structural steel is

þÿ� �1� þÿ� �1�

þÿ &�’�’� � �X� �2�’�

þÿ &�’�’� � �X� �2�’� þÿ &�’�’� � �X� �2�’�

þÿ�3

�

þÿ�1

�’�

�-�

1’

- 1 1

’’

1’

- 7

’’

þÿ &�’�’� � �X� �2�’�

3’’

1’’

B B

Level ( Typ. )

See DETAIL ‘‘A’’ See DETAIL ‘‘B’’

1’’

þÿ &�’�’� � �X� �2�’�

A A

þÿ !�’�’� � � � � � �A�3�2�5� �G�a�

1 Heavy Hex Nut, 1 Direct Tension Indicator,

þÿ�1� �-� �2�’�’� �X� �2�’�’� �X� �‘�’�’�

1 Hardened Flat Washer &

þÿ� �C�a�s�t�-�I�n�-�P�l�a�c�e� �1�

Steel Pipe Insert, Galvanized ( Typ. )

þÿ�&� �2� �-� �3�’�’� �X� �3�’�’� �X� �‘�’�’�

þÿ !�’�’� � � � � � �A�3�0�7� �G�a�

2 Heavy Hex Nuts

þÿ !�’�’� � � � � � �A�3�0�7� �G�a�

þÿ�X� �‘�’�’� �P�l�a�t�e� �W�

2 Heavy Hex Nuts & 2 - 3’’ X 3’’

þÿ�1

�’�

�-�

þÿ�1

�’�

�-�

3’

- 9’’

3’

- 9

’’

þÿ�1

�’�-

� �

þÿ�1

�’�-

� �

1’-

3’’

1’-

3’’

þÿ�3�

( Typ. )

( Typ. )

þÿ�1�

þÿ�2

�

min

.

þÿ�2

�

AUGUST 2006REQUIRED LIST

1

2

3

1

2

Title Block

Project Block

Fill out Remainder of

Standard Base Sheet

Reference

Prestressed 13

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 2417AUGUST 2006

Approach Pavement

CL

See DETAIL ‘‘X’’

(at Roadway)CL

SEC. A A-

6’’

Abutment

Approach Slab

Granular Bridge End Backfill

SEC. B - B

Sleeper Slab

Black Steel Pipe

Provide Cap for 4’’ Dia. Corrugated

3’ - 0’’

1

16’’ Vertical Composite Drain

End of pipe shall protrude 6’’

Limits of Bridge End Backfill

Precast Concrete Headwall for Drain (See Details of Precast

Concrete Headwall for Edge Drain or Underdrain.)

Backfill to be compacted to the

satisfaction of the Engineer.

Non-pervious Backfill Material.

Porous Backfill

Granular Bridge End Backfill

1’

- 0’’

SEC. C - C

8’’ - 12’’

1’

- 0’’

þÿ�4

�1�’

� �-

�

Benched according to Section 120. 3. B. 1

of the Construction Specifications.

Top of Finished Roadway

on Approach Slab

Sleeper Slab 9’’

Double thickness of 6 mil

polyethylene sheeting Granular Bridge End Backfill

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

PLAN

Type B Drainage Fabric

1’

- 0’’

1

1

6’’

Granular Bridge End Backfill

NOTE: Bridge End Backfill shown adjacent

to Abut. No. 1. Abut. No. 4 similar

by rotation except as shown.

Abutment Backwall

5’ - 0’’ 5’ - 0’’4’’ Corrugated Polyethylene

Plastic Pipe (Typ.)

4’’ Std. Black

Steel Pipe (Typ.)

44’ -

2’’ ~

4’’ D

ia. C

orrugate

d P

oly

eth

yle

ne P

erforate

d D

rain

age T

ubin

g

AA

4’’ Dia. Std. Black

Steel Pipe (Typ.)

B

C

B

C

9’’9’’

1’ - 0’’1’ - 0’’ 3’ - 0’’

1’

- 0’’

1’

- 0’’

6’’

LC

W. B. L.

LC

W. B. L.

LC

W.

B.

L.

5’

- 0

’’

LC

Abut. No. 1

&

Sleeper Slab

þÿ�2�4�’� �-

Bridge Berm

Polyethylene Drainage Tubing

(As approved by the Engineer)

4’’ Dia. Corrugated Polyethylene

Drainage Tubing

Porous Backfill

Porous Backfill

ESTIMATED QUANTITIES

I TEM UNI T QUANTI TY

( for 2 abutments )

Cu. Yd.

Cu. Yd.

244

Includes 172 ft. of 4’’ Corrugated Polyethylene Perforated Drainage Tubing,

42 ft. of 4’’ Corrugated Polyethylene Drainage Tubing, 494 sq. ft. of vertical

composite Drain and 30 ft. of 4’’ Std. Black Steel Pipe.

Includes 3168 sq. ft. of 6 mil Polyethylene Sheeting (not including laps) and

274 sq. yds. of Type B Drainage Fabric

Quantity based on 1’ - 0’’ deep X 1’ - 0’’ wide trench.

Precast Concrete Headwall for Drain

Granular Bridge End Backfill

Porous Backfill

Approach Slab Underdrain Excavation

4’’ Underdrain Pipe

Each

20

6

2

Ton

Ft.

convert Cu. Yds. to Tons.

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

Match Existing Embankment

Match Existing Embankment

Match Existing Embankment

Match Existing Embankment

4’’ Dia. Corrugated Polyethylene

Drainage Tubing.

4’’ Dia. Std.

5’ - 0’’

1

1

4’’ Dia. Corrugated Polyethylene

Drainage Tubing.

Type B Drainage Fabric

Limits of Bridge

End Embankment

10’ - 0’’

77

Cu. Yd. 226Bridge End Embankment

16’’

Surf

acin

g

1’

- 2

’’

1’ - 6’’

DETAILS OF BRIDGE END BACKFILL

þÿ�1

�8�’

� �-

� þÿ�2

�2�’

� �-

�

4’’ D

ia. C

orrugate

d P

oly

eth

yle

ne P

erforate

d D

rain

age T

ubin

g

beyond surface of berm slope. (Typ.)

4’’ Drainage Tubing

4’’ Dia. Corrugated Polyethylene

Plastic Pipe

1

1

4’’ Dia. Corrugated Polyethylene

Plastic Pipe

4’’ Dia. Corrugated Polyethylene

Drainage Tubing.

1

2

3

4

5

7

8

Title Block

REQUIRED LIST

Project Block

Plan View

Estimated Quantities

6

Sec.A-A at Center Line

Detail "X"

1

2

3

4

5

8

6

7

Sec. B-B Thru Sleeper Slab

Sec.C-C at Abut. Face

Prestressed 14

Reference

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 2418

DETAILS OF APPROACH

SLAB ADJACENT TO BRIDGE

e2

e barsElastic Joint Sealer ( Typ. )

g bars

A double thickness of plastic sheeting to prevent

bond to bridge end backfill shall be placed between

The portion of the sleeper slab directly under the

movable slab shall be smooth. Steel trowel and coat

with asphalt paint or place 6 mil polyethylene sheeting

to prevent bonding of concrete. ( Typ. )

d1d2

In Place Z1 Bars

In Place Mechanical Splice

Sleeper Slab see

Joint filled with Hot-Poured

þÿ ��’�’� �x� ���’�’� � �D�e�e�

z2 9’’

SEC. A - A

REINFORCING SCHEDULE

Mk. No. Size Length Type Bending Details

Type 2

5’’

Type T2

d1

d2

All dimensions are out to out of bars.

All Bars to be Epoxy Coated.

Note: Elevations top of

at this location.

slab back of curb

ITEM UNIT QUANTITY

ESTIMATED QUANTITIES

Concrete Approach Sleeper Slab for Bridge

Sq. Yd.

bid items and are for information only.

( For Two Approach Slabs and Two Sleeper Slabs )

Sq. Yd.

Concrete Approach Slab for Bridge

5.

1. Cu. Yds. Concrete in Approach Slab.

2. Lbs. Epoxy Coated Re-Steel in Approach Slab.

3. Cu. Yds. Concrete in Sleeper Slab.

4. Lbs. Epoxy Coated Re-Steel in Sleeper Slab.

g3

e4

e1

LC

Abut. No. 1

þÿ�2

�

þÿ�2

�

þÿ�1

� �1

þÿ�1

� �1

þÿ�5

�

6’’

Slo

pe 0

. 0

2 f

t./f

t.S

lop

e 0

. 0

2 f

t./f

t.

Begin Bridge

þÿ�5

�

See DETAIL ‘‘Z’’

e2

g4

3’’ 18’’e3 ~ 6 Sp

18’’ 9’- 0’’

3’’

See DETAIL ‘‘J’’

F

F

End Block

DETAIL ‘‘Z’’

e2

g2g1

12’’3’’

3’’

BOTTOM

STEEL

TOP

STEEL

= =

+

= =

DD

C

C

4’’

3’’R.

9’’

6’’ 4’- 0’’

Curb Transition

Top of Curb

Sleeper Slab

Approach Slab

-VIEW D

4’’

#

g4

g2

þÿ�1� �1�

þÿ�7�

9’’

4’’

þÿ�3

�

þÿ���’�’� �

SEC. C C-

2’’

2’’

cl.

þÿ�2� ���’

Normal to L RoadwayC

Slope 0. 02 ft. /ft.

Approach Slab

e3

þÿ�5

�

þÿ�1

� �1

þÿ�1

� �1

Arm

or

Angle

Assem

bly

6’’

6’’

15

’’þÿ�2

�

þÿ�2

�

þÿ�5

�

z2 9’’

===

=

==g5

15

’’

E

E

Appr. Slab

End Block

Elastic Joint Sealer (Typ. )

Joint Material

Preformed Expansion

þÿ�8

�

9’’

approved by the Engineer.

has been poured. Use fasteners

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

that will not spall concrete, as

Sleeper Slab

1 1’

’

þÿ &�’�’� �C�CL

-

Inserts

sheet metal

18 ga. galv.#

End Bridge +

( Typ. )

( For Two Approach Slabs and Two Sleeper Slabs )

2’- 0’’ 2’- 0’’

Drop Inlet

CL

2’-

9’’

DETAIL ‘‘Y’’

e Bars

g Bars

a3

Cut all Bars in area of

drop inlet as shown.

Add a3 bar at top and bottom

layer of steel as shown.

1

1

a3

Type 19A

g3 g1

==

e1 ~ 9 Spaces

12’’ 9’- 0’’

In-place Mechanical Splice

==

þÿ�4

�1�’

� �-

�

40

’- 0

’’ R

oad

way

Top A

nchors ~

41 S

paces 1

2’’ 4

1’- 0

’’

Bo

tto

m A

nch

ors &

1’’ B

leed

er H

ole

s ~

40 S

paces 1

2’’ 4

0’- 0

’’

( T

op

Ste

el

) g

4 ~

26

Sp

aces

18

’’

39

’- 0

’’

( B

ott

om

Ste

el

) g

2 ~

79 S

paces 6

’’ 3

9’- 6

’’

þÿ�2

�2�’

�-�

�þÿ

�1�8

�’�

�-�

þÿ�2

�’�-

� þÿ�2

�’�-

�

-

3302

8 4

c1

d1

d2

48

168

84

5

4

4

41’ - 7’’

7’ - 9’’

6’ - 3’’

Str.

2

T2

a3

e1

e2

e3

e4

g1

g2

g3

g4

g5

z2

20

22

14

12

8

160

4

54

52

108

6

6

4

4

8

8

4

4

4

7

41’ - 7’’

39’ - 8’’

41’ - 7’’

39’ - 8’’

9’ - 2’’

19’ - 8’’

9’ - 2’’

19’ - 8’’

6’ - 0’’

2’ - 0’’

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Str.

Sleeper Slabs

Approach Slabs

181. 8

67. 5

47. 0

21. 8

13287

þÿ��þÿ���’�’� �x� ���’�’� �F�i�l�l�

þÿ���’�’� � �P�

Expansion Joint Filler

e3

e1

7’ - 4’’ 19A

PLAN

þÿ��

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

Items 1 thru 5 are approximate quantities contained in the above

NOTE -

2’’

2’’ Polystyrene

insulation Board

5’’

3’’

DETAIL ‘‘Q’’

++

2’’

Cl.

2’’

Cl.

2’’ Cl.

4 Equal Spaces

Sleeper Slab

Appr. Slab

2’’ Cl.

9’’

9’’

(Sleeper Slab)

2’’

Cl.

4 Equal Spaces 2 Eq. Sps.

d2 d1

for joint details

2’’

See Detail ’’Q’’

SEC. B - B

2’ - 9’’ 1’ - 9’’ 2’ - 9’’

7’ - 3’’

1’ - 9’’

c1

SEC. B - B

See Approach Slab Joint Details

Sta. 81 67. 53 (Begin Bridge)

Sta. 84 1 1. 00

Sta. 81 89. 00

( Typical plan for steel revision when drop inlet is used )

backfill and slab in this area. See Bridge End Backfill.

Details for Joint Details

6’ - 1 1’’

1’ - 5’’

1’

- 4’’

3’ - 4’’

2’ - 0’’

AUGUST 2006

See Compression Seal Joint

c1

Sta. 84 32. 47 (End Bridge)

T. S. Elev. Begin Bridge 1484. 43

T. S. Elev. End Bridge 1487. 37

==T. S. Elev. Begin Bridge 1484. 51

T. S. Elev. End Bridge 1487. 45

T. S

. E

lev. B

egin

Bri

dge 1

484. 89

T. S

. E

lev. E

nd B

rid

ge 1

487. 83

d1

& d

2 b

ars ~

41

Sp

aces

12

’’

41

’- 0

’’ (

Sle

ep

er S

lab

)

Approach Slab

Sleeper Slab

þÿ�1� �

4’’

Fasteners (2)

#

þÿ�1�0�

Joint

þÿ�1� �

4’’

þÿ�1�0�

Compression Seal

Strip Seal

18 ga. galv. sheet metal

PLAN - DETAIL ‘‘J’’

G

G

G

G

24. 92’ Rt.

See Detail ‘‘Y’’

+Sta. 81 74. 08

Drop Inlet Type ’’D’’

63. 08’ Lt.

See Detail ‘‘Y’’

+Sta. 81 74. 08

Drop Inlet Type ’’D’’CL

CL

B B

AA

( T

op

Ste

el

) g

5 ~

25

Sp

aces

18

’’

37

’- 6

’’

6’’e2 ~ 9 Spaces

12’’ 9’- 0’’

20’ - 0’’

20’- 0’’

e4 ~ 5 Sp

18’’ 7’- 6’’

18’’

D

SEC. G G

VIEW E E

In-place Z1 9’’

See Superstructure Details.

Z1 bars and Mechanical Splices are listed

and included in Superstructure quantities.

SEC. F F-

LC

W.

B.

L.

(Shown adj. to Abut. No. 1;

18 ga. galv. sheet metal (Cut in field

to accomodate strip seal extension.

Compression seal is not extended.)

See DETAIL ‘‘J’’.

Abut. No. 4 similar by opposite hand.)

LC

CL

þÿ�6� þÿ�6�

REQUIRED LIST

1

2

3

4

6

7

8

Title Block

Project Block

Reinforcing Schedule

Sections as Required

4

5

Estimated Quantities

6

7

8

8

9

Plan View5

9

1

Section A-A at Centerline

Sleeper Slab Section10

Armor Angle Assembly11

12

Joint Filler Details

Joint End Plate

3 2

7

8

9

10

1012

ARMOR ANGLE ASSEMBLY DETAILS

(If Applicable)

11

Prestressed 15

Reference

Drop Inlet Detail

(if applicable)

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 2419

APPROACH SLAB JOINT DETAILS

ITEM UNIT QUANTITY

ESTIMATED QUANTITIES

TEMP. DIMENSION ’’X’’

30

40

50

60

70

80

90

Strip Seal Expansion Joint

( For Two Approach Slabs )

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.

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�’�’� +

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.

Concrete Anchors

CL

Plate

CL

Plate

CL

Plate

CL

Plate

Concrete Anchors

B

=

=

1’’ =þÿ�1� �1� þÿ�1� �1� 1’’ =1’- 6’’

B

PLAN OF STRIP SEAL

( Neoprene Seal not shown )

C C C C

PlatePlate Plate Plate

L L L L

1’ - 2’’1’ - 2’’

VIEW B - B

surface of Concrete

Approach Slab

þÿ�2�’�’� �x� �2�

welded steel plates

Top of Strip Seal to conform to

0. 02 ft. per ft. slope

6’’

þÿ�7�

4’’

4’’

Neoprene Seal

( See Note No. 10

A

A

þÿ�2�

þÿ�2�

þÿ�2�

þÿ�2�

þÿ�1�

þÿ�1�

83. 8

þÿ�4�1�’� �-� �1�0� �

39 Spaces 12’’ 39’ - 0’’

38 Spaces 12’’ 38’ - 0’’

9 Spaces 2’- 0’’ 18’- 0’’ 9 Spaces 2’- 0’’ 18’- 0’’

þÿ�1�’� �-�

2’’þÿ�1� �110’’10’’2’’ þÿ�1� �1

þÿ�1�’� �-�

þÿ�(�2�’�’� �X� �2�’�’� �X� ���’�’� �W� þÿ�(�2�’�’� �X� �2�’�’� �X� ���’�’� �W�

2’’

AUGUST 2006

3’’ movement capability.

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

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

Ft

REQUIRED LIST

1

2

3

1

2

Title Block

Project Block

Fill out Remainder of

Standard Base Sheet

Prestressed 16

Reference

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

MINN3783

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 2420

COMPRESSION SEAL JOINT DETAILS

ITEM UNIT

ESTIMATED QUANTITIES( For Two Approach Slabs )

Ft.Compression Seal Joint

QUANTITY

83. 8 AUGUST 2006

(T

op

An

ch

or S

pacin

g)

West Bound Lanes

þÿ�4�1�’� �-�

(B

ott

om

An

ch

or &

1 ’

’

B

leed

er H

ole

Sp

acin

g)

þÿ�5� þÿ�5�

CL

=

=

A

A

B B

( Neoprene Seal not shown )

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�2�

þÿ��

20

2’’

þÿ�C�h�a�m�f

þÿ��

2’’

þÿ�2�

þÿ��

20(Typ.)

(Typ.)

( conforms to crown slope )

Sleeper Slab

Compression Seal

3’’

4’’

4’’

DETAIL ‘‘C’’þÿ�N�e�o�p�r�e�n�e� �S�e�a�l� �s�h�a�l�l� � �h�a�v�e� �a

4’’

VIEW B - B

4’’ þÿ�7�

surface of Concrete

Approach Slab

Top of Compression Seal to conform to

þÿ� �7�’�’� �x� �

þÿ�B�a�r� ��’þÿ���’�’� � � � � �X� �1�2�’�’� �l�o�n�g�

Deformed Bar Anchor Studs (Typ. )

1’’ hole (Typ.)þÿ���’�’� � � � � �X� �1�2�’�’� �l�o�n�g�

Deformed Bar Anchor Studs (Typ. )

þÿ�B�a�r� ��’

4’’

1’’ installation hole

4’- 0’’ c-c (Typ.)

1’’ bleeder hole (Typ.)

PLAN OF COMPRESSION SEAL

1’’ bleeder hole (Typ.)

1’’ installation hole

4’- 0’’ c-c (Typ.)

For informational purposes only the estimated quantity of structural

steel is 4610 lb.

þÿ�2�2�’� �-� � þÿ�1�8�’� �-�

þÿ�1� �1 þÿ�1� �1

41 Spaces 12’’ 41’ - 0’’

40 Spaces 12’’ 40’ - 0’’

þÿ�B�a�r� ��’�’� �x� ��’�’� �x� �

þÿ�7�’�’� �x� �4�’�’� �x� ���’�’� �x�

Pavement

SEC. A A-

1. Steel for the Angles shall conform to ASTM A709, Grade 36. The Automatic End Welded

Deformed Bar Anchor Studs shall conform to ASTM A496. The Armor Assembly complete in-place shall

be a continuous unit.

2. The shape of the compression seal may vary from that shown in DETAIL ‘‘C’’ on this sheet

however the overall dimensions and the movement cabapility shall be met.

3. Material for the Neoprene Compression Seal shall conform to that specified in ASTM D2628. No

splices will be permitted in the Neoprene Seal.

4. The lubricant-adhesive used to install the neoprene seal shall conform to the requirements

of ASTM D4070-91 (1996). The neoprene seal and the lubricant adhesive should be supplied or

recommended by the same source as they must be compatible.

5. The Neoprene seal shall be installed and bonded to the joint with a high solids lubricant

adhesive. At the time of the Neoprene Seal installation, the steel surfaces of the joint to be

contaminants. The Contractor shall be required to clean those areas by abrasive blasting.

6. The installation of the compression seal shall be as specified by the manufacturer and shall

be subject to the approval of the Engineer. The ends of the Neoprene Seal shall be sealed as

recommended by the manufacturer.

7. Galvanize the Angles and anything welded to them after all welding is completed. They

shall be galvanized in accordance with AASHTO M111 (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 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.

8. Welding for the Angle Assembly shall be in accordance with ANSI/AWS D1.1

Structural Welding Code - Steel.

9. The Compression Seal Joint supplier shall submit a detailed compression seal installation

procedure with the shop plans.

10. The cost of welding shall be included in the contract unit price per foot for Compression

Seal Joint.

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

Seal Joint will be paid for at the contract unit price per 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.

in contact with the Neoprene Seal shall be dry, clean and free from dirt, grease and

1 1. The Compression Seal Joint will be measured in feet to the nearest one-tenth foot,

REQUIRED LIST

1

2

3Title Block

Project Block

Fill out Remainder of

Standard Base Sheet

1

2

Reference

Prestressed 1 7

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

DESIGNED BY DRAWN BY CHECKED BY

BRIDGE ENGINEER

S. D. DEPT. OF TRANSPORTATION

HS25-44

40’-0’’ ROADWAY

(& ALT.)

SEC. 30-T102N-R50W

222’ - 0’’ PRESTR. GIRDER BRIDGE

OVER SKUNK CREEK 0 SKEW

MINNEHAHA COUNTY

STR. NO. 50-126-165 IM 0909(69)390

FOR

WEST BOUND LANES

STA. 81+89.00 TO STA. 84+1 1.00

JK SJ/AVSJ/AV

OF 2421

1L 2L 3L 8L7L6L5L4L 9L 10L 1 1L 12L 13L 14L 15L 16L 1 7L 18L 19L 20L 21L 22L 23L 24L 25L 26L 27L 28L 29L 30L 31L 37L 38L 39L 40L32L 33L 34L 35L

36L

41L

32C 33C 34C 35C 36C

32R 33R 34R 35R36R

37C

37R

38C

38R

39C

39R

40C

40R

41C

41R

68’ - 6’’

222’ - 0’’

NOTE -

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

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

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.

Location Location LocationElevation Elevation Elevation

1 L

2L

3L

4L

5L

6L

7L

8L

9L

10L

12L

13L

2C

3C

4C

5C

6C

7C

8C

9C

10C

12C

13C

2R

3R

4R

5R

6R

7R

8R

9R

10R

12R

13R

1 C 1 R

1 1 L 1 1 C 1 1 R

Table of As-Built Elevations - Bridge Deck

14R14L

15L

16L

1 7L

18L

19L

20L

14C

15C

16C

1 7C

18C

19C

20C

21 C21 L

15R

16R

1 7R

18R

19R

20R

21 R

22L

23L

24L

25L

22C

23C

25C

24C

22R

23R

24R

25R

Location Location LocationElevation Elevation Elevation

26L 26C 26R

27L 27C 27R

28L 28C 28R

29L 29C 29R

30L 30C 30R

ITEM UNIT QUANTITY

ESTIMATED QUANTITIES

Bridge Elevation Survey Lump Sum

L. S.

Table of As-Built Elevations - Approach Roadway

Table of Elevations - Bridge Survey Markers

Location Elevation

Begin Bridge

End Bridge

Station - Offset

31L 31C 31R

32L 32C 32R

33R33C33L

34L 34C 34R

35L 35C 35R

36L 36C 36R

37R37C37L

38L 38C 38R

39R39C39L

40L 40C 40R

41R41C41L

===

N

LC

Abut. No. 1

LC

Abut. No. 4

LCLC

Bent No. 3Bent No. 2

Approach Roadway Elevations Bridge Deck ElevationsApproach Roadway Elevations Bridge Deck Elevations

85’ - 0’’

10 Spaces 8’ - 6’’ 85’ - 0’’ þÿ�1�0� �S�p�a�c�e�s� � � �6�’� �-�

68’ - 6’’

=þÿ�1�0� �S�p�a�c�e�s� � � �6�’� �-� =

End BridgeBegin Bridge

42’

- 8’’

Overa

ll

40

’ -

0’’

Ro

ad

way

18

’ -

0’’

22

’ -

0’’

1’

- 4’’

1’

- 4’’

1’

- 0’’

1’

- 0’’

1C 2C 3C 8C7C6C5C4C 9C 10C 1 1C 12C 13C 14C 15C 16C 1 7C 18C 19C 20C 21C 22C 23C 24C 25C 26C 27C 28C 29C 30C 31C

1R 2R 3R 8R7R6R5R4R 9R 10R 1 1R 12R 13R 14R 15R 16R 1 7R 18R 19R 20R 21R 22R 23R 24R 25R 26R 27R 28R 29R 30R 31R

AS - BUILT ELEVATION SURVEY

AUGUST 2006

PLAN

End Approach Slab

LC

Brid

ge

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

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

4 Spaces 20’ - 0’’ 80’ - 0’’ 4 Spaces 20’ - 0’’ 80’ - 0’’

End Approach Slab

REQUIRED LIST

1

2

3

4

5

6

Title Block

Project Block

1

2

3

4

Estimate of Quantities

Plan View

Table for Shot Elevations

Bridge Survey Marker Table

5

5

6

Reference

Prestressed 18

PROJECT SHEET

NO.

TOTAL

SHEETS

STATE

OF

S.D.

222’ - 0’’ PRESTR. GIRDER BRIDGE

MINNEHAHA COUNTY

STR. NO. 50-126-165

WEST BOUND LANES

OF 2422AUGUST 2006

REQUIRED LIST

1

2

3

1

2

Title Block

Project Block

Insert Required Standard

Plate Sheets as Needed

Reference

Prestressed 19

33

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)

Year Plate See Note 2 (c)

6’’

Year Plate See Note 2 (c)

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