· pdf filelayout n for west bound lanes ... as - built elevation survey details of standard...
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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