seed2d_v8-Large Block Retaining Wall
12TH STREETS
Station 9+53.66
Sta. 501 +00.00 to Sta. 506+28.40
Section E: Structure Plans
EM 0295 45 130 RAMP "C"
Sta. 300+96.15
Sta. 520+50.00 to Sta. 525+34.29
214TH STREET
Station 66+29.62
Structure No. 06-185-180 20TH STREET SOUTH
Sta. 35+62.44 to Sta. 38+22.69 260'-3" Prestressed Girder Bridge
over 1-29
6-109-49 5-109-49
SHEET
El
INDEX OF SHEETS - Sheet El Sheet E2 Sheet E3-E34 Sheet
E35-E36
Layout Map and Index Quantities 260'-3" Prestressed Girder Bridge
Large Block Retaining Wall "A"
TOTAL SHEETS
04/16/2021
I STATE I PROJECT I SHEET I TOTAL OF 1------------1 NO.
SHEETS
I S.D. I EM 0295(45)130 I E2 I E36
SECTION E -ESTIMATE OF QUANTITIES
Str. No. 06-185-180 260'-3" Prestressed Girder Bridge
Bid Item No. Item Quantitv Unit 009E3310 Bridge Elevation Survey
Lump Sum LS 009E5000 Concrete Penetrating Sealer 1560.0 SqYd
120E7000 Select Granular Backfill 21.0 Ton 410E0030 Structural
Steel, Miscellaneous Lump Sum LS 420E0100 Structure Excavation,
Bridge 262 CuYd 430E0200 Bridge End Embankment 2649 CuYd 430E0300
Granular Bridge End Backfill 111.9 CuYd 460E0030 Class A45
Concrete, Bridge Deck 519.5 CuYd 460E0050 Class A45 Concrete,
Bridge 312.9 CuYd 460E0380 Install Dowel in Concrete 391 Each
470E0030 Special Steel Railing 288.0 Ft 470E0230 Steel Bicycle
Railing on Concrete Barrier 256.0 Ft 480E0100 Reinforcing Steel
44926 Lb 480E0200 Epoxy Coated Reinforcing Steel 97412 Lb 480E0507
No. 7 Rebar Splice 146 Each 510E0300 Preboring Pile 418 Ft 510E3521
HP 14x73 Steel Test Pile, Furnish and Drive 315 Ft 510E3525 HP
14x73 Steel Bearing Pile, Furnish and Drive 5250 Ft 560E8081 81"
Minnesota Shape Prestressed Concrete Beam 1803 Ft 734E2020 Bridge
Berm Slope Protection, Coated Crushed Aaaregate 469.4 SqYd 831E1030
Perforated Geocell 601 SqFt
Large Block Retaining Wall "A"
Bid Item No. Item Quantitv Unit 420E0300 Structure Excavation,
Retaining Wall 48 CuYd 421E1000 Footing Undercut 14 CuYd 530E0470
Gravity Large Concrete Block Wall 437 SqFt 530E0718 Granular
Backfill for Gravity Large Concrete Block Wall 37.0 CuYd 621E0240
Special 4' Chain Link Fence 65 Ft 680E0040 4" Underdrain Pipe 81
Ft
FOR BIDDING PURPOSES ONLY
04/16/2021
PROJECT SHEET TOTAL The elevations shown in these plans are based
on the National Geodetic SuNey (NGS) North American Vertical Datum
of 1988 (NA VD88).
STATE OF
NOTE:
/I --- ---
1 Point of Minimum 1 T.S.@ C. El. 1638.41 1 H , \ HI Vertical
Clearance
I I I H Li\ HI I I Sta. 35+63.57 . . ~ I I \ I ~Sta. 37+43.36
Mainline= I T.S. @ (f Rdwy El. 1637.91 Sia. 35+53. 78 Mam/me= I H
.Li'} HJ I Sta. 2414+00.00 1-29 NB Sta. 38+21-57
I Sia. 1414+00.00 1-29 SB L - ~ - T.S.@ (f Rdwy El. 1638.11 I , 1
_.lc..1_ 7 , I
-~----------------------------- ------------( -~------------
------------------------•- I ' I H h HI ' I ' ~ ~~ ~~ ~~ ~~ ~~ ~~
~~ ~~ ~~ ~~ ~~ ~~ ~~ ~- r~ ~~ ~~ ~~ ~~ ~~ ~~ ~-li--+= -1~ ~~ ~~ ~~
~~ ~~ ~~1~~ ~~ ~~ ~~ ~~ ~~ ~~ ~~ ~~ ~~ ~~ ~~ ~-! ~
7'-0" Berm : H 1--; j Sta. 36+98.57 ' 1
(Typ.) c..':'-~-1'--Hj T.S.@(fRdwyEl.1638.86 I : T.S.@ C. El.
1637.71 T.S.@ C. El. 1638.65 T.S.@ C. El. 1637.91 I
I
PLAN (Sidewalk Railing and Fence not shown.)
- - - - - -- _\ '
T.S. @ C. El. 1637.89
T. S. al Ii: Rdwy El. = Top of Slab at Centerline Roadway Elevation
T. S. al C. El. = Top of Slab at Curb Elevation
Luminaire (See Section L for Details.) (Typ.) ~mpora,y Barriers
(Typ.)
----------------=====================:'.:'.====================------------------Ji...
____ /_ ~ee Section B for Details)
--- Berm El. 1627.80 ----- ----- ------- ------J-- _____ ,..
Existing Groundline
P. I. = Sta. 36+98.00 Elev. = 1646. 67 (Finished) V. C. =
785.00'
P. T.
INDEX OF BRIDGE SHEETS - General Drawing Estimate of Structure
Quantities and Notes Notes (Continued) Notes (Continued) Notes
(Continued) Subsurface Investigation & Piling Layout Piling
Layout Details Abutment Details (A)
Abutment Details (B) Bent Details (A) Bent Details (B) Bent Details
(C)
VERTICAL CURVE DATA
Sheet No. 1 - Sheet No. 2- SheetNo. 3- Shee/No. 4- Shee/No. 5-
SheetNo. 6- SheetNo. 7- Shee/No. 8- Shee/No. 9- Sheet No. 10-
Sheet No. 11 - Sheet No. 12- Sheet No. 13 - Sheet No. 14 - Sheet
No. 15 - Sheet No. 16-
Superstructure Details (A) Superstructure Details (B)
Superstructure Details (C) Superstructure Details (D)
El. 1604.48
Flat
ELEVATION
(Sidewalk Railing and Fence not shown.)
Sheet No. 17 - Barrier Curb Details Sheet No. 18 - Pedestrian
Barrier Curb Details Sheet No. 19 - Barrier Curb Railing
Details
Sheet No. 20 - Special Steel Railing Details (A) Sheet No. 21 -
Special Steel Railing Details (B) Sheet No. 22 - 134'-9" Girder
Layout and Details Sheet No. 23 - 122'-9" Girder Layout and Details
Sheet No. 24 - Erection Data and Slab Form Elevations Sheet No. 25
- Diaphragm Details Sheet No. 26 - Details of Bridge End Backfill
(A) Sheet No. 27 - Details of Bridge End Backfill (B) Sheet No. 28
- Slope Protection Details Sheet No. 29 - As-Built Elevation SuNey
Sheet No. 30 - Movable Concrete Barrier Attachment Details Sheet
No. 31 - Standard Plates 460.02 and 460.05 Sheet No. 32 - Standard
Plate 510.40
12'-0" (Typ.) 12'-0" 10'-0" 9'-0"
0.02 ft.If/. 0.02 ft.If/. 0.04 ft.If/. 6:1
11'-0"
6:1
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180 PCN 020V
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY CK. DES. BY DRAFTED BY BAF MGR SEM
BROK020V 020VMA01 BRIDGE ENGINEER
FOR BIDDING PURPOSES ONLY
ESTIMATE OF STRUCTURE QUANTITIES
DESCRIPTION ~UANTITI UNIT REMARKS Bridge Elevation Survey Lump Sum
LS Concrete Penetrating Sealer 1560.0 SqYd * Select Granular
Backfill 21.0 Ton Structural Steel, Miscellaneous Lump Sum LS
Structure Excavation, Bridge 262 CuYd Bridge End Embankment 2649
CuYd Granular Bridge End Backfill 111.9 CuYd Class A45 Concrete,
Bridge Deck 519.5 CuYd Class A45 Concrete, Bridge 312.9 CuYd
Install Dowel in Concrete 391 Each Special Steel Railing 288.0 Ft
Steel Bicycle Railing on Concrete Barrier 256.0 Ft Reinforcing
Steel 44926 Lb Epoxy Coated Reinforcing Steel 97412 Lb No. 7 Rebar
Splice 146 Each Preboring Pile 418 Ft HP 14x73 Steel Test Pile,
Furnish and Drive 315 Ft HP 14x73 Steel Bearing Pile, Furnish and
Drive 5250 Ft 81" Minnesota Shape Prestressed Concrete Beam 1803 Ft
Bridge Berm Slope Protection, Coated Crushed Aggregate 469.4 SqYd
Perforated Geocell 601 SqFt * See Special Provisions
SPECIFICATIONS FOR BRIDGE
1. Design Specifications: AASHTO LRFD Bridge Design Specifications,
8th Edition .
2. Construction Specifications: South Dakota Standard
Specifications for Roads and Bridges, 2015 Edition and required
provisions, supplemental specifications, and special provisions as
included in the proposal.
BRIDGE DESIGN LOADING
1. AASHTO HL-93
2. Dead Load includes 22 psf for future wearing surface on the
roadway.
DESIGN MATERIAL STRENGTHS*
f'c = 4,500 psi fy = 60,000 psi fy = 50 ,000 psi
*For prestressed beams, see notes regarding Prestressed
Girders.
GENERAL CONSTRUCTION
1. All lap splices shown are contact lap splices unless noted
otherwise.
2. All exposed concrete corners and edges shall be chamfered
3/4-inch unless noted otherwise.
3. Use 2-inch 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 shall be built perpendicular to the roadway grade
line.
6. Requests for construction joints or reinforcing steel 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 reinforcing steel.
7. Bridge berms will be constructed to the plans template prior to
any pile driving or construction of abutment footings. See Standard
Plate 120.11. Berm slopes will not be disturbed after construction
. Any alterations to the berm or slopes after berm construction
will be submitted to the Bridge Construction Engineer for approval.
Allow 30 days for review of proposals.
8. The elevation of the bridge deck is 18 inches above subgrade
elevation.
DESIGN MIX OF CONCRETE
1. All structural concrete shall be Class A45 unless otherwise
indicated.
2. Type II cement is required, except Type Ill may be used for the
prestressed beams.
3. Grout design mix shall be as specified in Section 460.2 K of the
Specifications. A compressive strength of 2,000 psi shall be
attained by the grout prior to erection of any beams. Chamfer edges
of grout pads 3/4-inch . The quantity of grout is included in and
shall be paid for at the contract unit price per cubic yard for
"Class A45 Concrete, Bridge."
ABUTMENTS
1. Preboring piling at each abutment is required to whichever is
greater: 10 feet or to natural ground .
2. The HP 14x73 Piling were designed using a factored bearing
resistance of 134 tons per pile . Piling shall develop a field
verified nominal bearing resistance of 335 tons per pile.
3. One test pile shall be driven at each abutment and will become
part of the pile group.
4. The contractor shall have sufficient pile splice material on
hand before pile driving is started. See Standard Plate No.
510.40.
I STATE I PROJECT I SHEET I TOTAL OF 1-------------1 NO.
SHEETS
I S.D. I EM 0295(45)130 I E4 I E36
5. Piles shall not be driven out of position by more than three
inches in the direction normal to the abutment centerline . A
pile-driving template shall be used to ensure this accuracy.
6. Abutment backwalls above the construction joint may be cast
separately from the deck slab. The concrete used for the backwalls
and wings shall be Class A45 Concrete, Bridge. All abutment and
bridge deck concrete shall have attained design strength prior to
backfilling. Abutment wing walls shall not be cast until after the
deck has been poured.
7. Each finished abutment shall include a Bridge Survey Marker. See
Standard Plate No. 460.05.
ABUTMENT BACKWALL COATING
The material for waterproofing the abutment backwall shall be one
of the products from the approved products list. The acceptable
abutment backwall coating suppliers are listed on the approved
products list at the following Internet address:
http://apps .sd
.gov/applications/HC60ApprovedProducts/ProductList.aspx
The cost of furnishing and applying the coating shall be incidental
to the contract unit price per cubic yard for "Class A45 Concrete,
Bridge."
BENTS
1. The HP 14x73 Piling were designed using a factored bearing
resistance of 134 tons per pile. Piling shall develop a field
verified nominal bearing resistance of 335 tons per pile.
2. One test pile shall be driven at the middle column and will
become part of the pile group.
3. The contractor shall have sufficient pile splice material on
hand before pile driving is started. See Plate No. 510.40
ESTIMATE OF STRUCTURE QUANTITIES AND NOTES
FOR
260'-3" PRESTRESSED GIRDER BRIDGE STR. NO. 06-185-180
APRIL 2021 G)oF@ L "~ I DESl::FED BY I CK.i~!- BY I DRA~:: BYI r.,
~ BROK020V 020VRA02 ll-----=sR=1o~G=E~E~NG=1~NE=E=R-I
FOR BIDDING PURPOSES ONLY
PILE DRIVING
A driveability analysis was performed using the wave equation
analysis program (GRLWEAP). The pile hammer listed below was
evaluated and found to produce acceptable driving stresses. Pile
hammers not listed will require evaluation and approval prior to
use from the Geotechnical Engineering Activity . Requests for
evaluation of hammers not listed will be submitted a minimum of 5
business days prior to installation of piles.
Delmag 046-32
PRESTRESSED GIRDERS
1. Minimum concrete compressive strength fc = 7,000 psi at 28 days
for all girders , f'ci = 6,200 psi for all girders.
2. All mild reinforcing steel shall be deformed bars conforming to
ASTM A615, Grade 60.
3. Individual tendons in all pretensioned sections shall consist of
seven-wire , uncoated Type 270K Strands having a nominal diameter
of 0.6-inch and a minimum ultimate strength of 58,600 lb per cable
. An initial tensile force of 43 ,900 lb shall be applied to all
0.6-inch cables in all girders. All prestressing steel shall
conform to AASHTO M203 (low-lax strands).
4. All prestressed girders within a span shall be cast within an
8-day period. If not, the newest girder shall be at least 6 weeks
old before the deck slab is poured . The girders shall be poured in
all steel forms.
5. Prestressed concrete girders shall always be lifted by the
devices provided in the top flanges near the ends of the girders.
Types of lifting devices other than those shown on the plans may be
used provided they are approved by HOR. The design of the lifting
devices shall be the responsibility of the Fabricator.
6. Each beam shall be marked showing structure number, casting
date, span , and beam number. Marking shall be on the face of the
beam near the end and so located that they will be exposed after
the diaphragms have been cast. Fascia beams shall be marked on an
inside face. All markings shall be stenciled and clearly legible.
For beam designations and locations, see superstructure layout plan
and Erection Data sheet.
7. The physical properties of the elastomeric bearing pads shall
conform to the requirements of Section 18.2 of the AASHTO LFRD
Bridge Construction Specification and the AASHTO Materials
Specification M251 . The elastomeric bearing pads shall conform to
Grade 60 (durometer). The cost of the pads shall be incidental to
the contract unit price per cubic yard for "Class A45 Concrete,
Bridge." Certification that pads are 60 durometer and meet the
requirements of AASHTO LFRD Bridge Construction Specification
Section 18.2 and AASHTO Materials Specification M251 shall be
furnished to the Engineer with the shop drawings. No laminated
bearing pads will be allowed.
8. All exposed corners shall be chamfered 3/4-inch or rounded to
3/4-inch radius.
9. Dead Load of girder taken as effective at transfer. Cut strands,
except those extended and bent, flush with end of girder and coat
end of strands with mortar.
10. The Contractor shall be responsible for ensuring that
transportation stresses, handling, and erection do not cause damage
to the girders.
11. Furnish and Install Inserts for T9 Rebars as shown in the
plans. All costs involved shall be incidental to the contract unit
price per foot of "81-inch Minnesota Shape Prestressed Concrete
Beam."
SUPERSTRUCTURE
1. Girder lifting hooks shall be cut off before placement of
concrete deck slab .
2. The diaphragm at the bent shall be poured integrally with the
deck slab. Placement of the diaphragm at the bent shall not slow
down the rate of deck concrete placement and finishing . The
Contractor shall place the concrete for the specified diaphragms
ahead of the deck concrete in such a manner that advancement of the
deck concrete reaches the diaphragm just as placement of concrete
in the diaphragm is complete.
3. The use of an approved deck finishing machine will be required
during placement of bridge deck concrete. The deck finishing
machine will be adjusted and operated in such a manner that the
screed or screeds are parallel with the centerline of the bridge.
The finish machine and concrete placement will be parallel to the
skew of the bridge.
4. The bridge deck must be placed and finished continuously at a
minimum rate of 68 feet of deck per hour measured along Centerline
Roadway. This rate is exclusive of concrete placed in the
diaphragms (See note 2 above). If concrete cannot be placed and
finished at this rate , the Engineer shall order a header installed
and operations stopped. Notify the Bridge Construction Engineer if
deck pour operations are stopped. Operations may resume only when
the Engineer is satisfied that a rate of 68 feet per hour can be
maintained and the concrete in the previous pour has attained a
minimum compressive strength of 2,000 psi.
5. Snap ties, if used in the barrier curb formwork, shall be
corrosion resistant. The corrosion-resistant ties shall be inert in
concrete and compatible with the reinforcing steel.
6. See Special Provision for Concrete Penetrating Sealer.
UTILITIES
1. Anchor rods and bolting pattern for luminaires to be mounted on
the bridge shall be obtained and supplied by the Contractor to the
Bridge Contractor as indicated in Section L of the plans.
2. The 2-inch rigid galvanized steel conduit for the luminaires and
4- inch rigid galvanized steel conduit for utilities shall be
placed under the Bridge Deck and through the Abutments and Bent by
the Bridge Contractor as shown in the plans. See Section L for
further details.
3. Surface mounted junction boxes shall be installed under the
Bridge Deck by the Bridge Contractor as shown in the plans. See
Section L for further Details.
STATE PROJECT SHEET TOTAL
BOLT TESTING
The certified mill test reports for all bolts used on the project
shall include the test results for all the testing specified in
Section 972.2 D of the Specifications. Some of these tests are
supplemental tests that must be requested at the time bolts are
ordered . It is the responsibility of the Contractor to notify the
bolt supplier of these requirements.
SHOP PLANS
The fabricator shall submit shop plans in accordance with the
Specifications. Send shop plan submittals to HOR, 101 S Phillips
Avenue, Suite 401 , Sioux Falls, SD 57104
(
[email protected]). After review, corrections (if
necessary), and approval by HOR, the Office of Bridge Design will
review the submittals, authorize fabrication, arrange for
fabrication inspection, and distribute the shop drawings.
FALSEWORK
1. The Contractor shall be required to include with the Falsework
Plans, details for the construction of an adequate "Walk-Way"
including railing .
2. Traffic control considerations require some construction
activities to be performed over 1-29 traffic. To protect traffic, a
roadway canopy containment system will be required . Include
details for the roadway canopy with the falsework plans. All costs
for furnishing , installing, and removing the roadway canopy shall
be incidental to the contract unit price per cubic yard for "Class
A45 Concrete, Bridge Deck."
NOTES (CONTINUED)
FALL PROTECTION
1. The Contractor shall install a Fall Protection System conforming
to OSHA Regulations. When working on the girders prior to decking
installation, a Horizontal Lifeline, or other OSHA approved system,
shall be installed. The Contractor shall have one Personal Fall
Arrest System (PFAS) available for use by a Department Inspector.
The PFAS shall be compatible with the installed Fall Protection
System.
2. Modifications to any bridge components used to accommodate the
Fall Protection System shall be shown on the Falsework Plans and/or
the appropriate Shop Plans. Field welding to bridge components will
not be allowed. Field placed concrete inserts or drilled-in anchor
bolts will be allowed if approved by the Engineer. All costs
associated with providing the Fall Protection System shall be
incidental to the other contract items.
CLASS B COMMERCIAL TEXTURE FINISH
1. A Class B commercial texture finish shall be applied to the
following areas:
a. *Abutments: All exposed surfaces to an elevation 1-foot below
finished ground line.
b. Traffic Barrier Rail: All exposed surfaces (**front (traffic
face), **top and *back (pedestrian face)).
c. Pedestrian Barrier Rail: All exposed surfaces (*front, *top and
*back).
d. *Slab: Edge of slab. e. *Girder: Visible exterior face and
bottom of fascia girders. f. *Bent: All exposed surfaces.
* Color shall be "Tan" ** Color shall be "Pearl White" *** Color
shall be "Gray"
2. The Class B commercial texture finish shall be applied in
accordance with Section 460.3 L.1.c and Section 460.3 M.1 of the
Specifications.
STEEL RAILING - SIDEWALK
1. All rail and welded wire fabric fence posts shall be built
vertical. In general , fabrication and erection of steel railings
shall conform to Section 470 of the Specifications.
2. All structural steel parts for railing shall conform to ASTM
A500, Grade B. Plates and sleeves for splices shall be ASTM A36.
Rail post base plates shall conform to ASTM A709 , Grade 36.
3. Anchor bolts and nuts for railing shall conform to ASTM A307.
Washers shall conform to ASTM F436 and all components shall be
galvanized in accordance with ASTM F2329. The bolts will be hex
head "Structural" type with heavy hex nuts and round washers.
4. Anchor bolts will be tightened to a torque of 120 ft-lbs
(approximated without the use of a calibrated torque wrench).
5. Non-shrink grout used to fill the recess beneath the rail post
base plates will be a commercially available non-shrink grout
containing no metallic particles and capable of attaining a 28-day
compressive strength of 3,000 psi . The non-shrink grout will be
mixed according to the manufacturer's recommendations. The cost of
furnishing and placing the non-shrink grout will be incidental to
the contract unit price per foot for "Special Steel Railing" and
"Steel Bicycle Railing on Concrete Barrier."
6. All steel railing is to be galvanized in accordance with ASTM A
123 and ASTM A385. Vent holes for galvanizing shall be provided as
required and shown in the plans. Vent holes shall be drilled away
from the pedestrian face , and not on the top surface of the
horizontal railing segments.
7. Prior to painting , galvanized surfaces shall be prepared in
accordance ASTM D6386. Painted steel railing must conform with
Section 411 of the Construction Specifications and the color will
be an approved black (AMS STD 595-Color 27038).
8. Welding and Weld Inspection shall be done in accordance with the
current edition of AWS D1 .5 Bridge Welding Code.
9. All ends of rail sections at splices shall be sawed or milled.
Cut ends shall be true, smooth, and free from burrs or ragged
edges.
10. Each rail section shall be attached to a minimum of two posts,
but preferably three or more. The railing systems shall be
continuous from end to end on the bridge. Horizontal rail splices
for each end of rail section shall be positioned to align
vertically.
11 . Alternate splice details may be submitted for approval along
with the shop plans .
12. Shop plans shall be submitted to the Engineer electronically in
PDF format in accordance with Section 470 of the Specifications.
Shop plans shall include complete dimensions and details of
fabrication including an erection diagram. Materials and
specifications being used shall be clearly shown. Before project
completion, the Contractor shall furnish the Engineer with
"as-built" shop drawings in PDF format.
13. The costs of structural steel , welding, weld inspection ,
painting , and galvanization will be incidental to the contract
unit price per foot for "Special Steel Railing" and "Steel Bicycle
Railing on Concrete Barrier."
SPECIAL STEEL RAILING
1. Welded wire fabric shall be W1 .4/W1 .4 size wire arranged in a
2-inch square mesh conforming to ASTM A1064. Wire ties for securing
the welded wire fabric to rails and posts shall be Type IV, 9-gauge
wire in accordance with MSHTO M181. Welded wire fabric shall be
galvanized according to ASTM A641. Wire ties and other
miscellaneous hardware shall be galvanized according to ASTM
A153.
STATE PROJECT SHEET TOTAL
t---s~0:-_ ----tl----E-M_0_2_95-(4-5-)1_3_0 __ ---I :~-
SH;;;s
2. A black (ASM STD 595-Color 27038) thermally extruded polyvinyl
coating shall be applied to the welded wire fabric, wire ties, and
all miscellaneous hardware.
3. The item "Special Steel Railing" shall be paid for by the linear
foot. This payment shall be full compensation for furnishing all
material , labor, tools and equipment necessary or incidental to
the construction of the special steel railing including welded wire
fabric, posts, rails, wire ties, miscellaneous hardware, welding,
and coating , all to satisfactorily complete this work.
PERFORATED GEOCELL
1. Perforated Geocell will be from the following company or
equivalent:
Company: Agtec Phone: 1-818-724-7657 Website:
http://www.agtec.com
2. Perforated Geocell will be 6 inches tall with Type B Drainage
Fabric underlying the perforated Geocell. Installation will adhere
to the manufacturer's recommendation .
3. Perforated Geocell will be filled with the Select Granular
Backfill in accordance with Section 850 of the Construction
Specifications.
4. "Perforated Geocell" will be paid for at the contract unit price
per square foot. Payment will be full compensation for furnishing
and installing the Perforated Geocell.
5. Select Granular Backfill will be paid for at the contract unit
price per ton of material furnished . Payment will be full
compensation for furnishing , loading, hauling, and placing the
Select Granular Backfill.
NOTES (CONTINUED)
COATED CRUSHED AGGREGATE SLOPE PROTECTION
1. This work will consist of paving the bridge berm slopes with
crushed aggregate slope protection for control and prevention of
berm erosion.
2. The aggregate used in the crushed aggregate slope protection
will conform to the requirements of Section 820 of the
Specifications for coarse aggregate for Class A Concrete (Size #1
).
3. The asphalt material used in the crushed aggregate slope
protection will be either Asphalt Type MC-70 or MC-250, or
emulsified Asphalt Type RS- 1, RS-2, CRS-1, or CRS-2 meeting the
requirements of Section 890 of the Specifications and AASHTO M81 ,
AASHTO M140, and AASHTO M208 respectively.
4. The surface upon which the slope protection is to be placed will
be smooth, uniform, and free from foreign material. The top surface
of the slope protection will conform to the dimensions, elevations,
and slopes shown in the plans.
5. The crushed aggregate will be shaped and compacted to provide a
stable, smooth , and uniform surface.
6. The asphalt material will be applied at a rate sufficient to
assure penetration and binding of the aggregate in the upper 2
inches of the slope protection. (Estimated Rate = 1.3 gallons per
square yard.) The surfaces of the adjacent structure will be
protected from spattering or discoloration from the asphalt
material.
7. Payment for crushed aggregate slope protection will be at the
contract unit price per square yard for "Bridge Berm Slope
Protection , Crushed Aggregate" and will be full compensation for
slope paving, including furnishing all materials, labor, and
equipment necessary or incidental to the satisfactory completion of
this work. Payment will be for plans quantity.
AS - BUILT ELEVATION SURVEY
The Contractor shall be responsible for recording the As-built deck
elevations and bridge survey marker elevations at the locations
shown in the Table of As-Built Elevations shown in the plans. All
costs associated with obtaining the elevations including all
equipment, labor and any incidentals required shall be incidental
to the contract lump sum price for "Bridge Elevation Survey."
STATE PROJECT SHEET TOTAL
NOTES (CONTINUED)
-~-t--3_5_+1-0_0 __ Cl:'.
Sta. 35+63.57
36+00
For piling dimensions, see PILING LAYOUT DETAILS Sheet.
Hole Number 01 Hole Number 01 S tation 35+71 Station 35+7 1 Depth
35.2 ft Depth 105.2 ft Soil Co lor Brown Soi l Color Brown
Classification Sardy Clay Classification Clay Strength (Ou) 7,575
psi Strength (Qu) 8,729 psf Dry Densny 108.8 pc t Dry Dens ny 100.3
pcf Wet Density 129.0 pc t Wet Density 124.9 pcf Moisture 18.6 %
Moisture 24.5 % Pass No. 10 97.8 % Pass No. 10 98.0 % Pass No. 40
90.1 % Pass No. 40 94.8 % Pass No. 200 67.6 % Pass No. 200 84. 1 %
Sand Content 30.2 % Sand Content 13.8 % Silt Content 28.1 % Silt
Content 25.0 % Clay Content 39.5 % Clay Content 59.2 %
35+00 36+00
0 3 37+05
50.2 Brown
Class ification Sandy Clay Strength (Qu) 5,505 Dry Densny 104.0 Wet
Density 124.1 Moistu re 19.3 Pass No. 10 98.0 Pass No. 40 89.8 Pass
No. 200 66.4 Sand Content 31 .6 Silt Content 24.8 Clay Content
41.5
37+00
ft Depth Soil Color Classification
psf Strength (Qu) pcf Dry Densny pcf Wet Density % Moisture % Pass
No. 10 % Pass No. 40 % Pass No. 200 % Sand Content % Silt Content %
Clay Content
I <t. I
Abut. No. 3
Sta. 38+21.57
03 37+05
90.2 ft Dark Gray
Clay 7,810 psf 100.5 pcf 125.5 pct 24.9 % 98.7 % 95.3 % 83.6 % 15.1
% 23.4 % 60.2 %
Hole Nunber Station Depth Soil Color Classification Strength (Qu)
Dry Densny Wet Density Moisture Pass No. 10 Pass No. 40 Pass No.
200 Sand Content Silt Content Clay Content
38+00
See DETAIL "Z"
Hole Number 05 Station 38+12 Depth 30.5 ft Soil Color Brown
Classification SardyClay Strength (Qu) 4,974 psf Dry Densny 104.8
pcf Wet Dens ity 125.7 pc t Moisture 19.9 % Pass No. 10 97.7 % Pass
No. 40 89.3 % Pass No. 200 66.6 % Sand Content 31.0 % Silt Content
24.6 % Clay Content 42.0 %
1620 - - - - - Dark Brown :
_Silt Clay :: _______ _ -------- : : : : : : : : 1600
E8 E36
Glaciated Terrain contains all sizes of natural mineral sediment
ranging from clay to boulders. Streams originating in or flowing
through glaciated topography contain sediment loads derived from
glaciated sources. Stream and river crossings contain sediment
naturally sorted and randomly concentrated. Alluvial sediment
located at this project location may have concentrated coarser
gravel such as pebbles, cobbles and boulders. The borings shown
only represent material that was found at the exact location of the
small diameter drill hole. Coarse granular material may be present
in areas not penetrated by the depicted borings.
The Geotechnical Engineering Activity has all of the boring logs
and laboratory test results available for review at the Central
Office in Pierre.
Penetration Test Drive Test
8 Caved Sample ~ Zone
Drive tests are conducted by dropping a 490 pound hammer 30 inches
to drive a 2½ inch drill stem to measure the resistance to
penetration of the soil.
Penetration test holes are drilled with a 6% inch diameter hollow
stem auger. Penetration tests are conducted by dropping a 140 pound
hammer 30 inches to obtain 2 inch nominal diameter samples and to
measure the resistance to penetration of the soil. Penetration Test
results are listed as uncorrected "N" values in blows per foot.
Blows over inches are listed if refusal is achieved, which is 50
blows within one 6 inch set.
GROUNDWATER ELEVATIONS
AUGUST 2020
D1 1604.0 D2 1604.0 D3 1603.9 D4 1604.1 D5 1604.4 D6 1604.0
MEASURED SKIN FRICTION
D2 D4 D6
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
CK.DES.BY HK/MGR
,I "Tl '
12' -0" (Typ.)
2'-0" (Typ.)
H H
.j: H ' H
I le
"' ~ ! ~ HP 14 x 73 Steel (Typ.)
-= _ ~t~3~ ~-57 4 _J:L _ l-L ~ _____ "( f ' 2- _sta. 38+21.57~ ___
_ 2- --
' " I
6 H I H 2---c:, __________ _c _____ _i 9 ------2 "' H H "
2----------1---- 1
H H H
"' 9 " I
'i' ± " I
DETAIL "Y" DETAIL "Z"
NOTES: This sheet is to be used in conjunction with the SUBSURFACE
INVESTIGATION AND PILING LAYOUT sheet.
Refer to Section B for Utility line code legend.
9 LO "' II
E9 E36
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 0 oF@
020VMA07 BRIDGE ENGINEER
60'-8"
II II
I Ci:
EM 0295(45)130 E10 E36
Elev. "F" Front Face
' ' L-- - .-J
(Abutment No. 1 similar by opposite hand)
Front Face ' '
L--t--J 8'-8"
... 4
(Typ.)
Lummaire (SeN"Th- 5" Dia. sleeves for conduit J , , Location to be
approved by FRONT FA CE 1::
Section L for Details) IJ 11 i' 1- -, the Eng.ineer. (See Section
-1 ., ~ : \ L for details)_ I, (M1 bars not shown) ~ ~
2" c __ :~dwt 2' -0:. I '1 Elev. "G" Slope 0.02 ft.lft. (Tvp.) \ ~
r Opt. ConSI. Jt. I A ~ ~ "t E15-' i II I' \.r~~~"B" I -- -- --
E~_(TY~-~~ '~---~ -- -1--- Elev."A~~~ --r:4------!- &i_t _
___,1="-~f
c~....,.../c.-,-_;_-_--_--_---d--_--r.~_--_;_.-_-~_---~--~-------'>,;;r
' ~ -- --;-• -- -1:_ i -::-+l -- -- -- --~ ' &-- - -- - __ __,
__ --~ I
BACK FACE .--1 (M1 bars not shown) ,I ,
/ ! __ __ ~~s1_~ __ L_d __
(Typ.) I
,- -- -- --
n I
~ ~ I I .\._ W2 (Tvo.) ,. _,.,,, , l.;J....-----------ir rr=-~~rr
--'i--_ -_ 't -_ -_ -_ -_ -_ -_ -_ nn ~ifh" -_ -_ -_ -_ -_ -_ -_ -_
-_ -_ -_ -_ -_ -_ -_ -_ -_
-+-+1~1~1===:::::ji-~~=-~~=-~~=-~_j~i~:1:1-E.=1:t§~=-~_?::t-~-~
~~,1..,_1""'1""'(;l=yp=:.)---4-t---trl E8(Typ.)---l I : ::: !
1.J..-------------ir ~.- I , I
~ E13 (Typ.) " I 1-,1-I_____ 11.J...-----------it I I I 11 : t I II
: l_ ' r ' I ~--II I "' t I I ., ....
~ ' I W3(Typ.J-~ '1.J--------------tr I I I I I
i II ' i., t '
·' I II I ,-.. : I ,-..
i I ----....... - I l+------------tr
~1E===f=t=1;~;;~~~H~========~;;;;;~I ~'t 1
;======~-=::::~-==-~~~~~::1-til~~j=r~~f!~-J, I ----.....__ n 'I
I-J---=---,:-:c-:c:------;::;-:-:-;;::::-;;;---tr LL I I I 1 '\ / ,
~ Elev. "G3"
1, El (Typ.)--..,,. Elev. "G2" --v ,l..:::'-~------:,._,--,---1
------::Y,-,- CI:1!=1:=1-,---7iK~!,,;,..,'ft _____
_=:~~~~~J.:..:*~==~-f~}!-_~;-J_~Jr7~J~~~-~-:;;;l-~i~-=~J_=_ I
I
' 1 I I II I I
Elev. "G4"7 ' t Elev. "G5" --.,_ ' I Elev. "G6" 7( I I I_"""" Elev.
"Gl"
, ~Elev. "G1" "- _,,/1 '\l 71'.... ,,,1, ,,/1 r 1/l r--...._ _
.L
E10 ~ :::::---1 ' /
~2-E3 ...... rr \., , ~ , See DETAIL "Y" '
~ I
I E13 I
-'-~--+--i-<-4_S__,__p_cs_@=-1_0__," -i-1.,,1-1" _1--i1" at
Pile)
2 Spcs @ 7" = 1' -2" ...:..../ I 3'-4"
I I
I Ci:
: I :
, I -\_2-E1
I ~ r I I ' 1 r "' ,,11 i ' I I ., II
[ l " ---~ . ::
I~\__,_,,,. HP 14 x 73 - 10 Spaces@ 5'-6" = 55' -0"
26'-0"
60'-8"
ELEVATION (Along Ci: Abutment) (Looking Up Station)
" "
" / I
I r I r I r I r I r I II 1,, I..!' I
" II I I I
,I I,~- 1:: ~
, ( (I)
@2· Schedule 40 PVC I 3 .,-§ utlet Pipe (Typ.) k'- j!l
\ \\\\\I II 11111,11 2 Spcs@ 7"= 1'-2" E: ·'-'' -.--er,-, 11, 1
2'-4" ~
l-.'"_ ~y...v, --~,u111_... ·,;;~ 16·-10" ii:
I ,
~ v. •••~"
FOR
260'-3" PRESTRESSED GIRDER BRIDGE Elev. "F" I Elev. "G" I Elev. "H"
1637.76 I 1637.97 I 1637.98 1637.98 I 1638.16 I 1638.18
~ .:_V71-J OP--~ •• ,$ OVER 1-29 ~ •• • • • • • • ••• •" ST A.
35+62.44 TO ~ ,,
111 ,,, STA. 38+22.69 ,,, ,,, 0° SKEW
SEC 6/31-T109/110N-R49W EM 0295(45)130
Grout Pad
"
TABLE OF ELEVATIONS I Elev. "G1" I Elev. "G2" I Elev. "G3" I Elev.
"G4" I Elev. "G5" I Elev. "G6" I Elev. "Gl"
Abut No. 1 I 1629.90 I 1630.08 I 1630.25 I 1630.42 I 1630.27 I
1630.10 I 1629.92 Abut No. 3 I 1630.10 I 1630.27 I 1630.45 I
1630.62 I 1630.46 I 1630.29 I 1630.12
This sheet is to be used in conjunction with ABUTMENT DETAILS (B)
Sheet.
®see DETAILS OF BRIDGE END BACKFILL (B) Sheet for spacing.
NOTE: Elev. ''.A", "B", and •c• are top of slab at Ci: of Abutment.
Elev. "G1"through "Gl" are top of grout pad at Ci: Abutment. Top of
grout pads shall be level and smooth. DESIGNED BY
BAF BROK020V
BROOKINGS COUNTY
CK.DES.BY MGR
&, &, _, _, <0 <0 II II
DETAIL "W" I [:
13' -6" 2'-9).
M3 - 13 Spaces@ 12" = 13' -0" 3" 2" x 4" Keyway
~ --- 1 Elev. "G"
-U2 -T1 'i1-u1I
f - ,= ===== I tii12-I :
I I I I I I
14'-0"
VIEWE-E (E13 and E14 bars not shown, See DETAIL "W")
Back Face of Abutment
lut-~' T1 -
I I I I I I
I L tt 14 x 73 2, _3 .. Steel Piles
Back Face
6" Mechanical Splice
~ 0) ~ 0) The face on the back <0 <0 side of the
Abutment
i-, i-, between the Abut. Wings shall be thoroughly
coated with an approved waterproof sealant.
~ E9 ~ (See Notes regarding
&, 9
"' ~
"'
M3
~ ~ ;'. c:,
Mk No Size Length
E1 5 5 59'-5" E2 6 4 59'-5" E3 2 4 25'-8" E4 11 4 42'-5"
E5 22 5 11'-0"
E6 20 5 8'-3"
E9 12 4 5'-11"
E10 4 4 2'-6"
E13 14 4 6'-11"
E14 2 5 7'-11"
E15 2 4 7'-11"
G1 57 5 10'-1" G2 11 5 8'-9"
G3 29 4 3'-11" L1 46 4 3'-10" M1 113 5 9'-0" M2 15 5 10'-10"
M3 28 5 17'-11"
S1 2 9 56'-8"
S2 67 5 8'-0" T1 22 6 5'-3" U1 28 4 6'-3" U2 28 4 13'-3"
U3 48 8 8'-7" U4 48 8 13'-3"
W1 7 5 4'-8"
NOTES:
Type Bending Details
Str. Sir. Sir. Sir. 1A 1A Str. Str. Str. Str. Sir. Sir.
17 17 T1 T1 S6 17
17A Str. Sir. 17 Sir. 14A 19
17A
~rv-- 1 Type 14A
Type 17 f.,:,~ 5
Type 19
S2 9½" 3'-8"
Str. "' <0 tll :::> UJ E14 1' 11" - 1A Sir. Sir. 14 17
&, &, 1,-, F .. ·' ·' ·' ..... ..... ;'.
All dimensions are out to out of bars.
6 Bars to be E ox Coated.
I Type 171
ITEM UNIT >------Q~U_'4_N_T,_ITY ____ _, Abut. No. 1 Abut. No.
3
♦i;tl Class A45 Concrete, Brid e Cu Yd 59.0 59.0 Reinforcin Steel
Lb 8155 8155
HP 14x73 Steel Test Pile, Furnish & Drive Ft HP 14x73 Steel
Bearing Pile, Furnish & Drive Ft Preborin Pile Ft
i;tl Includes 0.2 Cu Yd for grout pads at Abut. No. 1, and 0.2 Cu
Yd at Abut. No. 3.
NOTES: 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.
* Z1 bars and mechanical splices are listed and included in
superstructure quantities. See SUPERSTRUCTURE DETAILS (DJ
sheet.
+ Includes the cost to furnish and install the 2" Schedule 40 PVC
outlet pipe \\\\I I JI 11 for abutment backfill drainage . ,,,,
,,,, ABUTMENT DETAILS (B)
' I 01it ?1,, . "'Y, ~ ·•. (.(\ ~ •• \A ~
-~,:.
-- =
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
APRIL 2021 ABUT. BACKWALL COATING DETAILS DESIGNED BY
CK.DES.BY
MGR
FOR BIDDING PURPOSES ONLY
2'-6" Grout Pads - 6 Spaces @ 8'-8" = 52'-0"
@NOTE: The portion of the N1 bar above the bent cap is to be coated
with asphalt paint or wrapped with tar paper to a minimum thickness
of ½6 .
@N1 (Typ.)
0 «> Groundline
Col~mn ~ I J I 't Bridge I
<f. 'I: <f. Rdwy Bent <f. I I I I I & I
Girder No. 1 Girder No. 2 Girder No. 3 Girder No. 4 Girder No.
5
l~'------~1---------. I.----.--------------.' I I I -,- ! i ! i !
i
15'-6"
4'-0"
,~o +--111111!111111 ~~ '""' '--
El. 1610.00±
1111111111111 '
_, ~ o~P.. -'-- El. "G5"
5'-0"
Provide Vertical Rib Finish with maximum relief of½" and maximum
rib spacing of 3" (Typ.) See DETAIL "Y".
12'-0"
28'-6"
_j
15'-0"
1111111111111 '
6'-0"
15'-6"
2'-6"
2'-2"
TABLE OF ELEVATIONS
Bent No. 2 Elev. "Gt" 1630.84 Elev. "G2" 1631.01 Elev. "G3" 1631.19
Elev. "G4" 1631.36
Elev. "G5" 1631.20 Elev. "G6" 1631.03 Elev. "G7'' 1630.86 Elev.
':A" 1630.73 Elev. "B" 1630.98 Elev. "C" 1604.48
NOTE: Top of Grout Pad shall be level and smooth.
*Elevations are top of Grout Pad at <f_ of Bent.
BENT DETAILS (A)
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 @ oF@
FOR BIDDING PURPOSES ONLY
I
Column
I G4 bar spacing 4 Spaces@ 1'-6" 1'-3" 3 Spaces@ 2'-0"
= 6'-0"
I G4 bar s acing 3" '
GS & G6 bar spacing l GS - 8 Spaces @ 9" 6" G6-4 Spaces
9"
l ~ = 6'-0"
G4 G6----"
r 3" 6 Spaces@ 1'-6" = 9'-0"
II GS - 14 Spaces@ 9" = 10'-6"
II .-F5 I
2 F1, 1 F2, & 4 F4 TOP STEEL
@NOTE: The portion of the N1 bar above the bent cap is to be coated
with asphalt paint or wrapped with tar paper to a minimum thickness
of ½B"-
@N1 bar spacing 9" I. ,~- @N1 (Typ.)------------.._ ~tat
tA - I
1c ·' I "'
~ '5' ~ ct
,...~
\
' I ;- t I
1·-h .. 6 Spaces @ 1 '-6" = 9'-0" 3"
11 9" GS - 14 Spaces@ 9" = 10'-6" 9"
II
F3-
= 6'-0"
I
= 6'-0"
G4 I G4
3- GS I
6 ----\ K ? lf-J3 f f ·' ;:? \ ' 1 1 f
I
' '/ 1 1 L ·' "-.,, 'II. - 1 f V
II 1 \ l I 0) V V 1,,
@) f 1 ·' ' ' I (Q f I "' .1 I "' a,
r2-J1
c,_
-:::::,\))-~ \ ~\~ .'.3- '
~ --------y \Y --------y \Y ~v\\\; ----(v\ - ----(v\ - K2j~2
-H4 71,,t -, 0) ........ ........ ·'
_j "" ~,-1 H-1 r ,-1 ,-1 ,-1 ,-1 ,-1 ,-1 ,-1 ,-1 ,-1 ~r I I I I I I
I I I I I I I I I I I I I I I I tc ;:.t .I I 11 I .I I I I I I I I
I I I I I I I I I I
t K1lUK1W u u u 7 u u u u u u u u ELEVATION
NOTE:
E13 E36
This sheet is to be used in conjunction with BENT DETAILS (A) &
(C).
BENT DETAILS (B)
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
CK.DES.BY MGR
1'-6" 6 Spaces@ 1'-6~ I
_.;..r __ :..__:_
-:-r. --L.-
'K1- I
15'-0"
K2-
SEC. C-C
' C) C')
Pile Spacing
See DETAIL 'X"
6'-0"
REINFORCING SCHEDULE
F1 12 8 56'-9" Str.
F2 7 9 56'-9" Str. J I • 3'-2" • IG4 F3 14 9 11'-9" Str. F4 8 4
56'-9" Str. F5 2 4 25'-8" Str. I Type 171 ~i G4 67 4 5'-2" 17
H4 I 1;-1r1 G5 44 6 11'-8" T1 G6 17 4 13'-5" T1
Gl 8 5 6'-0" 17 Type 17A
H1 84 10 21'-11" 1A
li H2 30 4 Str. ...., (.!) (.!)
13'-2" H3 18 4 11'-10" Str.
H4 84 10 9'-10" 17A , ; ; 1 •w-•J J1 144 5 15'-5" T1 "'C')
C')
J2 72 5 3'-6" T9
J3 72 4 8'-5" 17 2'-0"
K1 150 8 Str. G5
14'-9" l: K2 96 4 14'-9" Str. G6 3'-2"
N1 14 8 2'-0" Str.
F,,,, J1 1'-9"
~[E co _, 0
H2 I 2'-4" I 10'-10"1 ~ E ~ E ~ 81
NOTE: m All dimensions are out to out of bars. 't' See cutting
diawam.
Length shown ,s average. Actual lengths va,y according to bend
diagram.
ESTIMATED QUANTITIES ITEM UNIT QUANTITY
Class A45 Concrete, Bridae CuYd 194.9 Reinforcina Steel Lb 27064
Structure Excavation, Bridge CuYd 200 HP 14x73 Steel Test Pile,
Furnish & Drive Ft 1 <a, 95'=95' HP 14x73 Steel Bearina
Pile, Furnish & Drive Ft 35 av 90• = 3150•
tf. Includes 0.6 Cu Yd for Grout Pads
NOTE: This sheet is to be used in conjunction with BENT DETAILS (A)
& (BJ.
BENT DETAILS (C)
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
CK.DES.BY MGR
260'-3" (Overall)
S.D. EM 0295(45)130 E15 E36
30'-0"
19'-11"
-~-~--~-- D5-----------._ ITT'
~ B3 3'-6" Min. Lap I I I I
~----------- D6~ ---(Typ.D6ba:1 _re6~--------------~-------------
D~~ ------------------ DB~ - D9=\. ___ : ! 1 ___ _ ' ' ' ' ' ' ' '
,... ,... ,...
' " ' ' ' -•F-,... "' "' ' "' "' "' '
B4 BOTTOM STEEL ' 3'-6" Min. Lap 1-,.. I 9'-10" 1 1
F~= = = = = = = = = = = = = = = = = = = = = = l: = = = = = = = = =
= = = = = = = =~ = = = f ____ ~= ~§=E= =-o Z1@9"_/ I
+---111--GJ-~---------- Fi~- -~-- O>---------
• 21'-0" I ; I
~----------------------------------------------J----------------------------------------------------~----
1 ' I ----1:---------
1.-11.~ •• "
1'-6" B2-340Spaces@9"=255'-0"(Top-Overhang) ~ ~ J.•0 / <?-\.--'
•u. ••. '~ ~
1'-1½" B1 - 341 Spaces@ 9" - 255'-9" (Top) " f A ,_- r / 1 4nnGtf /
/ ".:_ ~ ::, ~
1=_141~ r-Pfj'll fii =
44- iD9y
NOTE: This sheet is to be used in conjunction with SUPERSTRUCTURE
DETAILS (B), (C) & (D).
* NOTES:
~ •:c;'lH D/11 •• ~ SUPERSTRUCTURE DETAILS (A)
FOR Mechanical Bar Splice shall be threaded with 1• - 8 UNG
threads. All costs associated with furnishing and installing bolts,
washer, tar paper and polyethelene sheeting for the approach slab
pavement notch shall be incidental to the contract unit price per
cubic yard for Class A45 Concrete, Bridge.
Galvanized bolts with 1" - 8 UNG Threads and washers at 3'-0" ctrs.
50 required for
entire bridge. Wrap embedded shank length with tar paper.
Abut. No. 1 I
D5 - 54 Spaces@ 12" = 54'-0"
SEC. F-F (Adjust D bar Spacing as necessary to Minimize
Interference with Barrier Steel)
(Sidewalk Railing and Barriers not shown)
D5-2 Eq. Sp. 2·
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY MGR
APRIL 2021 @ oF@
020VTA01 BRIDGE ENGINEER
Luminaire Locati~n I See Section L for Details. C
'I l ~05
~ "
.. -£~--~_} ·=-~j := ·= ·= ~o~: -~o\ ·= _: _=3=--~;.:;:;,n~~P- = =
~o~ = = = = i= =~= = = = = = = = = ~03= = = = ={f(:Y~J.:= ~-~--~-:-
-7_ I.:--------------------------------------------_ i _ -- - -- --
-- -- -- -- -- -- -- -- -- -- -- -v-+_=-~ITT-~~
I ! I ! 't 4• Dia. Rigid Galvanized Surface Mounted Junction Box
+°+-\ I I I -rop STEEL I Steel Conduit (Typ.) on Underside of Deck
(Typ.) D I I 1 ' 1 1 See Section L for Details. l'IF ' 1 I I
Placement of added steel over bent I ;- _______ -:-+-:-_ _
issymmetricalaboutthispoint _ ____________________________ 1
________
3 ,_ 11
"Min. Lap ____________________________ _
, ,
r , , r , , , , I ,
T , ,,, , •F , , ,.. , , I ,
I i I 9'-10" I __j 3'-6"Min. Lap BOTTOM STEEL : B4~
~ ~ ~ ~ J == ~ = ~•~ = = = = = = 21·-o· = = = = = ~ = = = = = = =
== = = = = = = = = = = = == = = = = = = = =f = = = = == = = = = = =
== = = = == = = = = = = == = = = = = = = = = ;_-_-_:s~ ~ ~ ________
I_ + _I _____________________________________________ {
__________________________________________ _
I I ,
1'-1½" ----
STATE OF
~DO \_07
<5-~~~-~~
B2 - 340 Spaces @ 9" = 255'-0" (Top - Overhang) I 1 '-6"
---·~•---------------------~-~---~~---~------------------.... ,--1
1'-1 112"
B1 - 341 Spaces@ 9" = 255'-9" (Top) ~ NOTE: This sheet 1s to be
used in conjunction with SUPERSTRUCTURE DETAILS (A), (C) &
(D).
PARTIAL PLAN SUPERSTRUCTURE DETAILS (B)
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
CK.DES.BY MGR
22'-0" 22'-0"
D2, D3, or D4 (Over Bent Only) - 55 Spaces @ 12" = 55'-0"
I D5 (Over Bent Only) - 54 Spaces@ 12" = 54'-4" 6" -'----
I @) 1: ~
1-=~i 'f Se, 8'RR<ER CURB om,cs f -;~-I ~G-1 11 "" rillown
Slope
Roadway (i: Bl c3 /. ( ( D4 (Over Bent Only) 02 ft.lft. (Typ.)
rB3orB4 I ~ crotn;Point ~ ~
,,at I "' , II• ~ J , J I D5 (Over Bent Only) U9 \ .
I ·.,. . -. Cl. -' -
0 0 I,) I --., ~ ..- I ~ ~ l ; 1h~rr +(3 r--.... ~ ..-
u - 1r1 1 1 1 1, \ I \ \ \ \
2-n3UI t-: :) t- ~C-H ' "I Ir --i I r 2-T4 & 1-rn _, I ! I \·
D9 (Over Bent Only) ....
'"" \ \ UB 2-T12~ ..._ I --1 ! I I ! I
DB (Over Bent Only)
I ' r- '"" I ! U6
II' ' I ' I I I
' I I i--- c.---J I I I ' \. ir- I 'J ~ ' ~ -Ul Ul '-'- I- i 'i
I("';-...,
?-T11 l,,' l'i I I Ul l " - 'I,. "" l
2-T10 \_2-T9 \._rrn_J T2-:__j
II I I
1'-071 2-T3& 1-TB-
U bars - 3 Spaces@ 9" = 2'-3" 1'-4" 1'-4" Ubars-6Sp.@12" 1'-4"
1'-4" Dbars-12Sp.@6" 1'-4"
I = 6'-0" (Typ.) ---- ------ = 6'-0" (Typ.)
i----
SEC. C-C
t'"= r
- - '\ I I
(i: alv:i:i Steel Conduit (i: I I
, 3 - T11, 2 - T12, & 1 - T13 Grdr. No. 1 Grdr. No. 2
I I ~ 2" dia. Rigid I I I
1 T2 4 T3 & 1 T4
1- T10
l....,I~
1'-0"
EM 0295(45)130
$ 5" Dia. sleeve (Typ.) for conduit. Location to be approved by
Engineer.
L_ i ;1orD7- / / / 4•~ Ill. ' Se
I C e PEDESTRIAN BARRIER
URBDETAILS ' I Galvanized Steel Conduit '
l I '
I ' I '
I ' I ' '
8'-8" 8'-8" 2'-10"
1 - T2, 4 - T3 & 1 - T4 '"'" J I I (i: Galvanized Stje;;duit
(i: I I
Grdr. No. 6 Grdr. No. 7
I, I, I I I
g•
E17 E36
"1" II 11111 nized Steel Conduit ~: II 111 T6- T9--+ I I I I I 1m,
I 11111 I ~T7,T9 Galva
~I II 1 II 11 II 1 II T9- Tl- I II, II I T91 I I I I I J...·rn -T6
II, II I
3-T14&3-T157 II II I I I I I I I I I I II I I I I II, II I I
II, II I
1-,, 4-U9---., \ \ I 11111 I I I I I I I I I I 11111 I _,
I I I I / I I I .... _,_ - -.- ~ ·, - ---- --
1 -,- --, -,-, ,,- I I \ 1-,, U8 I II, II I I I I I I II, II _,
.... ' I II I II I I I I I I I I I I II I II I
j U6~ I
11,li/ I 11,I~ '\_ I II I II I I I I I I I
II r I II II U5 G I II, II I I I I I I I
11 I I I I ~, II I
I -~ ,,
I I I I ,( I I
U5 'I_/ U6 '....J ~ U5_J U5:_j u4 1·-6· g•1 "\ 1•-4• ! 1•-4• I 12·
I 12· 1'-4" I A 12" 4'-0"
6-TB 6-T8
I (i: c3
SEC. G-G SEC. B-B
I 11111 I I I I I I I I I I 11111 I I II, II I 1 l,1 I I I I I I
II, II 1-
-
I II• II I I I I I I II I II I I I II I II I I I I I I I I I I II I
II I---'
I Nl•II I
I
~I
\ I I II I
I, II I I:
I I I I I I I, II I " I I .ti I I I "
u6 \'._u5 U5 -l4 ~U6 \...'.I_U5
~ I 12· 12· I 4'-0" 12" 11'-4" ! 2'-0"
BENT DIAPHRAGMS (Slab Not Shown)
.,,,,--- T5
SEC.A-A
Extended & Bent 0. 6" 7 wire strand. (See GIRDER LAYOUT AND
DETAILS.)
0
(Showing extended and bent strand detail and T4 bar placement at
Bent. T6 similar at exterior girder.)
NOTE: This sheet is to be used in conjunction with SUPERSTRUCTURE
DETAILS (A), (BJ & (D).
SUPERSTRUCTURE DETAILS (C)
FOR
2601-3 11 PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO
STA. 38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
APRIL 2021 @ oF@
DESIGNED BY CK. DES. BY DRAFTED BY BAF MGR DR
BROK020V 020VRA15 BRIDGE ENGINEER
FOR BIDDING PURPOSES ONLY
REINFORCING SCHEDULE Mk No Size Length Type Bending Details
A1 2 4 57'-5" Sir. 81 342 5 58'-7" 1 82 682 4 5'-6" 1A 83 220 5
53'-0" Sir. 84 219 4 57'-5" Sir. C 131 5 1'-6" Sir. co 260 5 1'-6"
198 C1 260 5 6'-0" T1A C2 520 5 5'-6" S11 C3 260 4 3'-9" 17
U9 I ,1'-9", I
5,7~ 2½
C4 260 5 D 12 4
DO 8 4 D1 110 4 D2 112 5 D3 112 5
2'-6" 178 43'-10" Sir.
T11 , 4'-2" , I , 2'-10",
9" U6
11~-~ lus D4 56 7 60'-0" Sir. D5 62 7 39'-10" Sir. D6 132 5 41'-8"
Sir. D7 88 5 54'-9" Sir. DB 44 6 42'-0" Sir. D9 43 6 19'-8" Sir. T2
12 6 6'-3" Sir.
:~c}=U ITyp Type S4 T3 60 5 7'-11" Sir.
T4 12 5 5'-11" Sir. TS 5 5 5'-2" 17 -
T6 4 5 5'-10" 17A T7 10 5 5'-6" Sir.
TB 6 5 55'-9" Sir.
T9 24 6 2'-6" Str. T10 2 4 1'-4" Sir. T11 3 4 7'-0" Sir T12 4 4
4'-4" Sir. T13 2 4 3'-4" Sir. T14 6 5 4'-10" Sir. us 14 6 18'-7"
S4
Type S11
Bend3 /I I UB '-.I 6'-4" Long
LJj J 12.'j I ~·-~" I T6
Type 17 Type 17A
U6 31 4 18'-1" S4 U7 88 4 3'-7" 17 UB 3 4 12'-7" 17 U9 4 4 8'-9" T1
Z1 146 7 2'-0" Sir. Z2 12 6 5'-1" S11
1 _______ . _2·-0 .. _· i22 ~-· _57'-5_.. -_)~ I 81
""'~ ~;r,,_____ \_ 9"- TypeS11 C. Threaded to fit inserts Type
1
I s:· I Min. : 2'-6" . I T9
~½
NOTES:
All reinforcing steel shall be epoxy coated except as noted.
All dimensions are out to out of bars.
I ,9½", I co 12
Type 198
* Bars not to be epoxy coated. !/, Tip bars as required to maintain
top and bottom clear cover. * Length shown is average. Actual
lengths vary according to bend diagram.
* See cutting diagram.
5,7~ 2½
r/J Drill and epoxy in place. Not included in reinforcing steel
quantity. Type 178
ESTIMATED QUANTITIES ITEM UNIT QUANTITY
Class A45 Concrete, Bridae Deck CuYd 519.5 Install Dowel in
Concrete Each 391 Reinforcinq Steel Lb 1552 Eooxv Coated
Reinforcinq Steel Lb 95286 81" Minnesota Shaoe Prestressed Concrete
Beam Ft 1803 No. 7 Rebar Splice Each 146 Concrete Penetratinq
Sealer SaYd 1560.0
r/J Includes quantities for Bent Diaphragms, Barrier Curbs, and
Slab. * Includes quantities for Bent Diaphragms, Barrier Curbs,
Slab, and Haunch.
(Average depth of 2" used for Haunch Quanity.) Concrete Quantity
for Barrier Curbs is 61.8 Cu. Yd.
NOTES: Concrete shall be placed in the space under the beams at
Bent No. 2 (within the diaphragm width) during the diaphragm pour.
If upon form removal the space is not completely filled and
consolidated, the contractor shall grout in the remaining
voids.
Th- ' ' ' '
1'-0" E :3
CONDUIT DETAIL (Railing & Luminaire not shown)
5" dia. sleeves for conduit. (Location
to be approved by the Engineer) See Section L for Details.
See DETAIL "Z"
Clamp
STATE OF
NOTE:
PROJECT
E18 E36
This sheet is to be used in conjunction with SUPERSTRUCTURE DETAILS
(A), (B) & (C).
SUPERSTRUCTURE DETAILS (D)
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 ® oF@
020VMA16 BRIDGE ENGINEER
Abut. No. 1 Abut.!No. 3 !
, ----1-----1 i I : t 1½" I I C1 & C2 - 259 Spaces@ 12" =
259'-0" -7 I r 6 r:iu Polyethelene Sheeting (Typ.) ~
I rno1--------- A c1&c27 ~01m ; , 1 - ~Dor DO, & l;tl4 - 01
~ 'f' , / '-I'
--- --.,_--- -~-~r==,===,==~~ ',~< I '...,_ I ,r/
' 3-Z2
,J----EndBridge __________________________________________ ....:_
_____ .i_ __ j_,,
,Z2 ,r/]2-O1 C2 1 1 ¢2-01 Z2---,
f f
I 1
L- -- _J ____ t---- l2_ f/lo&oo _____ lf/Jo1 ---------- c~J---
~ -----------t
2 -_-;; ~ ~~ - - ---t ;~~ ---------~- -------~----------
-, .j
~ 6 mil Pol ethelene Sheetin T g ( yp) ELEVATION I I
<t. <t. I I
Abut. No. 1 Abut. No. 3
1½" 1 tj,. CO C2 & C4 - 259 Spaces@ 12" = 259'-0" I 1½"
------i-~1-----------------~~----~-~----------------------~,
-i----
Begin Barrier -q--1- -- -T----------- --;~-1~-;-;; ~ -~ - - -
-;~;~-- - --- - -- - -r Tr;,;; ~;e-7-¢-;1- -- - ~;--;;i-;;-- ---
--~ -- - --~ - r-r- End Bridge
Begin Bridge~ •. ~ , ~ End Barrier
'
U-l __ __:_ __ -------~~"'_•:~"'::7 __ 4 __ :·-~- __ _ _ ----~~=-
----~~•--~: _______________ L -~- L 1½: I
i-<-------------------~tj,._c_-_1_29_S~p_a_ce_s~@~2-~0_"_=_2_58_~_0~"(_P_ed_e_m_ria_n_F_a_ce~)
__________________ --i-_,__1'_-0"~I .1½"
PLAN (South Barrier - Railing not shown)
tJ, CO C2 & C4 - 259 Spaces@ 12" = 259'-0"
1 z2 ,rr/J2-D1 C2 1 _rr/J2-D1 Z2 1
f f I 1-- I I I
I '
' ---- __ .-- --------t.o, "'""'" ,~, ---~co ('raffle F,re! J---
--- ------- ----- ---t'.o, {Tra"'" ,.., -- -- - -- ---L~- -- ' ' '
-- _J L __
- - - - - - ½" ti, C - 129 Spaces @ 2'-0" = 258'-0" (Pedestrian
Face) 1 '-0" 11 t. ½~
ELEVATION
3-Z2
STATE PROJECT SHEET TOTAL OF NO. SHEETS
S.D. EM 0295(45)130 E19 E36
SEC.A-A SEC. B-B
r/J Min. Lap= 1'-11"
NOTE: For listing of re-bars see SUPERSTRUCTURE DETAILS (DJ
Sheet.
BARRIER CURB DETAILS
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 ® oF@
020VMA17 BRIDGE ENGINEER
) I I
I ' ' I ' ----------------
I It.
Abut. No. 1 I ' I ' I ' I ' I ---r'~~\----- ;~~wa
295'-3" Barrier Curb
C37 , I
I \ - I
PLAN
,-110,\ ' \
(- -- ... __ ..... - -1- .. __ .. -:- -........... I : i I : I ' I
' I ' ' I ' '
' I
~--,, ---- ~, ----,
E20 E36
\ ! __ _l_\' - • - t~m,j,_,.ooS>efil .. ®J ~ ~D~D,J- -c,J- - i I
: - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - -t- - - - - - - - - - - - I - - - _ J _ - -
' '
\'\- .. -- --_j __ .... -- ........... - ---~--- - ...... ...__ -_
... J -
1'-0"
r/JD1
(Railing not shown)
i I ' NOTE:
: I I /
l __ ------ --..._J__ -------L _ ---- __ : J I ' For listing of
re-bars see SUPERSTRUCTURE DETAILS (DJ Sheet.
Abutment
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 @ oF@
020VMA18 BRIDGE ENGINEER
I I € € I ~ I
Abut. No. 1 I 8 Abut. No. 3 6" I 259'-3" Overall I 6"
1'~ i-----6-'-2-..
--------------------3-l_S_p_:ac:..:e.:..s--=@'---=6'-.:.:7:::.c"=='--24-3-'-7_"
____________________ 6'--2-" __ _____, ~8"
See DETAIL •a•
I n~ I € (South Traffic Barrier) € I I
Abut. No. 1 Abut. No. 3 6" I 259'-3" Overall I 6"
1'~ i-----6-'-2-..
--------------------3-l_S_p--=ac=-=e-=-s---=@'---=6'-.:.:7:::.c"=='--24-3-'-7-"--------------------6'--2-.--_____,
~8"
H.S.S. 4 x 2 x 3/,6 (Typ.)
I - -r--- ------ --- --- ------ --- --- ------ --- --- ------ -
L-l-J
' I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - -,~ ~ -~
7"
,- - - ·-[-Tl-
I t::. : : ' u·
.Ji- i:a·
DETAIL "B"
H.S.S. 2 x 2 x 3/,6 (Typ.) \
H.S.S. 2½ x 2½ x 3/,6 Raif Post (Typ.)
II I II II II II II II II
U- iJr
3¾" 2½" 3¾ I €
Pfst
DETAIL "D"
NOTE: Railing expansion joints shall be located near midspans and
Bent No. 2. Joint locations shall be a minimum of 1 '-6" from €
Post. See TUBE EXPANSION DEVICE DETAILS on SPECIAL STEEL RAILING
DETAILS (8) Sheet.
DETAIL "C" ESTIMATED QUANTITIES
ITEM I UNIT I QUANTITY Steel Bicvc/e Raifinn on Concrete Barrier I
Ft I 256.0
STATE PROJECT SHEET TOTAL OF NO. SHEETS
S.D. EM 0295(45)130 E21 E36
~ ,, -z, -~ Ci II '' ''
10·-o· Sidewalk
SEC. B-B I €
RAIL FIELD SPLICE
BARRIER CURB RAILING DETAILS FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 ® oF@
FOR BIDDING PURPOSES ONLY
1'-0" ------,...
Begin Bridge r H.S.S. 2 x 2 x :Y16" (Typ.)
j
I = = = t I
! 1 -- -- - fll~-- --_ -__ --_ --_ --_ n __ ---J -__ --_ L-
____________________ J __ -J H.S.S. 4x 2 x3/,6" (Typ.)
See DETAIL 'X"
NOTE: Railing expansion joints shall be located near midspans and
Bent No. 2. Joint locations shall be a minimum of 1 '-6" from <e
Post. See TUBE EXPANSION DEVICE DETAILS on SPECIAL STEEL RAILING
DETAILS (B) Sheet.
2" x 2" - W1.4 x W1.4 WWF
I H.S.S. 2 x 2 x (16"
-_,
/----+~ ~ ~
! -~~---~~6+ J- -- _ { _ -- _:_ --- --- --- -- _ '1Jl.l: .:. r:-
----------------"-~1-----~~
--- -t_-_-,-~--~_r--------------- -t--_- --: : =r---' I "': r : I i
:
...yi..- + SEC.A-A
Rail Post Spacing -- 39 Spaces@ 6'-7" = 256'-9"
288'-0" Overall
n --
-- n
ELEVATION
P-11--------+;_,. ,.:_
H.S.S. 2 x 2 x fte"
' ' I I ' ' ~
EM 0295(45)130 E22 E36
ESTIMATED QUANTITIES ITEM
Soecial Steel Railina
NOTES: This sheet is to be used in conjunction with SPECIAL STEEL
RAILING DETAILS (B).
I UNIT I QUANTITY I Ft I 288.0
SPECIAL STEEL RAILING DETAILS (A) FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
APRIL 2021 @ oF@
DESIGNED BY CK. DES. BY DRAFTED BY BAF MGR SEM
BROK020V 020VMA20 BRIDGE ENGINEER
FOR BIDDING PURPOSES ONLY
Typ. ~~~
¾"Dia.x11" A307 Bolts (Galv.) wl 2 Washers and
Heavy Hex Nut (Typ.)
HSS2x2x~16" !
DETAIL "B"
cU, cU, cU,
-
"" 2" x 2" Welded Wire
Fabnc Overlap (Typ.)
1'-11"
VIEWD-D
~ Bolt on uphill side of joint
Button Head¾"¢ x 3 ½" Long Two Washers and One Locknut
-fo Seal gap all around ½"
,-f :~~~~~~~~~~~~~~ 2"
~
4" X 2" TUBE EXPANSION DEVICE DETAILS Expansion devices shall be
spaced with
barrier expansion joints
¾"Bar
Slotted Hole
Slotted Hole
Pedestrian Side of Rail _____j
I 4" E
SEC. C-C
TS 1½" X 1½" X 3/ie" for sliding fit inside Rail
INSERT DETAIL
2" x 2" TUBE EXPANSION DEVICE DETAILS
2 " 0 Ho/es in Insert near and far side for ositioning during
erection)
1-)~
PROJECT SHEET TOTAL NO. SHEETS
S.D. EM 0295(45)130 E23 E36
NOTE: This sheet is to be used in conjunction with SPECIAL STEEL
RAILING DETAILS (A).
SPECIAL STEEL RAILING DETAILS (B)
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
APRIL 2021 @ oF@
DESIGNED BY CK. DES. BY DRAFTED BY MGR BAF SEM
BROK020V 020VTA01 BRIDGE ENGINEER
FOR BIDDING PURPOSES ONLY
in ... ~
r r/J 4-A1
G2-3 Sp. @9"= 2'-3"
' '
' '
I 't ' Girder & qiaphragm
..,. Insert, Galvanized (Typ.)
',
"'
I 't ' Girder
1" I 1"
I ' !
DETAIL "X"
I 't
1"CI.
134'-9" GIRDERS (40 - 0.6 Dia. Type 270 Low Lax. Strands)
I 134'-9"
( Layout for¾" Dia. Inserts at Girder Ends) Bent only
2'-6"
I I I I
G2 - 14 Sp.@ 12" = 14'-0"
67'-4½"
I 't
I Girder&
I Diap1ragm
'
~
~
I UH6"d" S w,· 1 1 1 1 . ,a. _ even ,re Prestressmg
I I I Strands (3-Min.) I I I I I I I
I I I I Minimum Embedment = 48" '
\ ' \ ' ' '
PROJECT
r
,._
,._
TOTAL SHEETS
(!)
' ~ ~
TypeS3A Type S11
Type 17 All dimensions are out to out of bars .
134'-9" GIRDER LAYOUT AND DETAILS
FOR
I :I
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
CK.DES.BY MGR
G1 -4 Sp. @3"= 1'-0" G2 - 4 Sp. @ 6" = 2'-0"
~ G2 -11 Sp. G2 - 12 Sp. @ 12" = 12'-0"
@3"= 2'-9"
~ IO
' I '
..
,
7"
3'-0"Min.
(Typ.)
I
I Cf
DETAIL "X"
I Cf
i ~ &,
= 1'-10"
1"CI.
122'-9" GIRDERS (36 - 0.6 Dia. Type 270 Low Lax. Strands)
~ II
2'-6"
I I I I
'
,,,
1 1 1 1 . Ia. _ even ire I UH6"d" S w,· Prestressmg
I I I Strands (3-Min.) I I I I I I I
I I I I Minimum Embedment = 48" '
\ ' \ ' '- '-
G1-4Sp.@3"= 1'-0"
G2-11 Sp.
G3 "' -
Mk. No. Size Len th Type
A1 12 7 43'-2" Sir.
G1 10 5 14'-5" S11
G2 111 4 14'-5" S11
G3 115 4 4'-10" S3A
G4 64 4 2'-8" 17
' ~ ~1~4~ I E
Bending Details
Type S11
FOR
G4
I :I
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
CK.DES.BY MGR
C<) :g "' -__ :,_!_
---f-----------f-----------f-----------f-----+-------f-----+-------f--------+----+---------+-----+-----+------+-----+------f
&, C"') ~
EM 0295(45)130 E26 E36
"' GJ-~-'.=_ _ ____. ____ ....... ___ ____. ____ ....... ___ ____.
____ ....... ___ ____. ____ ....... ___ ____. ____ ....... ___
-----l ___ ___.,..._ ___ L-___ .,_ ___ ...... ___ ....... ___
....... ___ ...... ___
-:-t_,,•.-\'\.;.\""'.\::-\1'"\\"Tl"T"l'l"ll.-/':"/-'//"'i_,,·•~
i ,,, <?~0\- t.::,s I OAJ ~· ,.,, <3 10 Spaces@ 13'-6" =
135'-0" 10 Spaces@ 12'-3'Ya" = 123'-0" .:§' _<,<::;)
•••"...••••••• · !( '\
I ' I '
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 completed, but prior to
placing any of the concrete. Girders shall not be supported between
bearings when elevations are taken.
NOTE-
135'-0" 123'-0" ~ {,)1 .•j ~'t.-'-'· 'VO, ••• '~ ~ / M ;; ~-I 1
,1~nr;r/.,1 J' S S 258'-0" I
Based on a "d" of 9 'Ya" at the 't. of each abutment and 9 ¾" at
the 't. of the Bent (see SEC. C-C on SUPERSTRUCTURE DETAILS (BJ, it
is anticipated that the midspan haunch dimension "h" over the 't.
of each girder will be 3" in Span 1, and 2½" in Span 2. If when
computing the dimensions in the table, it is found that any
dimension "h" is less than zero or greater than 3" the Office of
Bridge Design of the South Dakota Dept. of 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 shall 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. This information is
necessary for preparing plans for future structures of this
type.
GIRDER LAYOUT w~ : 1~; .- ·~ ~ •• \I\ • ~ ••• DP.." •• • ~
·········
~ ~
- Elev. "M" 1637.501 1637. 734 1637.942 1638.121 1638.268 1638.379
1638.455 1638.497 1638.506 1638.487 1638.444 1638.475 1638.487
1638.477 1638.442 1638.381 1638.293 1638.179 1638.039 1637.877
1637.695 Abut. No. 1
~ (-) Elev. "N" I ~Md J ~ c,, :g I r-J o. 688' ~I C!l l(=J h
"' Elev. "M" 1637.674 1637.907 1638.116 1638.295 1638.441 1638.553
1638.629 1638.670 1638.680 1638.660 1638.618 1638.648 1638.661
1638.651 1638.616 1638.555 1638.466 1638.352 1638.212 1638.050
1637.868 ~ I(-) Elev. "N" i;; (=) d :g (-) 0. 688' C!l (=) h
.,., Elev. "M" 1637.848 1638.081 1638.289 1638.468 1638.614
1638.726 1638.802 1638.844 1638.853 1638.834 1638.791 1638.822
1638.834 1638.824 1638.789 1638.728 1638.640 1638.525 1638.386
1638.223 1638.041
~ (-) Elev. "N"
..,. Elev. "M" 1638.021 1638.254 1638.462 1638.641 1638.788
1638.899 1638.975 1639.017 1639.026 1639.007 1638.964 1638.995
1639.007 1638.997 1638.962 1638.901 1638.813 1638.699 1638.559
1638.397 1638.215 ~ (-) Elev. "N"
i;; (=) d :g (-) 0. 688' C!) I(=) h
.,-, Elev. "M" 1637.868 1638.101 1638.309 1638.488 1638.634
1638.746 1638.822 1638.864 1638.873 1638.854 1638.811 1638.842
1638.854 1638.844 1638.809 1638.748 1638.660 1638.545 1638.406
1638.243 1638.061 ~ (-) Elev. "N" i;; (=) d :g (-) 0. 688' C!l l(=J
h
"' Elev. "M" 1637.694 1637.927 1638.136 1638.315 1638.461 1638.573
1638.649 1638.690 1638.700 1638.680 1638.638 1638.668 1638.681
1638.671 1638.636 1638.575 1638.486 1638.372 1638.232 1638.070
1637.888 ~ (-) Elev. "N" i;; (=) d :g I (-J o. 688' C!l lf=J h ..._
Elev. "M"
~ (-) Elev. "N" ..._ (=) d
1637.521 1637.754 1637.962 1638.141 1638.288 1638.399 1638.475
1638.517 1638.526 1638.507 1638.464 1638.495 1638.507 1638.497
1638.462 1638.401 1638.313 1638.199 1638.059 1637.897
1637.715
I I 't. 't. I I
BentNo.2 Abut. No. 3
"' (0 f.... I ~ "' ~ -c;; c;; c;;
CAMBER DIAGRAM The Camber shown is the amount which has neen added
to the theoretical slab elevations to get slab elevations shown in
the table of Slab Form Elevations and Calculations. Camber shown is
for D.L. of slab, traffic barrier, and haunch, but does not include
D.L. of beams.
I
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 @ oF@
020VRA24 BRIDGE ENGINEER
See Detail '\I\"
1 Heavy Hex Nut, 1 Hardened Flat Washer & 1 Direct Tension
Indicator See Detail "B"
SECTION AT DIAPHRAGM
* Bolt Head shall be adjacent to the Exterior Face of the Exterior
Girder.
* ½" </> A307 Galvanized Bolt with 2 Heavy Hex Nut & 2 -
3" x 3" x 9\5" Plate Washer (Typ.)
See DETAIL "C"
11116"</>holes
½" </> A307 Galvanized Bolt with 2 Heavy Hex Nu1 & 2 - 3"
x 3" x 1J6"
Plate Washer (Typ.)
See DETAIL "X"
<'J 6"x4"x9\5"
11\5" x 2 ¥, 6" slotted holes for ½" ¢ bolt. (Typ.)
DIAPHRAGM SUPPORT PLATE
•IT- I
PROJECT
• A A·
Cast-In-Place 1 ¼"</>Std. wt. Steel Pipe Insert,
Galvanized
- 4 6"x6"x¾"
½" ¢ HS Galvanized Bolt with 1 Heavy Hex Nut, 1 Direct Tension
Indicator, 1 Hardened Flat Washer & 1 - 2" x 2" x 9\6" Plate
Washer (Typ.)
. t,: . .
r/J Bolt head & Direct Tension Indicator shall be adjacent to
11\6"</>holes in 4 's
* 1" at high girder in each bay
• DETAIL "C" Diaphragm Support fl
•
DETAIL "B" DETAIL "D" (Typ. Interior Girder)
1. All steel for the diaphragms including plate washers shall
conform to ASTM A36 and shall be galvanized in accordance with ASTM
A 123 or A 153.
2. The steel diaphragms between adjacent girders shall be installed
as soon as possible and in conjunction with girder erection.
3. All costs associated with furnishing, fabricating, assembly and
installation of diaphragms shall be included in the contract lump
sum price for "Structural Steel, Miscellaneous."
4. The ½"</> High Strength Bolts shall confonn to ASTM F3125
Grade A325. Heavy hex nuts and washers shall confonn to to ASTM
A563 and ASTM F436, respectively. Bolts, nuts, and washers shall be
galvanized in accordance with ASTM F2329. Direct tension indicators
shall confonn to Section 410.3.G.5b of the Specifications.
EST/MA TED QUANTITIES ITEM I UNIT I QUANTITY
t:,. Structural Steel Miscellaneous I LS. I Lump Sum
6 For informational purposes only, the estimated weight of
structural steel is 7,523 Lbs for 12 diaphragms.
DIRECT TENSION IND/CA TOR DIAPHRAGM DETAILS
FOR DETAIL 260'-3" PRESTRESSED GIRDER BRIDGE
OVER 1-29 ST A. 35+62.44 TO STA. 38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
APRIL 2021 @ oF@
DESIGNED BY CK. DES. BY DRAFTED BY BAF MGR SEM
BROK020V 020VMA25 BRIDGE ENGINEER
FOR BIDDING PURPOSES ONLY
~ ~ I ~ -- -;~-i- 9[-----------~ -l
-~-~----;-~ ------------~-~ e I :11 () 1''
k: rn I ~I',
PLAN (Bridge End Backfill shown adjacent to Abut. No. 1
Abut. No. 3 simlar by opposite hand.)
Limits of Bridge End Embankment
15' -7" (Begin Bridge) 32'-0"
15'-9" (End Bridge)
----- --------------, --c ___ -----
NOTE: This sheet is to be used in conjunction with DETAILS OF
BRIDGE END BACKFILL (B)
Type B Drainage Fabric
6 Mil Polyethylene Sheeting
SPILL CONE DETAIL AT EMBANKMENT
Level
Top of Berm
Top of Berm
Bridge End Embankment Granular Bridge End Backfill
-- - - - - - -- --- --, F-========-~\ ' Verticial Composite
Drain
ESTIMATED QUANTITIES (For Two Abutments)
ITEM UNIT QUANTITY Granular Bridge End Backfill CuYd 111.9 Bridge
End Embankment CuYd 2649 Select Granular Backfill Ton 21.0
Perforated Geocell SaFt 601
1. 1058 sq. ft. Vertical Composite Drain. 2. 461 sq. ft. 6 mil
Polyethylene Sheeting, not including laps. 3. 95 sq. yd. Type B
Drainage Fabric.
Items 1 thru 3 are approximate quantities contained in the Granular
Bridge End Backfill and are for information only.
r/J For estimating purposes only, a factor of 1.89 tons/cu.yd. was
used to convert cu. yds. to tons.
I, Shrinkage Factor of 1.25 Used.
@ Provide hole in vertical composite drain to provide drainage thru
weep holes.
* See PERFORATED GEOCELL notes for payment information.
$ See ABUTMENT DETAILS (BJ sheet for payment information.
DETAILS OF BRIDGE END BACKFILL (A)
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
APRIL 2021 @ oF@
DESIGNED BY CK. DES. BY DRAFTED BY BAF MGR SEM
BROK020V 020VMA26 BRIDGE ENGINEER
FOR BIDDING PURPOSES ONLY
I I
;-; 18" Surfacing 1 I 6, -O" Crown I I Iii ii I ..............
;--y-~ --- --- --- --- - _, --- -L. - - - - - - - - - - -
SEC. C-C
SEC. B-B
5' -10"
STATE OF
NOTE:
PROJECT
EM 0295(45)130
This sheet is to be used in conjunction with DETAILS OF BRIDGE END
BACKFILL (A)
♦ See ABUTMENT DETAILS (B) sheet for payment information.
SHEET TOTAL NO. SHEETS
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 @ OF@
020VMA27 BRIDGE ENGINEER
Mk. No. Size
A1 126 6
NOTES: A 1 bars shall be placed prior to placing the crushed
aggregate slope protection. All costs associated with furnishing
and installing A 1 bars shall be incidental to the contract unit
price per sq. yd. for "Bridge Berm Slope Protection, Coated Crushed
Aggregate".
I It
Lt-i-h11 ''' i Ii -....
Crushed Aggregrate Slope Protection
SEC. B-B (Along If Rdwy)
ESTIMATED QUANTITIES (For Two Abu1ments)
ITEM I UNIT I QUANTITY Bridqe Berm Slope Protection, Coated Crushed
Aaareaate I Sa Yd I 469.4
- - - -I - '""7o-m_fTl=-111:-
STATE OF
Abu1 No. 3 similar by oppoisite hand except as shown.)
NOTE: r/J See DETAILS OF BRIDGE END BACKFILL (A) sheet.
SLOPE PROTECTION DETAILS
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
CK.DES.BY MGR
04/16/2021
t
I The elevations shown in these plans are based on the National
Geodetic I SuNey (NGS) North American Vertical Datum of 1988
(NAVDBB).
100'-0"
100'-0"
TABLE OF AS-BUILT ELEVATIONS - BRIDGE DECK LOCATION ELEVATION
LOCATION ELEVATION LOCATION ELEVATION
1L 1C 1R 2L 2C 2R 3L 3C 3R 4L 4C 4R
SL SC SR 6L 6C 6R 7L 7C 7R BL BC BR 9L 9C 9R 10L 10C 10R 11L 11C
11R 12L 12C 12R 13L 13C 13R 14L 14C 14R 1SL 1SC 1SR 16L 16C 16R 17L
17C 17R 18L 18C 18R 19L 19C 19R 20L 20C 20R 21L 21C 21R
I ct
Bridae Elevation SuNev I LS. I Luma Sum
ELEVATIONS - BRIDGE SURVEY MARKERS LOCATION I STATION - OFFSET I
ELEVATION Begin Bridge I I End Bridge I I
NOTE- The Contractor shall be responsibile for producing the As -
Built Elevation SuNey soon after the construction is complete and
before the bridge is opened to traffic. The As - Built Elevations
of the Bridge shall be taken and recorded at the locations shown by
the table on this sheet. The completed table shall be given to the
Engineer who will forward a copy to the Office of Bridge Design and
the Region Office.
Bridge Deck Elevations
TABLE OF AS-BUILT ELEVATIONS-APPROACH RDWY LOCATION ELEVATION
LOCATION ELEVATION LOCATION ELEVATION
22L 22C 22R 23L 23C 23R 24L 24C 24R 2SL 2SC 2SR 26L 26C 26R 27L 27C
27R 28L 28C 28R 29L 29C 29R 30L 30C 30R 31L 31C 31R
I STATE OF
Abut. No. 3
100'-0"
E36
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
APRIL 2021 @ oF@
~
---
I
...L....J _____ _
'
'' ' '
NOTES:
I ~
EM 0295(45)130 E32 E36
' ''
I I 11 -------~~ --------------
FOR
260'-3" PRESTRESSED GIRDER BRIDGE OVER 1-29 ST A. 35+62.44 TO STA.
38+22.69 STR. NO. 06-185-180
0° SKEW SEC 6/31-T109/110N-R49W
EM 0295(45)130 HL-93
BROOKINGS COUNTY * See Section B for Standard plate details and
payment information.
@ 22 bars included in SUPERSTRUCTURE DETAILS (DJ Sheet.
S. D. DEPT. OF TRANSPORTATION
APRIL 2021 @ oF@
DESIGNED BY MGR
17"
¾" 1 ¼" 2 ½" 1" 2 ½" 1" 2½" 1" 2½" 1¼" ¾"
i;::
i;::
YEAR PLATE DETAILS GENERAL NOTES:
1. Year plates of the general dimensions shown will be constructed
on all box culverts and bridges. The year plates will be
constructed in reverse and attached to the forms in such a manner
that the finished imprint in the concrete does not exceed one-half
(1/2) inch in depth.
2. Year plates will be located on structure(s) as follows:
a. On cast-in-place box culverts the year plates will be four and
one - half (4 Y,J inches below the top of the upstream parapet wall
and centered laterally on the upstream face. On precast box
culverts the year plate will be centered laterally on the upstream
face of the top slab. Where an extended interior wall interferes
with this location, the year plate will be centered in an adjacent
barrel.
b. On bridges with six (6) inch curbs, "Jersey" shaped barriers
with no endblocks, or 'Single Slope" shaped barriers with no
endblocks, the year plate will be centered vertically on the curb
face approximately six (6) inches from the end of the bridge, or as
designated by the Engineer. On bridges with barrier endblocks, the
year plate will be centered on the upper sloped portion of the
barrier approximately 5'- 6" for "Jersey" shaped barriers from the
end of the bridge and 7'-6" for "Single Slope" shaped barriers from
the end of bridge, or as designated by the Engineer. There will be
one year plate at each end of the bridge on opposite sides.
c. When the plans specify that both the original date of
construction and the date of reconstruction are to be shown, one
date will be placed as listed above and the other located adjacent
to it. Both year plates will be shown at each end of the bridge on
opposite sides.
3. There will be no separate measurement or payment made for year
plates on box culverts and bridges. All costs for this work will be
incidental to other contract items.
Year Plate See Note 2 (c)
BARRIER (With Endblock)
JERSEY BARRIER
TYPES CURB
End Bridge
YEAR PlATE DETAILS PLATE NUMBER
460.02
Center survey marker on top, level portion of abutment wing
Endblock
Center survey marker on top, level portion of abutment wing
L
S.D.
Endblock
PROJECT
B";t
GENERAL NOTES:
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 wi/1 be required at
each bridge.
2. Survey markers shall be of a type intended for installation in
concrete, be made of solid brass or bronze, have a domed top and be
either a 3" top diameter (with a¾" X 2" long ribbed shank), or a US
Army Corps of Engineers Type C Disc with a 3 ½" top diameter.
3. There will be no separate measurement or payment made for survey
markers.
Published Date: 2nd Dtr. 2021
Alf costs for this work shall be incidental to the other contract
items.
s D D 0 T
BRIDGE SURVEY MARKER
APRIL 2021 @)oF@
NOTE:
Prepare joint surfaces lower end of upper section on the ground and
weld on backing plates; then place upper section on lower section
and weld.
COMPLETE JOINT PENETRATION WELD DETAIL
Backing Plate
TABLE 1 1. Steel for backing plates shall conform to ASTM A709
Grade 50. ( BACKING PLATES ) 2. Welding and weld inspection shall
be in conformance with AWS 01.5
(Current Year) Bridge Welding Code - Steel.
3. Welder must be certified and registered with the SDDOT.
4. Backing plate shall at a minimum be as thick as the web of the
pile being spliced.
5. Web must be coped with 1 inch radius.
6. Submit Welding Procedure Specification (WPS) to Bridge
Construction Engineer for approval prior to pile driving.
PILE 10"
s D D 0 T
STEEL PILE SPLICE DETAILS Published Date: 2nd Dtr. 2021
12"
8"
APRIL 2021 @oF@
- 36.42' Lt
STATE OF
r-------------------------------- Front Face of Wall L Top Limits
of Undercut
--------------------------------------------------
----------------------------------7
Special 4' Chain Link Fence
: Begin Chain Link Fence 4" Dia. Pert. PVC Drain Pipe Sta.
10+77.67-36.08'±Lt BackofCurb
End Chain Link Fence Sta. 11+42.33-36.08'± Lt
I -----------------------
SHEET TOTAL NO. SHEETS
- -- -- - - - -- - - - -- -- - - - -- - - - -- -- - - - - ~ - - -
-- -- - - - -- - - - -- -- _J
4" Dia. PVC Drain Pipe to outlet Front of Gutter in Drop Inlet at
Sta. 10+77 See Section D for Details.
C/J
41'-0"
PLAN
Top of Retaining Wall
--.... E~v. ~1-6~0.53 Elev.= 1619.53 ~1 j" ~W~t¾~~;.r -- ~ ~ -
-------- ----------------------- ------ -------- ----- -----, - - -
- - - - - _ _ _ _ _ ;.. ~ ~xisting & Finis