section e: structure plans dakota el

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
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
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.
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."
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
0° SKEW SEC 6/31-T109/110N-R49W
APRIL 2021 ABUT. BACKWALL COATING DETAILS DESIGNED BY CK.DES.BY
MGR
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
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 @ oF@
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
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
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·
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
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
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
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 ® oF@
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
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 ® oF@
) 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
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 @ oF@
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
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 ® oF@
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
0° SKEW SEC 6/31-T109/110N-R49W
APRIL 2021 @ oF@
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
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
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
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
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
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@
~ ~ 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
0° SKEW SEC 6/31-T109/110N-R49W
APRIL 2021 @ oF@
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
0° SKEW SEC 6/31-T109/110N-R49W
DESIGNED BY BAF
APRIL 2021 @ OF@
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
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
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
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

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