e1 e22 section e: structure plans

E1 E22

Section

z 15 C"') 0 T"""

~ I-

21

STATE PROJECT SHEET TOTAL 1--~0F-----11---E-R--P-00-38-(5-2)3_3_0 ----1 NO. SHEETS

S.D.

E: Structure Plans

R55W

r

~ u1..., ..<:-o'f-

22 ~ ~-~

1}.. :£. ~

R55W

~d~

23

INDEX OF SHEETS -Sheet El Sheet E2 Sheet E3 to E22

1/'/////1

~ ~ ~

$~'--~~

24

Layout Map and Index Estimate of Structure Quantities St,. No. 44-095-090 226' - 3" Continuous Concrete Bridge

--i ~

0 (.v

z N

E2 E22I STATE I PROJECT I SHEET I TOTAL

OF 1--------------1 NO. SHEETS

I S.D. 1 ER-P 0038(52)330 I I SECTION E- ESTIMATE OF STRUCTURE QUANTITIES

Str. No. 44-095-090

BID ITEM NUMBER

ITEM QUANTITY UNIT

009E3310 Bridge Elevation Survey Lump Sum LS

009E5000 Concrete Penetrating Sealer 905.0 SqYd

120E7000 Select Granular Backfill 13.0 Ton

250E0030 Incidental Work, Structure Lump Sum LS

410E2600 Membrane Sealant Expansion Joint 75.8 Ft

420E0100 Structure Excavation, Bridge 1,048 CuYd

430E0200 Bridge End Embankment 697 CuYd

430E0300 Granular Bridge End Backfi ll 46.4 CuYd

430E0510 Approach Slab Underd rain Excavation 2.8 CuYd

430E0700 Precast Concrete Headwall for Drain 4 Each

460E0030 Class A45 Concrete, Bridge Deck 540.0 CuYd

460E0050 Class A45 Concrete , Bridge 342.4 CuYd

460E0150 Concrete Approach Slab for Bridge 172.3 SqYd

460E0160 Concrete Approach Sleeper Slab for Bridge 37.9 SqYd

460E0502 Deck Drain , Slab Bridge 4 Each

480E0100 Reinforcing Steel 78,348 Lb

480E0200 Epoxy Coaled Reinforcing Steel 128,496 Lb

510E0100 Extract Pile 16 Each

510E0300 Preboring Pile 100 Ft

510E3361 HP 1 Ox42 Steel Test Pile, Furnish and Drive 630 Ft

510E3365 HP 10x42 Steel Bearing Pile, Furnish and Drive 8,120 Ft

680EOD40 4" Underdrain Pipe 128 Fl

680E2500 Porous Backfill 5.7 Ton

700E0210 Class B Riprap 662.5 Ton

700E1100 Overburden Excavation for Riprap 455 CuYd

831E0110 Type B Drainage Fabric 895 SqYd

831E1030 Perforated Geocell 372 SqFt

E3 E22

PROJECT SHEET TOTAL The elevations shown in these plans are based on the National Geodetic Survey (NGS) North American Vertical Datum of 1988 (NAVD88).

STATE OF

S.D.

NO. SHEETS ER-P 0038(52)330

"" I!' ~ 0 &,

co "'

~€~·E-----~3~9_•-~o_ .. _____ ~ ________ 48~·--9~"------➔€+.,._------4~8_•-~9_ .. _____ ___,~~---------4~8·_-~9•_· _____ ---;,~~------~39~•-~o~"------➔-<~r

Abut 'N 1 Pier No. 2 Pier No. 3 Pier No. 4 Pier No. 5 Ab t 'N 6

226'-3"

-X020-INDEX OF BRIDGE SHEETS -

·1 o. I I I I u.l o. Sheet No. 1 - General Drawing

Sheet No. 2 - Estimate of Structure Quantities & Notes Sheet No. 3 - Notes (Continued)

:,., ~ ~ -0 .,

aa & --G-1-:,.,- -6 ~

-0 <o

., 6 C

"' Cl:'.

~

II ,..-1'1-H7 ' .-========~th, =;t=::~t========~======~-11 1 H lail H T.S. at L.C. El. 1472.63 > ,1 ~I lljll H T.S. at L.C. El. 1472.33 ~I I H 472.04 1 H 11 1 1'1 1 I", 111 1,1 1 11 11 1 I 1'1 lull II IH Ill HI :,,, l•H. Ill HI " " j ._1H-4II HI '"" IH

I II I I I I !'iiii· I ,....., ~; "I I I ... I 28 + 74.11 II I Sta. 1029 + 13.11 ,", IW' 11,11 Sta. 1029 + 61.86 'w' ""~ I , I Sta. 1030 + 10.61 I

El. 1473.23 11 1 H H I T.S. at €El. 1472.99 j"I \Ml qI H I T.S. at €El. 1472.69 lfjl ! ~-~ 1 H I 11 H I T.S. at €El. 1472.40 1 H - --+ --1r - - -r - -1- - - - - - - - -,<>-: - - - - - ,,-, - 1 - - +I - - - - - - -, ,--- - it ~;;; 1 -, - -r - - - -+u~ - -- -- -- -- -1 -

orated6"GeocellfilledlH 1,1 HI i"I ~~I:!: HI [B~•I [t~'I ~~1Hrirj;•: HI 'i"'i'i IH Select Granular I lfl I '" • I , R I , , , , ::;; I , I u I

kfi/1. (Typ.) II I I I Existing Bridge ___., ' '"' q I ' " '"' '" I ' " I 11 I H 1•1 H I I"! ti· 1,1 H I Ti I HTil'I H I i"ii I H

I I~ I '<', I,, I~ I ! ! , , I I , 0 ,, I R.C. El. 1472.88 II I H H I ' I IW1 H I - - r+:-'1 I H H I · .. I H

_ at R.C. El. 1472_87 11 I I I T.S. at R.C. El. 1472.63> ._ _______ -~,__IJ_ -f-~: ~tRr-_§'~ !~~~~ !~-____ -f-- -f-~: ~1_£?-C:_- f 1472.04 _ II I II c.!' _ I I_'"!..., ,1.c:•- -- -- - ---1::c ~ _ '!.,- - - - ~. -- - - - -- -~-c-- -- -- -,,_I:! _ H=-_ - - _ J.>l ,

----~3tJis~ Class B Riprap (Typ.) ~ Type B Drainage Fabric (Typ.)

NOTE:

T.S. at L.C. El. = Top of Slab at Left Curb Elevation T.S. at ~ El. = Top of Slab at Centerline Elevation T.S. at R.C. El. = Top of Slab at Right Curb Elevation

Approach Slab (Typ.)

HP 10 X 42 Steel Pile (Typ.)

Berm Elev. 1468.33

Elev. 1447.99

~~~ ~~~ ~~~ ~~~ ~~~ ~R2~ ~~~ ~R2~ ~~~ ~~~ ;!:;!:;!: ;!:;!:;!: ;!:;!:;!: ;!:;!:;!: ;!:;!:;!: [jj[jj[jj [jj[jj[jj [jj[jj[jj [jj[jj[jj [jj[jj[jj

*-s: €

I

Abut

-2-

"l-"l-"1- .......... c "'"' co ~~~ - ..... co "'"'"' "'co C\J C\J co-

~~~ ~~~ ~~~ ;!:;!:;!: ;!:;!:;!: ;!:;!:;!:

o:,o:,-co C\J--"'-~~~ ;!:;!:;!:

170' - 10 1½6"

PLAN

_,,,,,.,. ..... -.. , ________ J Existing Groundline _ .... -.... -........ -..... -.....

Elev. 1447.69

-3-ELEVATION

............... 0, 0,"' 0:,0:,0:, CC'!- 0, 0, 0, Lt)"I-C

8~8 -,.._co "'"'"' ..... "'- ~~~ -co:, C"' 0, 0, "'0:, O:,C\JO:, ..... - co

~~~ C'\jC'\j~ ,.._,.._,.._ ~C'\j~ ,.._,.._,.._ ~C\i~ ,.._,.._,.._ ~C\i~ ,.._,.._,.._ ~(\j~ ,.._,.._,.._ ;!:;!:;!: ;!:;!:;!: ;!:;!:;!: ;!:;!:;!: ;!:;!:;!: ;!:;!:;!:

-4-

co co C "'co -0, "'C\J C\J"' co co C co co 0,"' ~C'\j~ ~~~ ,.._,.._,.._ ,.._,.._,.._ ~~~ ~~~


Q(oC 1()0:,LO ~~~ ,.._,.._,.._ ~~~

P. I. Sta. 1026 + 25.00 Elev. = 147 4. 75 (Finished) V.C. =300'

P.I.

P. T.

' " S. atL.C. El.1471. H T.S. at L.C. El. 1471.74 II

1'1 I II I Ii di HI II I Ii

1030 + 59.36 ' at € El. 1472.10 11

-ll-----1-----1 II Sta.1030+9

l~I I II T.S. at f El. 1471 111 I II I

HI II I

T.S. at L.C. El. 1471.49

I 11 EndBridge I Sta. 1030 + 99.36 T.S. at€ El. 1471.85

-~O~O~':;.Jt I Approach Slab I

I

Sheet No. 4 - Notes (Continued} Sheet No. 5 - Subsurface Investigation & Piling Layout

Sheet No. 6 - Piling Layout Details Sheet No. 7 - Abutment Details Sheet No. 8 - Pier Details (A) Sheet No. 9 - Pier Details (B)

Sheet No. 10 - Superstructure Details Sheet No. 11 - Barrier Curb & Deck Drain Details Sheet No. 12 - Details of Bridge End Backfill (A) Sheet No. 13 - Details of Bridge End Backfill (B)

Sheet No. 14 - Details of Approach Slab Adjacent to Bridge Sheet No. 15 - Approach Slab Joint Details Sheet No. 16 - Riprap Details Sheet No. 17 - As-Built Elevation Survey

HI II I

T. . R. . El. 1471.74 T.S. at R.C. El. 1471.49

Sheet No. 18 - Standard Plate No. 430.50 and Year Plate Details (Single Slope Barrier)

Sheet No. 19 - Standard Plate No.'s 460.05 and 510.40 Sheet No. 20 - Standard Plate No. 620.18

. at R.C. El. 14 I

30'-0"

Class B Riprap (Typ.)

Elev. 1447.10

-5-

g = -0.6103%

I

23' - 4 ¥,6' Deck Drain Spacing (Typ.)

Elev. 1465.95

-6-Berm Elev. 1466.95

Type B Drainage Fabric (Typ.)

P. I. Sta. 1033 + 60.00 Elev. = 1470.26 (Finished) V.C. =240'

HYDRAULIC DATA

Qd 2823 cfs

Ad 882 sq. ft.

Vd 3.2 fps

QF 2823 cfs

o,oo 6438 cfs

QOT >Q100 cfs

Vmax 4.6 fps

Qd = Design discharge for the proposed bridge based on 25 year frequency. El. 1466.8. 0 0 , = Overlapping discharge and frequency 100 year recurrence interval. El. 1470.50@ Sta. 1034 + 00.00.

Q F = Designated peak discharge for the basin approaching proposed project based on 25 year frequency.

Q100 = Computed discharge for the basin approaching proposed project based on 100 year frequency. El. 1469.5.

Vmax = Maximum computed outlet velocity for the proposed bridge, based on 100 year frequency.

t Topeka Shiner Stream

GENERAL DRAWING

FOR !SP.I.

dBridge I 226' - 3" CONT. CONCRETE BRIDGE a. 1030 + 99.36

P.C.

36' - O" ROADWAY t OVER WEST FORK

VERMILLION RIVER

0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93

1' - O" 39'-0" 48'-9" 48'-9" 48'-9" 39'-0" 1'-0"

STA. 1028 + 73.11 TO 1030 + 99.36 STR. NO. 44-095-090

226'-3" Sta. 1027 + 75. 00

CURB AND CENTERLINE ELEVATIONS Sta. 1032 + 40.00 Sta. 1026 + 25.00

Elevations with a * are Top of Finished Slab at Left Curb. Elevations with a r/J are Top of Finished Slab at € Roadway. Elevations with a I/, are Top of Finished Slab at Right Curb. Sta. 1033 + 60.00

Camber for Dead Load plus Plastic Flow, shown on SUPERSTRUCTURE DETAILS sheet of the Bridge Plans, have been included in the Elevations shown above. GRADEL/NE DATA

PLANS BY: OFFICE OF BRIDGE DESIGN. SOUTH DAKOTA DEPARTMENT OF TRANSPORTATION

PCN 07N9

-X020-

McCOOK COUNTY

S. D. DEPT. OF TRANSPORTATION

DECEMBER 2020 0 oF@

DESIGNED BY CK. DES. BY DRAFTED BY CL BS MG

MCCK07N9 07N9GA01

E4 E22I STATE I PROJECT I SHEET I TOTAL

OF NO. SHEETS

I S.D. I ER-P 0038(52)330 I I

ESTIMATE OF STRUCTURE QUANTITIES GENERAL CONSTRUCTION 4. The foregoing is a general description of the in-place bridge and

should not be construed to be complete in all details. Before DESCRIPTION QUANTITY UNIT REMARKS

1. All mild reinforcing steel will conform to ASTM A615, Grade 60. preparing the bid , it will be the responsibility of the Contractor to Bridge Elevation Survey Lump Sum LS make a visual inspection of the structure to verify the extent of the

See Special 2. All lap splices shown are contact lap splices unless noted otherwise . work and materials involved. If desired by the Contractor, a copy of

Concrete Penetrating Sealer 905.0 SqYd Provision the original construction plans may be obtained through the Office of

Select Granular Backfill 13.0 Ton 3. All exposed concrete corners and edges will be chamfered 3/4" Bridge Design .

unless noted otherwise. Incidental Work, Structure Lump Sum LS 5. It is anticipated that 16 timber piles will interfere with piling for this Membrane Sealant Expansion Joint 75.8 Ft 4. Use 2" clear cover on all reinforcing steel except as shown. new structure. Any existing pile that interferes with piling for the new

Structure Excavation , Bridge 1,048 CuYd structure shall be extracted . Payment for the extracting piling shall be 5. Contractor will imprint on the structure the date of new construction contract unit price per each for Extract Pile and shall be full

Bridge End Embankment 697 CuYd as specified and detailed on Standard Plate No. 460.02. compensation for extracting piling including materials, labor, and Granular Bridge End Backfill 46.4 CuYd equipment necessary or incidental to the satisfactory completion of Approach Slab Underdrain Excavation 2.8 CuYd 6. Barrier Curbs will be built normal to the grade. this work.

Precast Concrete Headwall for Drain 4 Each 7. Request for construction joints or re-steel splices at points other than DESIGN MIX OF CONCRETE

Class A45 Concrete, Bridge Deck 540.0 CuYd those shown, must be submitted to the Engineer for prior approval. Class A45 Concrete, Bridge 342.4 CuYd If additional splices are approved, no payment will be allowed for the 1. All structural concrete will be Class A45 unless otherwise indicated.

Concrete Approach Slab for Bridge 172.3 SqYd added quantity of re-steel.

2. Type II cement is required . Concrete Approach Sleeper Slab for Bridge 37.9 SqYd 8. Bridge berms shall be constructed to the plans template prior to any Deck Drain , Slab Bridge 4 Each pile driving or construction of abutment footings . See Detail of ABUTMENTS

Reinforcing Steel 78 ,348 Lb Typical Grading Profile at Bridge Berm in Section B. Berm slopes shall not be disturbed after construction . Any alterations to the berm 1. Pre-boring piling at each abutment is required to whichever is

Epoxy Coated Reinforcing Steel 128,496 Lb or slopes after berm construction shall be submitted to the Bridge greater, ten feet or to natural ground Extract Pile 16 Each Construction Engineer for approval. Allow 30 days for review of Preboring Pile 100 Ft proposals. 2. The HP 1 0x42 Piling were designed using a factored bearing

HP 10x42 Steel Test Pile , Furnish and Drive 630 Ft resistance of 77 tons per pile. Piling will develop a field verified

9. The elevation of the bridge deck is 18" above subgrade elevation. nominal bearing resistance of 192 tons per pile. HP 10x42 Steel Bearing Pile , Furnish and Drive 8,120 Ft

4" Underdrain Pipe 128 Ft INCIDENTAL WORK, STRUCTURE 3. The contractor will have sufficient pile splice material on hand before

Porous Backfill 5.7 Ton pile driving is started. See Standard Plate No. 510.40. 1. In place centerline Sta. 1029+39.35 to centerline Sta. 1030+27.69 is

Class B Riprap 662.5 Ton a 88.3' 5 span continuous concrete slab bridge with a 30'-0" clear 4. Piles will not be driven out of position by more than three inches in Overburden Excavation for Riprap 455 CuYd roadway. The superstructure consists of a reinforced concrete slab the direction normal to the abutment centerline. A pile-driving

Type B Drainage Fabric 895 SqYd with concrete barrier curb continuous across the bridge The deck template will be used to ensure this accuracy.

Perforated Geocell 372 SqFt includes a 2 inch low slump dense concrete overlay and a single layer epoxy chip seal overlay. The substructure consists of 5. One test pile will be driven at each abutment and will become part of reinforced concrete 4 column bent and reinforced concrete vertical the pile group.

SPECIFICATIONS FOR BRIDGE abutments, all of which are supported on timber piling. A State owned temporary bridge is spanning the existing structure and will 6. Each finished abutment will include a Bridge Survey Marker. See

1. Design Specifications: AASHTO LRFD Bridge Design Specifications, 8th be disassembled and removed by state forces prior to the removal of Standard Plate No. 460.05. Edition. the existing bridge.

2. Construction Specifications: South Dakota Standard Specifications for 2. Break down and remove the existing bridge, and approach/sleeper Roads and Bridges, 2015 Edition and required provisions, supplemental slabs if applicable, to 1 foot below finished groundline, or as required specifications, and special provisions as included in the proposal. to construct the new structure in accordance with Section 110 of the

BRIDGE DESIGN LOADING Specifications. All portions of the existing bridge will be removed and disposed of by the Contractor on a site obtained by the

1. AASHTO HL-93. Contractor and approved by the Engineer in accordance with the Environmental Commitments found in Section A. ESTIMATE OF STRUCTURE QUANTITIES AND NOTES

2. Dead Load includes 22 psf for future wearing surface on the roadway. FOR 3. During demolition of the structure, efforts will be taken to prevent

material from falling into the river. Under no circumstances is asphalt 226' - 3" CONT. CONCRETE BRIDGE DESIGN MATERIAL STRENGTHS allowed to fall into the river.

STR. NO. 44-095-090

Concrete fc = 4,500 psi DECEMBER 2020 G)oF@ Reinforcing Steel fy = 60,000 psi I DESl~~ED BY I CK.DES.BY I DRAFTEDBYl7~,4~ ~ _ Piling (ASTM A572 Grade 50) fy = 50,000 psi ~ ~ . -

MCCK07N9 07NGGA02 I , t>RIDGE ENGINEER

E5 E22

PILE DRIVING

1. A drivability analysis was performed using the wave equation analysis program (GRLWEAP) . The following pile hammers were evaluated and found to produce acceptable driving stresses :

Delmag D25-32

SPI D30

Delmag D30-32

APE D30-52

APE D30-42

APE D30-32

2. 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.

1. The HP 1 0x42 Piling were designed using a factored bearing resistance of 77 tons per pile. Piling will develop a field verified nominal bearing resistance of 192 tons per pile .

2. One test pile will be driven at each pier and will become part of the pile group.

3. The contractor will have sufficient pile splice material on hand before pile driving is started . See Plate No. 510.40

4. It is anticipated that cofferdams will be necessary. Cofferdams will be designed and constructed in accordance with Section 423 of the Specifications. Contact the Office of Bridge Design if additional piles are required.

SUPERSTRUCTURE

1. Preplanned construction joints may be used in accordance with Section 460.3 of the Specifications. Contact the Office of Bridge Design for joint configuration and allowable location. Emergency slab construction joints will be as shown with the superstructure details. If an emergency slab joint is used, contact the Office of Bridge Design before proceeding with deck pour.

2. The deck-finishing machine will be adjusted and operated in such a manner that the roller screed or screeds are parallel with the centerline of the bridge and the finish machine is parallel to the skew of the bridge. Concrete placement in front of the finish machine will be kept parallel to the machine.

3. Barrier curbs will be poured after all the slab has been poured. Superstructure falsework will not be removed until bridge deck concrete, including barrier curbs, has attained a strength of 2400 psi .

4. The bridge deck must be placed and finished continuously at a minimum rate of 25 ft. of deck per hour measured along centerline roadway. If concrete cannot be placed and finished at this rate, the Engineer will 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 minimum rate of 25 ft. of deck per hour can be achieved and the concrete in the previous pour has attained a minimum compressive strength of 2000 psi.

5. Snap ties, if used in barrier curb formwork, will be epoxy coated . The epoxy coating will be inert in concrete and compatible with the coating applied to the new epoxy coated reinforcing steel.

CLASS A45 CONCRETE, BRIDGE DECK

1. Concrete used in the bridge deck slab and barrier curbs will be in accordance with the requirements for bridge deck concrete as specified in Section 460.3 A of the Specifications.

2. See Special Provision for Concrete Penetrating Sealer.

CLASS B COMMERCIAL TEXTURE FINISH

1. A Class B commercial texture finish will be applied to the following areas :

a) Barrier Rail: all exposed surfaces (**front, **top and *back). b) *Slab: edge of slab.

*Color will be an approved tan . **Color will be "Pearl White. "

2. The Class B commercial texture finish will be applied in accordance with Section 460.3 L.1.c of the Specifications .

3. Where the Class B commercial texture finish is to be applied , concrete curing will be accomplished with cotton or burlap mats and polyethylene sheeting . Curing will continue for not less than seven days after placing concrete before the commercial texture finish is applied. The commercial texture finish will be applied in accordance with the manufacturer's recommendations. The commercial texture finish itself does not require a specific cure except for drying.

APPROACH SLABS

1. Sleeper slab riser will be cast with the approach slab or cast after the approach slab is placed. Care will be taken to ensure the correct grade is maintained across the joint.

2. The portion of the sleeper slab below the construction joint may be precast. If the bottom portion of the sleeper slab is precast, the Contractor will submit proposed lifting and setting plans to the Bridge Construction Engineer for approval. In addition , if reinforcing or other details differ from those shown in the plans, the Contractor will submit proposed alternate details for approval.

3. The use of an approved finishing machine will be required during placement of Class A45 Concrete for the approach slabs . Concrete placement in front of the machine will be kept parallel to the screed.

4. The concrete in the approach slab will be tined normal to centerline roadway.

I STATE I PROJECT I SHEET I TOTAL OF 1-------------1 NO. SHEETS

I S.D. 1 ER-P 0038(52)330 I I

5. Concrete Approach Sleeper Slab for Bridge, whether cast-in-place or precast, will be paid for at the contract unit price per square yard. This payment will be full compensation for all excavation, furnishing , hauling , and placing all materials including concrete and reinforcing steel; for disposal of all excavated material and surplus materials; and for labor, tools , equipment and any incidentals necessary to complete this item of work.

6. Concrete Approach Slab for Bridge will be paid for at the contract unit price per square yard. This payment will be full compensation for all excavation , furnishing , hauling and placing all materials including concrete, asphalt paint or 6 mil polyethylene sheeting , elastic joint sealer and reinforcing steel; for disposal of all excavated material and surplus materials and for labor, tools , equipment and any incidentals necessary to complete this item of work.

DECK DRAINS

1. Deck Drains will be 4" diameter by 1' - 6 ½" Schedule 40 Polyvinyl Chloride (PVC) Plastic Pipe conforming to the requirements of ASTM D1785.

2. A 4 1/2 inch diameter by 2 inch PVC Plastic Pipe Sleeve conforming to the requirements of ASTM D1785 will be attached to the 4" diameter PVC Pipe, as shown in the plans, with a solvent cement conforming to ASTM D2564.

3. Payment for Deck Drains will be at the contract unit price per each for Deck Drain , Slab Bridge, and will be full compensation for furnishing , fabricating and installing the deck drains in accordance with the Plans and Specifications.

4. The location of the deck drains may be adjusted slightly to clear transverse slab steel.

NOTES (CONTINUED)

FOR

226' - 3" CONT. CONCRETE BRIDGE

STR. NO. 44-095-090

DECEMBER 2020 G)oF@ I 0Es1~~ED BY I CK. ~';s BY I DRA~T!D BY If~ A~

MCCK07N9 07NGGA03 I ~IDGEENGINEER

E6 E22

APPROACH SLAB UNDERDRAIN SYSTEM

1. An underdrain system will be placed underneath the sleeper slabs and behind the abutments as shown in the plans.

2. The 4" Dia . Perforated PVC Drain Pipe will be PS 46 Solvent Weld PVC pipe conforming to ASTM F758 or SOR 35 Solvent Weld PVC pipe conforming to ASTM D3034 with perforations in accordance with ASTM F758. The 2" and 4" Dia . PVC Outlet Pipe will be Schedule 40 PVC Pipe conforming to ASTM D1785 designated as PVC 1120, PVC 1220, or PVC 2120. Pipe sections will be connected using a PVC Solvent Cement conforming to ASTM D2564. The Drain Sleeve will conform to ASTM D6707.

3. Care will be taken to ensure that the 4" Dia. Perforated PVC Drain Pipe and the 2" and 4" Dia. PVC Outlet Pipe are not damaged during construction . Sufficient cover material will be placed over the pipes before compaction equipment is allowed over the underdrain system. Any damaged pipes will be replaced by the Contractor at no additional cost to the Department.

4. Excavation for placement of the underdrain system that runs under the sleeper slab will be per Approach Slab Underdrain Excavation and will be in accordance with Section 435 of the Construction Specifications.

5. All labor, tools , equipment, and any incidentals necessary for the Installation of 4" Dia. Perforated PVC Drain Pipe, 2" and 4" Dia . PVC Outlet Pipe, SOR Solvent Weld PVC Coupling , and PVC Cement will be incidental to the contract unit price per foot for 4" Underdrain Pipe.

PERFORATED GEOCELL

1. Perforated Geocell will be from the following company or equivalent.

Agtec 1-818-724-7657 http://www.agtec.com

2. Perforated Geocell will be 6 inches tall and will be installed according to the manufacturer's recommendation.

3. The Perforated Geocell will have Type B Drainage Fabric placed underneath according to the manufacturer's recommendation.

4. Perforated Geocell will be filled with Select Granular Backfill in accordance with Section 850 of the Specifications.

5. 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.

6. 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.

I I

STATE I PROJECT I SHEET I TOTAL OF 1-------------1 NO. SHEETS

S.D. 1 ER-P 0038(52)330 I I

NOTES (CONTINUED)

FOR


STR. NO. 44-095-090

DECEMBER 2020 G)oF@ I 0Es1~~ED BY I CK. ~';s BY I DRA~T!D BY If~ A~

MCCK07N9 07NGGA04 I ~IDGEENGINEER

E7 E22

N

1480

1460

1440

1420

1400

1380

1360

1340

1320

1300

1028+00

I 't

I

Abut. No. 1

I

I 't

Pier No. 2

I

I 't

Pier No. 3

I

I 't

Pier No. 4

I ~ 1,, C"):: - ' i

I 't

Pier No. 5

I

I 't

I Abut. No. 6

I +

H ' H H ~ H I H I H ~

NOTE: This sheet is to be used in conjunction with the PILING LAYOUT DETAILS sheet.

1032+00 ~-~-i-~-! 1029+00 :H: ~H 1~~ ~: ~ 1030+0~: ~ ~ __ Q -.o H~H _ ~H H --bl- c,:,(O H H LC~:§H H ~H

' 6 ~ ~ I Sta.1028+74.11 ~ ~§ ~ Sta.1029+61.86 ~ ~ - I ,.~ ~ H I H (I) H I H H I H

@) <o IO t::. ' ..... "' ;...- ~ "' "'' " II~ "' .....

Hf H 1031+00

---H-----.,,R,_H_Sla. 1030 + 59.36 \__ Sta. 1030 + 98.36 H , H :j:

~ ; I Sta. 1029 + 13.11 ~ f H > ~ f ~ Sta. 1030 + 10.61 ~ f ~

~~~- ; ; \ HP,ox"""' , .. , •• i .i••· ,. ~ ~ "' 0,

COFFERDAM SOIL PARAMETERS

Sand and Gravel Silt Glay (Glacial Till)

1028+00

Friction Angle (<t>)

34° 24°

==:-Brown-s--- ----------- ------

Cohesion (c) 0 psf

1,850 psf

~e(Typ.) -'-l -8'-0"

Wet Unit Weight (yw)

120 pcf 130 pcf

1029+00

(Typ.)

PILING LAYOUT

Hole Number Station Depth Soil Color Classification Strength (Qu) Dry Density Wet Densty Moisture Pass No. 10 Pass No. 40 Pass No. 200 Sand Content Silt Content Clay Content

1030+00

-- -- -- -- -- Niobrara Chalk

K1 1028+90

13.5 Gray

Sandy Grai.el No Test

120.6 132.7

10.1 41.7 16.7

9.4 32 .3

6.1 3.3

~ f ~

~ K2

Hole Number Station

fl Depth Soil Color Classification

psf Strength (Q u) pcf Dry Density pct Wet Dens~y % Moisture % Pass No. 10 % Pass No. 40 % Pass No. 200 % Sand Content % Silt Content % Clay Content

\ P10X42Steel '1_;e(Typ.)

~ K4

K1 Hole Number K1 Hole Number K3 1028+90 Station 1028+90 Station 1030+84

20.5 fl Depth 105.5 fl Depth 50.5 fl Gray Soil Color Dark Gray Soi l Color Dark Gray

Clay Silt Classification Silt Clay Classification Clay Sand 2,317 psi Strength (Q u) 4,995 psf Strength (Q u) 554 psi 97.1 pcl Dry Density 103.2 pcl Dry Density 96.2 pcl

119.0 pct Wet Dens~y 125.6 pcf Wet Dens~y 119.7 pcf 22.5 % Moisture 2 1.7 % Moisture 24.5 % 98.1 % Pass No. 10 95.7 % Pass No. 10 97.8 % 91 .1 % Pass No. 40 89.1 % Pass No. 40 82.9 % 69.5 % Pass No. 200 70.0 % Pass No. 200 58.2 % 28.6 % Sand Content 25.6 % Sand Co ntent 39.6 % 41.1 % Silt Content 33.3 % Silt Content 32.4 % 28.5 % Clay Content 36.7 % Clay Content 25.8 %

1031+00 1032+00

1480

-- --- -- -- 1460

-- --- -- -- 1440

--------- 1420

- - - - - - - - - 1400

1380

Blow~ _l)_El~ f_qo! _=_=_=_=_=_=_= _=_=_=_=_=_=_=_= _=_=_=_=_=_=_=_=_ - - - - - - - --------- -------- -------- ---------= = = = = = = = = = = = = = = = = = = = = = = = - - - - - - - - - 1360

1340

1320

1300

STATE OF

S.D.

PROJECT

ER-P 0038(52)330

SHEET TOTAL NO. SHEETS

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

LEGEND

SZ Water

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

OCTOBER 2020

K2 1459.1 K4 1459.4 K5 1458.8 K6 1459.2

NOVEMBER 2020 K1 1459.8 K3 1459.2

MEASURED SKIN FRICTION

K2 K4 K5 K6

ELEV.

1380.7 1381.8 1384.2 1382.7

PSF

401 579 536 401

SUBSURFACE INVESTIGATION AND PILING LAYOUT

FOR

226' - 3" CONT. CONCRETE BRIDGE 36' - 0" ROADWAY OVER WEST FORK VERMILLION RIVER

0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93 ST A. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 0 oF@ DESIGNED BY CK. DES. BY DRAFTED BY

CL BS HK/MG MCCK07N9 07N9GA05

E8 E22

1. LNJ

1,

~,

I STATE I PROJECT I SHEET I TOTAL OF 1--------------1 NO. SHEETS

I S.D. 1 ER-P 0038(52)330 I I

I I I I I I Cf_ Cf_ Cf_ Cf_ Cf_ Cf_ I Pier No. 2 Pier No. 3 Pier No. 4 Pier No. 5 I

Abut. No. 1 Abut. No. 6

I I I I I

I I I I I I ' ' ' ' ' I I I I I I

I I I I I I ' ' ' ' ' ' I I <;;-, I I ,'\J'\ I I f ' ,,;;;-i ' -- -- ' r{~/ ' f , H ! H ']~: *~i ! H ~i ~i *l:!.ti H :~( H ! H ' I H 1)1 H :01 ~ 1)1 H H ~ H 10: H 1)1 H I

(I) II H ~· H !0:1 __!:I_ ~· H -- j -- ~H_' H :10! H ~· H II C,, I *-ild('H l("H i... l('I l("I I :0 ("II I I I Q,) I I * 1 0

<ii ' ' I ' ~I ' ~I t:·~ ~I ~ ' I ' '

-~ l------ [!,-------------: 1 :--------it---* ~~I:-- f<'I-~ n Sta.ttr0+10.61- =~ -: ---~i----------~ f-: -----------nl __ _ ~ ' Sta. 1029+ 13.117 ~ 1°: -tl: 1-rl :0: ~ :0: *~I :01 Sta. 1030+59.367 ~ '

Cl:: :I: H I H : 0 1 H I H -· -· H- H 1°: H I H :I: Sta. 1028 + 74.11 , , I 0 :sta. 1029 + 61.86 , , : 0 I , Sta. 1030 + 98.36 ,

I H lji H :01 ~I lji H f<'I f<'I H ~ H 10: H lji H I ' H ,

1 H /0: *~: ,

1 H :0: ~; ;1*~1 H :0\. H ,

1 H ±'

/r;r' -· "-·/', HP10X42Steel ' ' '-0/, ' ' ',0,1 ' '

Piles (Typ.) I I I HP 10 X 42 Steel I ' I I Piles (Typ.) ,

PILING LAYOUT

NOTE: * Existing timber pile to be extracted.

NOTE: This sheet is to be used in conjunction with the EST/MA TED QUANTITIES SUBSURFACE INVESTIGATION AND PILING LAYOUT sheet. ITEM I UNIT I QUANTITY

Extract Pile I Each I 16

PILING LAYOUT DETAILS

FOR

226' - 3" CONT. CONCRETE BRIDGE 36' - O" ROADWAY OVER WEST FORK VERMILLION RIVER

0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 0 oF@

IDESl~~EDBY I CK.~~S.BY 1 □RA~T:□ BYl7~AIY~

MCCK07N9 07N9GA06 I ,~~IDGE ENGINEER

E9 E223'-0" 1'-2"1'-4"

Back Face

Al ,,, Iii

18'- O"

Begin Bridge Sta. 1028 + 73.11 End Bridge Sta. 1030 + 99.36

Front Face

47' - 0" Overall

36' - 0" Roadway

PLAN

4- T2, 1-S0 & 1-T4

(Abut. No. 1 Shown, Abut. No. 6 Similar Opposite Hand)

1'-4"1'-2" 3'-0"

18'- 0"

T4

1 - S2, 5 - T1, & 1 - S1 n ,,, ill

:ct ~ ~ 7 ~ _jT1 - Front Face

4 ~

1:

~• , (Typ.) RoughenConcrete "'I ..._________ -T4 lI_2-BackFace f-U1 U4- : : -2-T3

U8

2-S3

; ! \ £Crown Slope 0.02 ft.lftLConstruction Joint ~~ I _[2 _ s2 __Jf1 _ Front Face I l.!:_4 -Back Face f I -2- TS

~:~_--/--,-<o·I~-- '::~,-:-_:~:,-~::~,:~,-:~: =:::,-::::::,-] ~f;t.,-- -,:-i,-- --,-------,~~C r"-,- -_ --_ -___ -~:: ==,,,._ i ~--, ~;.;..;::;.:_;~:;..::.,;;::.:.;;.;;:.:.:.;;::,;_;;._;;;;;;~;;;__,l,,_. ____ ~--IO /;f- I I I I I II I I I I I I I I - I -~ --1 -I - us !:::.. o ~ ~2" Schedule 40 ~ U6 ~ co ¼ C:. PVC Outlet Pipe (Typ.) :;,. '...-1---1----1--l---l-l---l--l-l-1----1----11---1---1---1----1----1---1--l---l----l='==1==Ftt==t=-t-t-t---t

Cl) :c:: 0 j:::

~ """ Cl) ~ (!) ...: ~ ::, Cl) .Q

~ 'o::(

a:: 0 ~

"' .,. rh ':W- ,Ii o '------.: , c L&3 -1, _j - ---u1 I ' I ~:llQ. ";' §!: I ' I I I I I' ' I ( ' E---U8

L----=~.il-l-1 _:_I l1 ___ ·::•~~~l~~_.'.:"':'.f!:::..:__~1 _:_I l1-~ ________ .:::::t1 ~• ~l~E~~~±~~£~~G~E~E±~~~~~E~H,.!§l!:::±±:J=~':±J SO-Back Face - '-- ' -~ T3 - Front Face

!I lLevel II ~ut. No. 1 Elev. 1467.33 i r ,,;;-;;-Front Face II Lu2 i II Un32~~roa~t~aaccee I I

HP 10 x 42 Steel Pile (Typ.) ----i- I

5'-6"

-+.~ I ' I '

10'-0"

12"

't I

Abutment I

SECT/ONA-A

U1

but. No. 6 Elev. 1465.95 , Ii!!-- Back Face •1 1B ' -lf- - -lf- -lf ' I I , ! I !

6" I U1, U2, U3 & L1 - 17 Spaces@ 12" = 17'- 0" 12" 8" 12" 3 Spcs.@ 3" --"----1 K------------~1--~------------- 11" = 2' - 9" f-,--"----

' I I ' ' I

9'-0"

1 I 14 _ 9'-0" 9'-0"

2" Weep Holes - 3 Spaces@ 9' - 0" = 27' - 0"

4 ELEVATION

-----------1--i I

SECTIONB-B

TS

T4

T3

T2

Back Face

9'- O"

10'- O"

Front Face

T3

HP 10 x 42 Steel Pile

5'-6"

12"

't I

Abutment I

SECTIONC-C

HP 10x42 Steel Pile Spacing

TS

T3

so

~ 6

0 j:::

~ <0 *b. Cl) ~ (!) *

~ ...: * ::, .Q

~ 'o::( *b. 6

a:: 6 (.)

~ 6 6

STATE OF

S.D.

PROJECT

ER-P 0038(52)330

REINFORCING SCHEDULE (For One Abutment)


Mk. No. Size Length Type Bending Details

L1 36 4 3'-6"

so 9 46'-8" S1 9 38'-4" S2 2 9 38'-4"

S3 4 9 4'-2" T1 5 5 41' - 5" T2 4 5 46'-8" T3 14 5 5'-9" T4 2 5 38'-4" TS 4 5 4' - 7" U1 36 6 9'-8" U2 40 4 6'-0" U3 40 4 2'-10" U4 4 6 10' -4"

U5 4 4 13'-3" U6 2 4 12'-3"

U7 2 4 11' - 4"

U8 2 4 10'- 6"

NOTE:

17A Sir. Str.

Str. 198 2 Str. Sir. Sir.

Sir. 148 17

S12A 17 11:-ri T1

T1 Type2

T1 T1 T1

Type 198

7½"

DH"'""' r,... ,- I I

~~'1-'1-

1.0COr,...(0 :::, :::, :::, :::,

Type T1

u; 11:- 7lfi Type 17

Type 17A

Horizontal Le:~ All dimensions are out to out of bars.

~'cf TypeS12A

3 Ii b. Bars to be Epoxy Coated. * Bend in field as necessary to fit.

ESTIMATED QUANTITIES

ITEM UNIT QUANTITY

Abutment No. 1 Abutment No. 6

Class A45 Concrete, Bridge Cu. Yd. 13.8 13.8 Reinforcing Steel Lb. 1082 1082 Epoxy Coated Reinforcing Steel Lb. 1104 1104 Structure Excavation, Bridge Cu. Yd. 9.0 9.0 HP 10 x 42 Steel Test Pile, Furnish & Drive Ft. 1@ 115'= 115' 1@ 115' = 115'

HP 10 x 42 Steel Bearing Pile, Furnish & Drive Ft. 4@ 110'=440' 4@ 115' = 460'

Preboring Pile Ft. 5@ 10'=50'

* See APPROACH SLAB UNDERDRAIN SYSTEM notes for payment and quantity.

5@ 10'= 50'

r/J Z1 bars are fisted and included in superstructure quantities. See SUPERSTRUCTURE DETAILS sheet.

ABUTMENT DETAILS

FOR


0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 0 oF@

DESIGNED BY CK. DES. BY DRAFTED BY CL CHM MG

MCCK07N9 07N9GA07

E10 E22

1c io

(C)

io

19'-0"

17' - 0"

H4

1'-0" 2'-0"

8'-4%"

6'-4" 5"

38'-0"

34'-0"

•I' Ce I

Roadway & Bridge

PLAN 38'-0"

H3 - 16 Spaces @ 2' - O" = 32' - O"

J1 ~ 13 Equal Spaces@= 21' -2 ¾" G1, H1, & H2 - 45 Equal Spaces= 24' - 6"

19'-0"

17' - 0" : HP 10 X 42 Steel Pile (Typ.)

2'-0"

8'-4 %" 5" 6'-4"

- I -, P1erNo. 2Elev.1471.24 ~ ~ f" I

Constr. Jt.

1' -0"

Pier No. 2 Elev. 1470.86 , ', H4 G12J Pier No. 3 Elev. 1470.94 Ce ~G12 H4'~ , Pier No. 3 Elev. 1470.56, I G111 P(er No. 4 Elev. 1470.65 ~oadway & Bridge - Crown Slope 0.02 ft.lft. (Typ.) ~G11 I PierNo.4Elev.1470.27 , , G10- 3 _G7 ~G13 P1erNo.5Elev.1470.~ j_ _ 2 _G3 G13

73_G7 G10 , ,

Pier No. 5Elev. 1469.97 , \ \ / 7 / ' 1->--~! - ~ .J~:~ · -~- - --1·-H · --- -- ----- -~---_-_-_-_,-..,-_------ --- I ~ ----- -- ---.. -,,__·_-----~---_-_--_-.....,.·+·--_-_--->:-·+·,....H+---➔I+·....:--,........!'-l-- • .'::..~:L. H Pier No. 2 Elev. 1470.86

,- Tif , l-'~-+~1-,---1 711 f-:E----t------::$- __ C~n_str. !~, _ _ _ _ ~ FJ _ _ \ I I I : Pier No. 3 Elev. 1470.56

~.L....- f -·G~~- I~ - - - ~ - _ J_ - - - - - - - - - - - A - -- -'I V ~ ' -<"l - - - - - - - - - - - - - - - - ·;·r11·q·;:-~'--ii-§~--~~ij-~=-~~~1w=1=1-E1tt=C:j~I ;~ ~~: 6 ~:~: ~:~i:~~

-,. §:: I:::. ' ~ ;,;,;

~

"' "'

T""" ___ G_14_ L"'I! - c-- 2 - G6 I 2 - G6- - HI-H--IIH!--H!l--ff--!l::l,,.ff;ip:;;"l" J-G14

'~J- - "'" --2-G5 2-G5-- ... ._,t-:;~1· I

' ~ ;,;,; ... ~

' I G~- ~ -' G16 ,.J ~ - - c--2 G4 2-G4- - c- - -G15

G17 o--1 ~ ffl -G1 --- G1 _ __,.--ti-Ill-ti> ~ ' I

~8-.,~- -~ ,J~7 G19 _1 G18 G16-

' I

6' - O" (Typ.) - G19 I I I I 7J1 (Typ.)----- ---J1 (Typ.)--< A

2-H2--

r G2- at

' I I I I ' I ' I

' I I

'

4 G bars - 7 Spaces -1---f----------d--~-4..j,,j:H~ @ 9" = 5' - 3" (Typ.)

C)

~

i:e--+-+-++-- G2

6" I-<--"-

NOTE:

½" Preformed Expansion Joint Filler (Typ.)

--------- J '

' ___ l _____ j

"""J

DETAIL "Y" (Resteel not shown)

1c

"'

STATE OF

S.D.

PROJECT

ER-P 0038(52)330

•··.fl L t!:::::!::::t:::=~~~~:::::::t::::t:=i

SECTIONC-C

SHEET NO.

b ' ~ II

~ @)

"' 1!l "' c5l--~

:; <>ll

~-"' .Q

Q)

~ ..J

~ ~ io

TOTAL SHEETS

I ' I

H1 and H2 bars may be adjusted slightly to clear HP 10 X 42 Steel Pile.

PIER DETAILS (A)

FOR

1c ' "' m

I

I -+~

' I ' I

I ,,, Constr. Jt. "'\,

- - - - J \........... _..,.._ -

,_,__.._,_,. ....... .,._,___2 -H1______. 11-K4j 1 1c ---2-H1---,..-..-,,_... ___ _,,~

I ~ m~;: m I .' ~ I I I

rn m 14-K27 m I 'i I

n1 m I

'I. T

I I -+- -+~

ELEVATION

- ... ~ ....... -+-....... ~~--............................................. -+-........ ~~-~---...... ~

I I -4-- -+~


I \_ Pier No. 2 Elev. 1447. 99 Pier No. 3 Elev. 1447.69

-4~ Pier No. 4 Elev. 1447.40 Pier No. 5 Elev. 1447. 10


0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 0 oF@


MCCK07N9 07N9GA08

E11 E22♦ HP 10 X 42 Steel Pile Spacing (Exterior Rows) * HP 10 X 42 Steel Pile Spacing (Interior Row)

"' 17'- 0"

·§ 1' - 3" 2 Spaces@ 3'- 6" = 7'- 0"

"' ~ * 4'-9" 7'- O"

~ 6" K3-16Spaces@12"= 16'-0"

.; -Sl CJ)

C\I .... >< ;2

io 3::

K4 -

io

'""" - .., .. - .., - - .., -

II II I

- l .. _1_ - ..I. -

.. -ll -· • • • • • • • • II

.. J =· • • • • I • • •

10P sreJ:l-

- ~ ,. -~= - ~ = II II I

- l'" _Jl_ - ..I. -

(0

VIEW A-A (Resteel and Bridge Deck not shown)

~ i... .

~ -GJ-a: . ; : R=9" · ·.

SECTIONB-B

34'-0"

7'-0"

Footinq & Pier

I I I

I - .., - I I

- ..I. - ' I

I ' ' ' I

' I • '- ..,_ . • ' • • • • • •

I ' --.1 • ff' \=, • ' • • • • •

I \L_H1 (Typ.)

I

I I

' - ~ = I I

- ..I. - ' I

' I

PLAN (Footing Steel)

17'- 0"

7'- 0" 2 Spaces @ 3' - 6" = 7' - 0" 1' -3"

7'-0" 4'- 9" Mk. No.

STATE OF

S.D.

Size

PROJECT SHEET TOTAL NO. SHEETS

ER-P 0038(52)330

REINFORCING SCHEDULE (For One Pier - 4 Required)

K1 - 5 Spaces 12" K1 - 5 Spaces 12" K1 -5 Spaces 12" K1 - 5 Spaces 12" 6" 3" G1 48 10 12'-5" 17 @6"=2'-6" @6"=2'-6" @6"= 2'-6"

- K2

I I I

,_ --- f- - - - - - .... - -- - - - -- - - f-- - - - - -- -,_ - - - -

6ii~~~ ~

fL H1 (Typ.)

,-

,_

~

~

L HP 10 X 42 Steel Pile (Typ.)

I ff

Pier

I

C -- -- - -- ----- -- -- - ---£"'"" "'"_ -( l H3 l ' C: ' ~I

;... -~ I --- _'.: _____ _

G7

G6

G5

SECTIONE-E

I

@6"=2'-6" G2 32 4 5'-8" S11

-- - -

I

- - - - - -

I

___j ~

~

K1

"' b 1l "' ' ~"' ~ ;1 I 0)

~ (§)

- ~

"' 6 Q)

" "' ' ~"' ~ ~I

I 0:,

~ (§)

~

~

6

6

G3 42 4 23'-9" Str. G4 2 4 10'-2" S11 G5 2 4 14'-2" S11 G6 2 4 17' - 6" S11 G7 6 9 8'-5" Str. GB 2 5 3'-6" 17 G9 2 5 4'-0" 17 G10 2 5 4'- 7" 17 G11 2 5 5'-4" 17 G12 2 5 6'-2" 17 G13 6 5 6'-8" 17 G14 2 5 3'-0" S11 G15 2 5 3'- 10" S11 G16 2 5 4'-6" S11 G17 4 5 5'-4" S11 G18 6 5 6'- 10" S11 G19 2 4 7'- 8" 198 H1 96 10 11' - O" 17A H2 96 10 19'-3" Str. H3 17 7 4'-0" Str. H4 2 7 3'-0" Str. J1 280 4 1' - 11" T9 Kt 58 7 10' -9" Str. K2 14 5 33'-9" Str. K3 34 5 10' -9" Str. K4 11 4 33'-9" Str.

_______,..66 12 1. 6' - 8" • I G19

Type 198

NOTES: All dimensions are out to out of bars. 6 Bars to be epoxy coated.

Type 17

.... "' (!) (!)

0:, 0:, .. (0

Type S11

14.~"I J1

Type T9

ESTIMATED QUANTITIES

co (!)

rc,

00

ITEM UNIT QUANTITY

Pier No. 2 Pier No. 3 Pier No. 4

.... "' co r--.. 0,

1; 1; 1; 1; 1;

"' '"""

' ;... '""" .. '""" '"""

'""" '""" "' 01

H1 I .2· - O" • I Type 17A

Pier No. 5

Class A45 Concrete, Bridge Cu. Yd. 78.7 78.7 78.7 78.7 Reinforcing Steel Lb. Epoxy Coated Reinforcing Steel Lb. Structure Excavation, Bridge Cu. Yd. HP 10 X 42 Steel Test Pile, Furnish and Drive Each HP 10 X 42 Steel Pile, Furnish and Drive Each

19046 19046 19046 19046 151 151 151 151

309.8 190.5 185.1 344.4 1 @ 100' = 100' 1@ 100' = 100' 1@ 100' = 100' 1@ 100' = 100'

19@ 95' = 1805' 19@ 95' = 1805' 19@ 95'= 1805' 19@ 95'= 1805'

PIER DETAILS (B)

FOR


0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 0 oF@


MCCK07N9 07N9GA09

E12 E223'-4"

~

A 4'-3" ~-Min. Lap

19'-3"

B3

B10 BB

11' - 3"

8'-7½"

~ ~ Pier No. 2 or 5

B2

B6 '~ B7

29'-10½"

8' - 7 ½" Min. La 11' - 3"

8'- 7 ½"

~ <t.

I

Pier No. 3or4

Note: Place B9 and B11 bars symmetrically about center of interior span.

1--11-----1----------+----------------I

B3

B2

B7 B11 B9

Syml Abt.

ct Bridge

I

7'- 6" A3@ 18" = 24' - O" (Top) 7'-6" I 9'-4½" A3@ 18" = 30' - O" (Top) 9'-4 ½" 9'-4½" A3@18"=30'-0"(Top)

A2@9"= 5'-3" A2@ 18" = 25' = 6" (Top) A2 @ 9" = 5' - 3" A2 @ 9" = 7' - 6" A2@ 18" = 31' - 6" (Top) A2 @ 9" = 7' - 6" A2@9=7'-6" A2@18"=31'-6"(Top) (Top) (Top)

A1 @ 18" = 36' - O" (Bottom) 1' - 6"

39'-0"

- See DETAIL ''X'' 36' - O" Roadway

• I •

(Top) 1'-1 ½" I • A1@ 18" = 46' - 6" (Bottom)

48'-9"

226' - 3" Overall

HALF LONGITUDINAL SECTIONAL VIEW

18'-o" 18'-o" r n k-----------~e....:..~----------B-4_@_12~ .. ----= .... 3-5-'--0-.. -------------'-"'-------''--------------►j (

C1 . ""I +~-5 ________ r_C_ro_w_n_S_lo_p_e_o __ o_2_· l-_n-1-2·-· -(T-yp ___ ) ___ A_2_: ,-...::..:--=...:..::.-, ---=--==----=-------1-8-.. -SI-ab-, 7------,-A-1-----------B---;;'Jll,-----Ur,---,ld'

·.-. 1·.·

C1

~~ 1~!.~2½"CI.Cover ,- -:: _

4-BS----s::~ 12"1 1"CI.Cover -\___A3 B8@24"---34'-0" t A3_/ 112" µ:j-4-B5

C1

B13

4 Tk----------------------~B~6~@~12~"-=~35~·~-o~"--------------------------il ~·

,, " :: 0~ ~ ~E "'

A2

A3

B10@ 24" = 36' - O"

SECT/ONA-A

B1 orB1A@ 12"= 35'- O"

B9 @ 24" = 34' - O" A3

Bl@ 12"=35'-0"

B11@24"=36'-0"

(Top) J 1'-1 ½"

• I • I •

Construction Joint Level across curb. Rustication not Optional

C1

I <t.

Pier

I

48'-9"

DETAIL ''X"

6" ____,,___,_ I 1L-

n

SECTIONB-B B3@24"---36' O" --- -B1@ 12" = 35' - O"

B2 @ 24" --- 34' - O"

6" ---"-I __E:

[

r-- ¼ Point of Span ~ ,

t~l? } H i >~ G §3~~ I. 9•_9.. • : • 12·-2¼~ ~ C1

18"Slabl .

B13 I A2\ ,A1 ' ( ' I ' ' ' •· . . -_ -r.-_.

4-B 13--6.J I

Bl@ 12" = 35' - O"

SECT/ONC-C

I I I <t. <t. <t. I I I

Abut. No. 1 or 6 Pier No. 2 or 5 Pier No. 3 or 4

i i re ro i ... ~ co 11 cl o c ~ gl :g d :g 8

Syml Abt.

ct Bridge

.. 1

~I d• g d d d ~ d d g

dL=::::::=:===~===;:::::=~o~· :....,=::::::==:;====~===:::;=::::="""'+-====~~===:::; ~ .'--------3~9~•.:..-O!!.'_' -------i-------------'-48=--'---=-9_" _____________ 24_'_-_4~½~" __ _____,

7 - 226'-3"

9' - 9" 9' - 9" 9' - 9" 9' - 9" 12' - 2 ¼" 12' - 2 ¼" 12' - 2 ¼" 12'-2 ¼" 12'-2 ¼" 12'-2 ¼"

CAMBER DIAGRAM Camber is calculated for dead load deflection plus plastic flow and shall be added to the proposed grade elevations at the respective stations to establish the elevations of the top of the finished roadway slab.

t

bi

-•

~ 8

·~ v--- C1

B13 I/"

l.d-4- B13

<3 6__,"___,c....:::=.:.==::....:=----==---;_;;_;_;:=..

&, I

DETAIL "D" C!. See DETAILS OF APPROACH SLAB ADJACENT

TO BRIDGE sheet for location of Z1 bars.

(End Span) (Interior Span)

DETAIL "E"

ESTIMATED QUANTITIES ITEM UNIT QUANTITY

Class A45 Concrete, Bridge Deck Cu. Yd. 540.0 Epoxy Coated Reinforcing Steel Lb. 125684 Deck Drain, Slab Bridge Each 4

Concrete Penetrating Sealer Sq. Yd. 905.0

;51 ill

::

Mk. No.

A1 146 A2 190 A3 194 B1 72

B1A 72 B2 72 B3 76 B4 72 B5 20

STATE OF

S.D.

Size

5 4 4 10 10 10 10 9 6

PROJECT

ER-P 0038(52)330

SHEET NO.

REINFORCING SCHEDULE Len th T e Bendin Details

38'-4" Str. 39'- 6" 1 9'-3" 1A 46'-9" Str. 59'-9" Str.

I . 38'-4"

C Type 1

17'-3" Str. 22'- 6" Str. 25'- 6" 1A 39'-9" Str.

:~1: 8' - 11"

: I 24'-3"

TOTAL SHEETS

• (2

_J

L B6 72 9 39'-3" Str. Bl 108 9 48'-9" Str.

C B2011~- r, Type 1A

B8 36 9 29'- 6" Str. B9 54 9 29'-2" Str.

6½" Type 17A

r1 1' - O"

B10 38 10 31'-8" Str. C1 10 ½"

B11 57 9 33'-5" Str. B12 60 5 45'-3" Str. B13 30 6 48'-9" Str. B15 12 5 9'-6" 19B B16 6 4 53'-9" Sir.

* B17 8 4 5'-8" Sir. B18 12 8 3'-0" 19B

B19 12 5 2'-0" Sir. B20 12 6 3'-6" 17A

* B21 4 4

C3 Type T1A

8" M 5'-9" 19

B22 4 4 3'-3" 19B C1 430 5 6' - 7" T1A C2 434 5 5'-3" S11 C3 4 5 6'-5" T1A C4 8 5 5'-3" S11 cs 12 5 6'-4" T1 C6 12 6 7'- 6" T1

~1B ~ lZ ('5

Cl 12 5 5'-6" T1 Type T1A Type S11

CB 4 6 C9 4 5 D 16 4

DO 4 4 01 4 4

c,. Z1 48 7

ui :!d tr

8'-10" 17 3'-5" 17 57'-5" Sir. 2'-6" 19B 2'-6" Sir. 4'-0" Sir.

Type17 _----r;-1'-9" B22 12

~ .

□ &, i-, 6 ;... "' "' "' co ,___

Type T1 (.) (.) (.)

1'-0" 01 -----r;--Type 19B

NOTES-All reinforcing steel shall be epoxy coated . All dimensions are out to out of bars. * Bend in field as necessary to fit.

7'-6" B15 12

1'-3" B18

Type 19B

SUPERSTRUCTURE DETAILS

FOR


0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 @ OF@


MCCK07N9 07N9GA10

E13 E22

' 1'-2"

End Bridge

See Std. ff. No. 630. 92

-14

' .... ....

"' ;._

' J

~

3'-4"

7' - O" Bridge Deck ------,,'""(-,1

PART PLAN 7' - O" RECESS DETAIL

1' - 8" 3'-4"

815 815

D1

--- --- -- - ---- -- --- -- - ---- -- --- -- - ---- -- --- -- - --

VIEW A-A 820

VIEWB-B

' D2 819 l\ !leg fr I

- r 815 C4-/C2 r r/JD 3 812 r*- '

. I -CB, -C6 ~cs 1 c3 c17 c27 - . "

l,f; ,J_ --- -iit- - fE- / ....,,_J I I I~

-L ti -~ !"""'- " . 820 - I I I .

' I l D1 \_817 la21 lll.816 2-85J ' i 822_J ~a1a 85-I

' ' 4" I ' 1' -2" 6" 1' - 8" 3'-4" ~ Bridge Deck '""( ' I 7'- O"

I I I ' '

PLAN

~ ~ ~ 3 Spaces@ 12" = 3' - O"

· 1 .': 1 ·' S,,.ra, .. , •• ,. - ,; I '·= 1 ·

Ct &C2-211 Spaces@12"=211'-0"

~818 --B 19

819-2-

1-D0 1 -

& ~

- c--

- 0..-

i-

- ~

' B 22-1\.

' 2- a20-+-

B 20 ; ' '

__ u

--

r Cl- C4l -817 1815

C9

I l.....

0 r--,...

u

0 l

0

~

~ - i k..~ ~ca )7E;-t--- -t~s-jF~-e_-~;--~;1--= ---~-4~~~-j-;~;;;-

L--~- ~--~-------( C6 -r/J D I- ELEVATION

*2-B12

'

I

~ '

------------ ---

~ 85

I C2

Ct

I '

SECTION C- C SECTIOND-D

ll. Place as shown in Superstructure Details

*Min.Lap= 1'-0"

r/J Min. Lap = 2' - 6"

* Min. Lap = 3' - 6"

NOTE:

P99 -------.-----,-

~~.;_.;;..4~.;.J..;...;....;..;.p..;....;_~4

1" h-DRAIN AND BARRIER DETAILS

For listing of re-bars see SUPERSTRUCTURE DETAILS.

815

r/JD C6

]

See RECESS DETAIL

815

r/JD

cs

STATE OF

PROJECT

S.D. ER-P 0038(52)330

ISOMETRIC VIEW

' ' --:::l --- -,:...,.. ...


SECTION E - E SECTION F - F SECTION G - G

I I

4"</)PVC Pipe I ~ I co

I ;._

I - _j 4 ½"</)PVC Pipe --.....r.r----.;-, ~

~t DECK DRAIN DETAIL

(See GENERAL DRAWING for spacing of Deck Drains and NOTES (CONTINUED) Sheet for Deck Drain notes.)

ENDBLOCK, BARRIER CURB, & DECK DRAIN DETAILS

FOR


0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 @ oF@


MCCK07N9 07N9GA11

E14 E22

;:::-(0'

0 0 << .._. .._. :::, :::, -0 -0 ::!.~ ~~ 0 <o

~ ~

Limits of Bridge End Embankment

ii:,

-----ii:,

~~ .' C ~ II

!

a, .g, ·c: co

"' A

~ a, .!l! Cl)

-S e1 Cl :S !. a,

it" . s g

ii:, ,__ a, Cl.

~ .s e1 Cl a, Cl. Q Cl)

Precast Concrete Headwall for Drain (Typ.) (See Standard Plate No. 430.50 for details.)

(3..1-,,__ ------ -~

ii:,

-----ii:,

~~ ~• C

~i Q Cl)

~ "' "' &

0.

"' ii:, .El ,__ e1 a, .g Cl. a, ~ 0.

-S -~ e1 Cl Cl ¼- a,

I 8-6 ci5

Q

""

_,_ ______ u

11 Limits of Granular 1:7 Bridge End Backfill

~ -~ II 1---J ;,,. ~ II , I ,lg II I

b 6 11 f Subgrade Shoulder } ~ ~ II _,,/ ----1--0.------~-- ------------ ~1

i ~ l ;::-to'

~ ~ ~~~ ~~.;,: ~;; Cle,-,

~ ~· ,-. ;2


I I I I I

PLAN (Bridge End Backfill shown adjacent to Abut. No. 1 Abut. No. 6 similar by rotation except as shown.)

7' - 3 ¾" (Begin Bridge) 10'-0" 22'- O"

STATE OF

S.D.


ER-P 0038(52)330

6' - 2 Y,/' (End Bridge) Double Thickness of 6 Mil Polyethylene Sheeting rr End of Approach Slab

-- - -- ----- -- -- - -- -----,- -7r -r=b -- Sj_ T°' "'!'",,,,:;:,,":l:"S..Ji -- --Granular Bridge End Backfill

® Vertical Composite Drain - -------------\

' '

Bridge End Embankment

* Perforated 6" Geocell filled with Select Granular Backfill

Drain Sleeve

* 12" at 't'. of Roadway, Bottom of Trench Ya" per Foot Pipe Slope.

SECT/ONA-A (at 'i'. Roadway)

Bridge End Embankment Granular Bridge End Backfill

.. ·-· - .. -- -.

Non-pervious Backfill Material

DETAIL "X''

Granular Bridge End Backfill

Type B Drainage Fa ·

6 Mil Polyethylene Sheeting

Vertical Composite Drain

«rAbutment Backwall

B Drainage Fabric I

- -

: Berm I TypeB

- ,- Drainage Fabric

" ! 2" Schedule 40 L_i_ PVC Outlet Pipe I

® Vertical Composite Drain

I , .),-Abutment Backwall

'"'> i * Perforated 6" Geocell filled , with Select Granular Backfill

~"'--"--'-'--'~:~~:~:"''&~ i " i Drainage Fabric

Non-pervious Backfill Material : ii : 2" Schedule 40

I ;i_L PVC Outlet Pipe

SECT/ONF-F

Holes orientated downward

Type B Drainage Fabric 6 Mil Polyethylene Sheeting

Non-pervious Backfill Material

____ J

rforated 6" Geocell filled Select Granular Backfill

Class B Riprap

"~ hedule 40 ~~~ Outlet Pipe ~t'

Type B Drainage Fabric

® Provide hole in vertical composite drain to provide drainage through weep holes.

* See PERFORATED GEOCELL notes for payment information.

ESTIMATED QUANTITIES (For Two Abutments)

ITEM UNIT QUANTITY

Granular Bridge End Backfill Cu. Yd. 46.4 Bridge End Embankment Cu. Yd . 697 Porous Backfill Ton 5.7 4" Underdrain Pipe Ft. 128 Approach Slab Underdrain Excavation Cu. Yd. 2.8

Select Granular Backfill Ton 13.0

Perforated Geocell Sq.Ft. 372

Precast Concrete Headwall for Drain Each 4

1. ~ ft. 4" dia. Perforated PVC Drain Pipe (with Drain Sleeve).

2. ....£1_ ft. 4" dia. PVC Outlet Pipe.

3. ....1§_ ft. 5" dia. Schedule 40 Steel Pipe.

4. ....1§_ ft. 2" dia. PVC Outlet Pipe.

5. __g§l. sq. ft. Vertical Composite Drain.

Items 1 thru 5 are approximate quantities contained in the 4" Underdrain

Pipe and are for information only.

6. 3083 sq. ft. 6 mil Polyethylene Sheeting, not including laps. 7. ...12Q_ sq. yd. Type B Drainage Fabric.

Items 6 and 7 are approximate quantities contained in the Granular Bridge End Backfill and are for information only.

r/J For estimating purposes only, a factorof1.89 tons/cu. yd. was used to convert cu. yds. to tons.

t/,- Shrinkage Factorof1.25 used.

+ Quantity based on a 12" wide trench.

DETAILS OF BRIDGE END BACKFILL (A)

FOR


0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY

DRAIN DETAIL S. D. DEPT. OF TRANSPORTATION

NOTE: The Contractor will ensure the underdrain pipes located at the sleeper slab are not damaged during the installation of the guardrail posts. Damaged underdrain pipes will be replaced at the Contractor's expense. SPILL CONE DETAIL AT EMBANKMENT

DECEMBER 2020 @ OF@


MCCK07N9 07N9GA12

E15 E22



~ fi Roadway & Bridge ~

I ~ I ~

-----------------r-------- i ,... --------r----------------

Top of Subgrade


SECT/OND-D

I ~ I

Roadway & Bridge


I 1'-0¾" Granular Bridge End Backfill I (Typ.) ' I

, Sleeper Slab_~

_: ~ = ~---:: = ~---:: =~ = ~---::= ~---:: = ~ -- --- --!- -- ----~ = =-----= ==-----= =:t=----== =-----= = ~ :=--...:: =- - --- -_ _J-'


STATE OF

S.D.

PROJECT

ER-P 0038(52)330



12' - 0" - 4" Dia. PVC Outlet Pipe 12' - 0" - 4" Dia. PVC Outlet Pipe

10' - 5 ¼" 3'-0" 3:1 2:1


I


10'-0"

Slope½" Per Ft. 4, _ O" 18, _ 6.. 18, _ 6.. 4, _ O" Slope½" Per Ft. -~-.-'-------<-t--.,_--------~~~-----------ii-----------~~~--------__,.-;--'-,~-s-j

37'- 10 ~"

18'-11 ¼"

~ Roadway & Bridge

Granular Bridge End Backfill !

1 Top of Finished Pavement :

- --- -- - - - -- - -- - - - -- -- - - --- - - - - ---.--- - --- -- -- -

2" Weep Holes - 3 Spaces@ 9' - 0" = 27' - 0"

SECTIONB-B

SECTIONC-C

18'-11 ¼"

n Slope 0.02 ft.lft. alto~ ofRdwy) , J !

0) ' ' ' -

10'-0"

Side Limits of Backfill Shall Be Vertical (Typ.)

3'-0" 2: 1

10'-5 ¼" 3:1


I


DETAILS OF BRIDGE END BACKFILL (B)

FOR


0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 @ oF@


MCCK07N9 07N9GA13

E16 E22

~ ~

i-... (":)

~ --:;;- ~ -!!! Cl) '-

" 1o 1o :il-

i-... i-... 6 ~ (":)

(":) II 6 II '

(0

~ (0 (":)

i-... @) II

~ (":) ., II

" ~ ., c., @) 2l "' "' ~

., @) ~

(J)

~ c., ., "' 2l IC) ~ N .; "' .... ~ .; .l'l N

.l'l Cl) I r-.. Cl) E IC)

(":)

0. g "" ' ~ e? s "' .Q

~ ., b ~ --

~

~~~ N ICl

*!/,-Elev.

Sleeper Slab (See SECTION B - B)

6" -=---

1472.99-

~

-'41

ta. 1028 + 83.m-

~~ml e2

k

k 1472.99-

2" -=--

20' O" -Bottom Steel- 19 Spaces@ 12" = 19' - 0"

1 0' - 0" (Typ.)

*®Elev. 1473.26\l

-g2 rg1 ~

~ -I I I

I I

I

I

I

I I

I I

I I I I I

I I

I

~g4

~

sottorTl steel

-~ -

~ steel

'foP

tGf" I

Al,, l ~ ~gs

*®Elev. 1473.26

Top Steel- 13 Spaces@ 18" = 19' - 6"

20'-0"

PLAN (Shown adj. to Abut. No. 1, Abut No. 6

similar opposite hand except as shown.)

I 't

I Abut No

I 6"

I r-7 ! I

* Elevations may need to be adjusted for a smooth ride from the final break deck elevations to final pavement elevations.

' I ~~

~Jr:_ [j""_, ___

- t-' t-' ' r I

' I ' -'-I ' -I '

I .-.J___ h1 +-I

- -tt>ln

-I ' ~ ' L I

1--' -I '

I Beg ' Sta. I Ele

- Place Z1@ 18"

;-~-~f--inBridge & 1028 + 73.11

V. 1473.24

I ' I ' I '

I LI ' h1 I I I I ' I I I I

I I ' I

See DETAIL 'X" ~ ( ,_!.,1 _---1 \ ~1- __ _,_

I I

11 ' I

L~ I 4"

k-'--

The portion of the sleeper slab directly under the movable slabs shall be smooth. Steel trowel and coat with asphalt paint or place 6 mill polyethlene sheeting to prevent bonding of concrete. (Typ.) gbars

ebars A double thickness of plastic sheeting to prevent bond to bridge end backfill shall be placed between backfill and slab in this area. See Details of Bridge End Backfill.

SECT/ONA-A

_L_L>ln-PlaceZ1@18"

--11--~----1 : ' (----

_l_j__i_ I

Ls In-place Z1 bars are listed and included in superstructure quantities. See SUPERSTRUCTURE DETAILS sheet.

10' - O" (Typ.)

*®Elev. 1471.74

*I/,- Elev. 1471.34

I I I I

rap Inlet I a. 1031 + 13.00

7.62' Lt. I ee DETAIL "Z"

I 't

Drop1 lnlet

*2'-0" I *2'-0"

* Cut all bars in area of drop inlet as shown.

* Add a3 bar at top and bottom layer of steel as shown.

DETAIL "Z" (Typical plan for steel when drop inlet is used.)

Bridge Deck

Approach Slab ~--.. :::---J_ -~ - -

c1

d1 d2

a3

e1 e2 g1 g2

g3 g4

g5 h1

STATE OF

S.D.

PROJECT

ER-P 0038(52)330


REINFORCING SCHEDULE (For Two Approach Slabs & Two Sleeper Slabs)

Size Length Type Bending Details

Sleeper Slabs

32 5 37' - 7" Str.

152 4 5'-0" 2 76 4 6'-1" T2

Approach Slabs 8 4 7'-4" 19A

40 6 37'-7" Str.

28 4 37'- 7" Str. 8 8 19'-8" Str.

144 8 20'-2" Str. 4 4 19'-8" Str. 48 4 20'-2" Str. 50 4 6'-0" Str. 4 6 35'-8" Str.

e 4' - 2" ~

Type2

z[D d2 I ~ 1' - 5", I

Type T2

1 1

~ ◊ NOTE: a3l .3'-4", 1¥ All bars to be epoxy coated. All dimensions are out to out of bars. Type 19A

EST/MA TED QUANTITIES (For Two Approach Slabs and Two Sleeper Slabs)

ITEM UNIT QUANTITY

' ~· ½" Preformed Expansionr >-;-----'---Joint Materia~ ~ End Block

Concrete Approach Slab for Bridge Sq. Yd. 172.3 Concrete A roach Slee er Slab for Brid e S . Yd. 37.9

1. 44.2 Cu. Yds. Concrete in Approach Slabs.

rap Inlet a. 1031 + 13.00

7.62'Rt. I ee DETAIL: "Z"

I

*I/,- Elev. 1471.34

*®Elev. 1471.74

PLAN (Shown adj. to Abut. No. 6)

3"

1' - 9"

4'-6"

See APPROACH SLAB JOINT DETAILS sheet for joint details.

2'-9"

SECT/ONB-B (Sleeper Slab)

Wing Wall DETAIL ''X" (Typ. all comers)

If,. NOTE: Elevations Top of Sleeper Slab at this location.

0. 02 ft.lft. Slope

Sleeper Slab

VIEWE-E

@NOTE: Elevations Top of Approach Slab Curb at this location.

0.02 ft.lft. Slope

SECT/ONG-G (Resteel not show)

Approach Slab

2" Polystyrene Insulation Board

DETAIL "Q"

2. 12680 Lbs. Epoxy Coated Re-Steel in Approach Slabs.

3. 13.6 Cu. Yds. Concrete in Sleeper Slabs. 4. 2071 Lbs. Epoxy Coated Re-Steel in Sleeper Slabs.

5. ....1JL_ Sq. Ft. of Polystryrene Insulation Board

Items 1 thru 5 are approximate quantities contained in the above bid items and are for information only.

11 ¼" ½"R. 4" 7 ¼"

J ~ (":)

¼-

~ g3

Sleeper Slab

SECT/ONC-C

4'-0" • I Curb Transition

g

> ~:__i t

1 Top of Curb

Curbline_j

Approach Slab

VIEWD-D

DETAILS OF APPROACH SLAB ADJACENT TO BRIDGE

FOR


0° SKEW SEC. 15/22-1103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 @ oF@


MCCK07N9 07N9GA14

E17 E22

37' - 10 ½" Overall

18'-11 ¼" :;ii I E

I It

I

Roadway & Bridge

18'-11¼"

STATE OF

S.D.


ER-P 0038(52)330

,-- ------- .. _ - -- --- ---- - - --- --- ---- ----- --- -- ------- I -- -- - -- -- -- ----- -- --, .. --- ---- ---- --- ---- -- --- - - - -- --- -- - - - - - - --- - -- - - - -- - -- -- - - -- - - - --- -- - - - - --j

I I

~ ~Pavement

i ~

Sleeper Slab

Approach Slab Joint

Curbline

I Curbline

-------------------------------------------------~-------------------------------------------------

GENERAL NOTES 1. The membrane sealant will be on the approved product list for membrane sealant

expansion joints.

2. The manufacturer will supply the membrane sealant in packaging that precompresses the membrane sealant. The precompressed dimension will be as recommended by the sealant manufacturer to provide a water tight seal throughout a joint movement range of+ 25% (minimum) from the specified joint opening dimension. In no case will the precompressed dimension exceed 75% of the joint opening width. The foam sealant will be slowly self expanding to permit workers ample time to install the membrane sealant before the membrane sealant exceeds the joint opening width.

3. The membrane sealant will be supplied in pieces 5 feet in length or longer. The foam sealant will be ultra-violet and ozone resistant.

4. The bonding adhesive used to attach the membrane sealant to the adjacent concrete will be approved by the membrane sealant manufacturer.

5. Adhesive used to join adjacent pieces of the membrane sealant will be as recommended by the manufacturer.

6. If styrofoam filler material is used in the construction, it will be closed cell and water-tight as approved by the Engineer.

7. The minimum ambient air temperature at the time of joint installation and adhesive curing willbe40°F.

8. A technical representative of the membrane sealant manufacturer will be present at the jobsite during installation. The technical representative will be knowledgeable in the correct procedures for the preparation and installation of the joint material to insure the Contractor installs the joint to the Manufacturers recommendations.

9. Concrete surfaces that will be in contact with the membrane sealant will be thoroughly cleaned by abrasive blasting to remove all laitance and contaminants (such as oil, curing compounds, etc.) from the concrete surface. At a minimum two passes of abrasive blasting with the nozzle held at an angle to within 1 to 2 inches of the concrete surface will be required. Cleaning of the concrete surfaces with solvents, wire brushing, or grinding will not be permitted.

10. After abrasive blasting, but immediately prior to membrane joint installation, the entire joint contact surface will be air blasted. The air compressor used for joint cleaning will be equipped with trap devices capable of providing moisture-free and oil-free air at a recommended pressure of 90 psi. To obtain complete bonding with the adhesive, the adjacent concrete surfaces must be dry and clean. The contact surfaces for the joint will be visually inspected by the Engineer immediately prior to joint installation to verify the surface is dry and clean.

11. Individual spliced sections will be installed as per the manufacturers' recommendations. The membrane joint sealant manufacturer will submit a detailed installation procedure to the Engineer at least 5 days prior to joint installation for his review.

12. Traffic will not be allowed on the joint until the bonding adhesive has had time to cure, as recommended by the manufacturer.

13. Use plywood or other material to protect concrete adjacent to the joint from spa/ling before any equipment is moved across the joint. Any spa/I areas will be repaired at the Contractor's expense by breaking out and replacing adjacent concrete, as approved by the Engineer.

14. The membrane sealant expansion joint will be measured in feet to the nearest one-tenth foot, complete in place. Measurement will be made of the overall horizontal length. The membrane sealant expansion joint will be paid for at the contract unit price per foot complete in place. Payment for this item will be full compensation for furnishing all the required materials in place, including labor, equipment and incidentals necessary to complete the work in accordance with the plans and the foregoing specifications.

Top of Approach Slab

• • • /J. .•

• • • t,.' .

Approach Slab • • A . . {!,: .

1),:- . . t:,.'·.

Top of Approach Slab

Top of Curb

Approach Slab

. "' -[g ~ "' A -~

~ . A

· b.'·. . 1),:-.

• 1:,.· •• . 1,: . . · 1:,:- .

1

PLAN

r Top of Sleeper Slab

1' - 9"

Finish Jointw1th ¼" Radius • ------------ -----1 3" x 4'; Memb:ane Se;lant in;talle: •A

with a Bonding Adhesive continuous : • thru pavement edge. _ •A • •A •A

· Styrofoam Filler (or approved Filler Maierial). .-M---Pavement Place with Approach Slab. . • A ·_ . . A. -_ . . .

. b: · . . /J: • • b.0 • •

Construction Joint • • • •

· o· · · · /J: · · ll. · ·

SECTIONB-B

1' - 9"

Top of Sleeper Slab

.. -- --- . - .. - .. --] ~Pavement

Construction Joint

. . . .

_.·· .... ·_ .. ·,. > :- .·· .· .·. ·_. · .. ·. : .. ·_.· .·

VIEW A-A

Approach Slab

ESTIMATED QUANTITIES (For Two Approach Slabs)

ITEM I UNIT I QUANTITY

Membrane Sealant Expansion Joint I Ft. I 75.8

APPROACH SLAB JOINT DETAILS

FOR


0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 @ oF@


MCCK07N9 07N9GA15

E18 E22The elevations shown in these plans are based on the National Geodetic Survey (NGS) North American Vertical Datum of 1988 (NAVD88).

..

028 + 92.97 t 23.50' Lt. 1461.90

I (f

Pier No. 2

I

I (f

Pier No. 3

I

I (f

Pier No. 4

I

I (f

Pier No. 5

I Sta. 1030 + 72.76

Offset 23.50' Lt. Elev. 1460.20

, I I I 1.-r----------. '

"' ----- ,--~--1----------------------- ,--$--1----------------------- ,--$--1----------------------- ,--~--7 ----

: ~ : : i-H : : i-H : : ~ : iii '" sta.1028+98.97 I,,, I I,,, I Sta.1030+72.76

" I I Sta. 1028 + :g : : 11 !Elev. 1

co I I ca • ' -GJ-'.:),,,- - __J_I_ ..J.._ - - -

"' I I ¾ , : Begin Brid

Elev. 1461.90 I : iii : j ._ : iii : I Elev.1460.20 _.1 !I! : ! :·: ! t:·~ ! :·: ! : !I! !._ \ -4L-~_l _______________ L-ili-1-------~~i-----l-~1L-L--------------J-Ji-~

: 1 1 1 I I Pl I lJ... ~~ I 11 I I 111 :

o Sta. 1028 + 73. ci:: I I I

* Perforated 6" Geocell filled with Select Granular Backfill (Typ.)

I Ill • I ,,, I ~ I ,,, I : Ill I 1 :,: i : iii : : iii : I :i: I i Ill • I ,,, I I ,,, I • Ill i I :,: i : w : : w : i :I: I '1 li1 , I " I I " I , tj1 '1

I I I '. ' 1....1..-L---------

1 1 1 I I II' I I Ill I I I I

::=:: '..._ __ ~ __ J ::=::=::=::=::=::=::=:: '---~--...! ::=::=::=::=::=::=::=:: !.._ __ ~ __ ...! ::=::=::=::=::=::=::=:: L--~--..c ::=:

~ 25' - O" (Typ.) ' • I

Class B Riprap (Typ.)

Type B Drainage Fabric (Typ.)

Note: Restore the channel and channel banks to the existing conditions between the riprap intercepts in accordance with the Overburden Excavation for Riprap notes. This will require a portion of the riprap to be buried.

6'-0"

,,,

.!.f


SECT/ONA-A "'

I I

PLAN (Riprap Layout)

* See PERFORATED GEOCELL notes for payment information. * Measured to channel intercept. See GENERAL DRAWING sheet for details.

6'- O"

Finished Groundline

Finished Groundline

Elev. 1460.20


SECTIONB-B

I (f

I

Abut. No. 6

I

STATE OF

S.D.

---------lT ' . ' . I I

30 + 78.77 I I

PROJECT

ER-P 0038(52)330

460.20~ 111 i : : }~,:: I I )}< - ----~----

- >~ I I I ~~ 1 End Bridge ~ ~ ~ /; ,:: Sta. 1030 + 99.36

1!! ! ! ! ,,, I I I

_________ J_l_l

25' - O" (Typ.)

ESTIMATED QUANTITIES ITEM UNIT

Class B Riprap Ton

Type B Drainage Fabric Sq. Yd.

Overburden Excavation for Riprap Cu. Yd.


QUANTITY

662.5 895

455

* For estimating purposes only, a factor of 1.4 tons/cu.yd. was used to convert Cu. Yds. to Tons.

RIPRAP DETAILS

FOR


0° SKEW SEC. 15/22-1103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 @ oF@


MCCK07N9 07N9GA16

E19 E22I The elevations shown in these plans are based on the National Geodetic I Survey (NGS) North American Vertical Datum of 1988 (NA VD88).

Approach Roadway Elevations

4 Spaces @ 20' - 0" = 80' - 0" 8'-1 ½"-:7

End of Approach Slab -----

Table of As-Built Elevations - Approach Roadway

Location Elevation Location Elevation Location

0L oc OR 1L 1C 1R 2L 2C 2R 3L 3C 3R 4L 4C 4R SL SC SR 6L 6C 6R

29L 29C 29R 30L 30C 30R 31L 31C 31R 32L 32C 32R 33L 33C 33R 34L 34C 34R 35L 3SC 35R

Bridge Deck Elevations

226'-3"

39'-0" 48'-9" 48'-9" 48'-9"

• I • • I • 25 Spaces@ 1

PLAN

Table of As-Built Elevations - Bridge Deck

Elevation Location Elevation Location Elevation Location

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 15C 1SR 16L 16C 16R 17L 17C 17R 1BL 18C 1BR 19L 19C 19R 20L 20C 20R 21L 21C 21R 22L 22C 22R 23L 23C 23R 24L 24C 24R 2SL 2SC 2SR 26L 26C 26R 27L 27C 27R 2BL 28C 2BR

39'-0"

Elevation

I STATE I PROJECT I SHEET TOTAL OF 1-------------1 NO. SHEETS

I S.D. I ER-P 0038(52)330 I

Approach Roadway Elevations l I

4 Spaces @ 20' - 0" = 80' - 0"

--- End of Approach Slab

Elevations - Bridge Survey Markers

Location Station - Offset Elevation

Begin Bridge

End Bridge

ESTIMATED QUANTITIES ITEM I UNIT I QUANTITY

Bridge Elevation Survey I L. S. I Lump Sum

NOTE-The Contractor shall be responsible for producing the As - Built Elevation Survey soon after construction is complete and before the bridge is opened to traffic. The As - Built Elevations of the Bridge shall be taken and recorded at the locations shown by the table on this sheet. The completed table shall be given to the Engineer who will forward a copy to the Office of Bridge Design and the Region Office.

AS - BUILT ELEVATION SURVEY

FOR


0° SKEW SEC. 15/22-T103N-R55W

ER-P 0038(52)330 HL-93 STA. 1028 + 73.11 TO 1030 + 99.36

STR. NO. 44-095-090

McCOOK COUNTY


DECEMBER 2020 @ oF@

IDESl~~EDBY I CK.~~S.BY 1 □RA~T:□ BYl7~AIY~

MCCK07N9 07N9GA17 I ,~~IDGE ENGINEER

E20 E22

¼" ±t 2" r-J 1¾ "Dia

I .J~ ~~D:i11ed . ~ "D" Ho~ 74 1a. ¼" It :~;M ASTM A36 Steel

6¾" I• • I II ,~·

f;.... Bend

Steel TOP VIEW ELEVATION VIEW

I. 5¾". lj toffl lj FRONT VIEW SIDE VIEW

RETAINING ROD RODENT SCREEN Appropriate sized slot will be provided for the rodent screen. The slot should provide a tight fit for the rodent screen.

I I ----,~-----------------, h

JA~~-~---L---+ 1 _J

I '

IMi=====:;::::;;==========-t------;-""1

REINFORCING SCHEDULE MK. No. Size Length Type

g 1 4 6'-3" 17 h 2 4 2'-4" 17

NOTE: All dimensions are out to out of bars.

Bending Details

-~mCl TYPE 17 ~ ~ r--Ol OJ L__

2'-9¼" g

9¼" h

1.- - - - - - - + ~ ------------\

Exact dimension of hole is dependent on the pipe size and coupling method.

?¼" ~ ?¼" D = Diameter of Dr~i~. Pipe TOP VIEW g ~ I ~~ I ~

1½" -;-1 _ 1 .. 11/i ~ 11 Rodent Screen

h

g Optional holes g

for handling

6"

3'-0" 5" 3½"

GENERAL NOTES: SECTION A-A 12"

END VIEW The concrete will be Class M6. The concrete will conform to the requirements of Section 462 of the Specifications. It is estimated that each unit weighs approximately 210 pounds.

All reinforcing steel will conform to ASTM A615, Grade 60 and will be epoxy coated. The reinforcing steel will be securely retained to prevent displacement during placement of concrete. It is estimated that 7.3 pounds of reinforcing steel is required for each unit.

The pipe will be placed in the concrete headwall with the pipe end flush with the concrete surface adjacent to the rodent screen.

The rodent screen will be galvanized 13 Ga. steel with a diamond shaped flattened mesh pattern. The size will be ½". The size refers to the measurement across the smallest diamond shaped opening measured from the centers of the wires.

The retaining rod will be galvanized in accordance with ASTM A123 after all shop welding has been completed.

The drawing indicates using ½" fillets; however, ¾" chamfers may be substituted for the ½" fillets.

All costs for furnishing and installing the concrete headwall including equipment, labor, and materials including concrete, reinforcing steel, retaining rods, and rodent screen will be incidental to the contract unit price per each for "Precast Concrete Headwall for Drain". June 26. 20!9

Published Date: 1st at,. 2021

s D D 0 T

PRECAST CONCRETE HEADWALL FOR DRAIN

PLATE NUMBER

430.50

Sheet I of I

-i" I¼" /7"'

STATE OF

S.D.

PROJECT

ER-P 0038(52)330

2 ½" r 2 ½" r 2 ½" r 2 ½" I¼"¾"

g (OJ PLACE PLACE

~PPROPRIA TE APPROPRIATE

NUMBER NUMBER HERE HERE

YEAR PLATE DETAILS NOTES: I. Year plates of the general dimensions stcNn wlll be construcled on oil

box culverts OM bridges. The ytJOr plates will be construcled In rl!Ntlr5'J oM ottoehtJd to lie forms In such o monmr that tie flnlsf«/ ltr¥Xlrl In tie concrete does rot exCMd Olltt'holf f ½J Inch In depth.

2. Year plates wlll be localed on struclurt1 fsJ as fO/l()NS:

t ~ t ~

~ to

t ~ • ~

o. On cost-In-place box culverts tie yeor plates wilt be four oM one - half f 4 ½J Inches b8lrNf the top of the upstream parapet wall and cerlered laterally on the upstream foe& On precost box culverts tie yeor ploftl wlll be Ctll'lered toterotly on tie upstream face of tie top slob. Wtert1 on extended Interior wall lrlerferes wMh llis loco/Ion, the year plate wlll be Ctll'lered In on odjoctlf'II barrel.

o. On bridges wMh "Slnglt1 Slope" shof)IKJ barriers with no endl)locks, tie ytJOr ploltl wlll be Ctll'llertld verllcotty on tie curb face approximately six (6) Inc/es from lie end of lie bridge. or as deslgnoltld 11/ lie Englflt!Jer. On bridges with "Sing/ti Slope" shof)IKJ barrier endl)locks, lie yeor plolt1 wlll be Ctll'lertld on the uf)f)8f sloped portion of the barrier approximately 7'· 6" from the end of the bridge. or as designated 11/ tie Engineer. There wlll be one ytJOr plate al each end of lie brld(Jtl on opposMt1 sides.

b. When lie plans specify that bdh lie original dottl of construction and lie do/ti of reconstruction ore to be sl'tN(n, one dote wlll be placed as listed ob<Ne and the alter locoltld odjoctlf'II lo II. Both ytJOr ploltls will be sl'tN(n al each end of lie brld(Jtl on Of)f)OSMtl sldtlS.

3. There will be no separate measurement or poymerl mode for yeor plates on box culverts OM bridges. All costs , or llis work wlll be lncldertol lo the Oller ccrlroct Items.


Year Plolt1 See Ndtl 2 fcJ

Year Plate See Note 2 lcJ

EM Bridge

fWMh EMl)lockJ

YEAR PLATE DETAILS (SINGLE SLOPE BARRIER)

SINGLE SLOPE BARRIER

Aprll 7,2020


@oF@ STR. NO. 44-095-090

DECEMBER 2020

E21 E22

Center suNey marker on top, level portion of abutment wing

Endblock

Center survey marker on top, level portion of abutment wing

L

Endblock

ABUTMENT WITH "STRAIGHT" WINGS

ABUTMENT WITH "SWEPT BACK" WINGS

SuNey marker

ABUTMENT WITH "SWEPT BACK" WINGS

( Endblock on top of wings)

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 suNey markers will 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 suNey markers.

Published Date: 1st at,. 2021

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

s D D 0 T

BRIDGE SURVEY MARKER

Abutment wing

June 26.2012

PLATE NUMBER

460.05

Sheet I of I

GENERAL NOTES:

NOTE:

STATE OF

S.D.

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

TABLE1 1. Steel for backing plates shall conform toASTM 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"

"F" FLANGE 6½"

"W' WEB 4 ¾"

s D D 0 T

STEEL PILE SPLICE DETAILS Published Date: 1st Dtr. 2021

12"

8"

6¼"

PROJECT

ER-P 0038(52)330

14"

10"

7 ½"

December 23. 2012

PLATE NUMBER

510.40

Sheet I of I



@oF@ STR. NO. 44-095-090

DECEMBER 2020

E22 E22

Eyebolt (Typ. ) (See EYEBOL T DETAILS)

DETAIL FOR FENCE ANCHORS

GENERAL NOTES:

1. The fence and post details shown are for illustrative purpose only. The fence shall be as specified elsewhere in the plans.

2. Eyebolts shall be placed on all of the bridge abutment wings.

3. Eyeballs shall be r,, inch diameter and shall conform to AS TM A307.

4. Eyeballs, nuts, and concrete inserts shall be galvanized in accordance with AASHTO M232 (ASTM A 153). Concrete inserts of corrosion resistant material need not be galvanized.

5. Cast-in-place eyebolts shall have a nut attached, be 4 ½ inches (Min.) in length and shall be embedded such that the eye of the bolt is flush with the concrete surface. (See Eyebolt Details) As an alternate, cast-inplace concrete inserts, capable of developing the full strength of the r,, inch diameter threaded eyeball, may be used and shall be set in the concrete in accordance with the manufacturer's recommendations. The eyebolt shall be of sufficient length to develop its full strength. The eye of the eyeball shall be flush with the concrete surface.

6. The cost for furnishing and installing eyeballs and/or concrete inserts shall be incidental to various contract items.

s

VIEWA -A

Length of Eyeball

EYEBOL T DETAILS

December 23.2012

PLATE NUMBER

620.18 ~ FENCE ANCHORS FOR BRIDGE ABUTMENT WINGS 0 (WINGS 6' ANO SHORTER) 1--5-hee-, -,

0-, 1-----1 Published Date: 1st at,. 2021 T

STATE OF

S.D.

PROJECT

ER-P 0038(52)330



@)oF@ STR. NO. 44-095-090

DECEMBER 2020

e1 e22 section e: structure plans

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