commonwealth of virginia · 2018-02-08 · 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21...

GENERAL NOTES:

DESIGN EXCEPTION(S):

None.

Scale: ˆ" = 1'-0"

General notes continued on sheet 2.

Class I. CRR Steel, Class III, may be substituted for Class II.

steel schedule. CRR Steel, Class II or Class III, may be substituted for

on this project are noted on the plan sheets and in the reinforcing

Section 223 of the Specifications. The Classes of CRR steels required

CRR steels shall conform to one or more of the three Classes listed in

construction tolerances.

bars except where otherwise noted and are subject to fabrication and

reinforcing bar dimensions on the detailed drawings are to centers of

(CRR) which shall conform to Section 223 of the Specifications. All

Grade 60 except for steels noted as Corrosion Resistant Reinforcing

All reinforcing steel shall be deformed and shall conform to ASTM A615

with Section 217.12(a). Concrete in abutments and piers shall be Class A3.

terminal walls, shall be Low Shrinkage Class A4 Modified in accordance

Concrete in superstructure, including parapets, median barriers and

Plate girders shall be curved by heat curving.

the shop plans.

The spacing and height of stud shear connectors shall be shown on

and shall be unpainted.

All structural steel, including bearings, shall be ASTM A709, Grade 50W

Design loading includes 15 psf allowance for future wearing surface.

and construction methods.

Design loading includes 20 psf allowance for construction tolerances

documents.

Specifications and Special Provisions included in the contract

These plans are incomplete unless accompanied by the Supplemental

Bridge Standards, 2016; including all current revisions.

Standards: Virginia Department of Transportation Road and

2014; and VDOT Modifications.

Design: AASHTO LRFD Bridge Design Specifications, 7th Edition,

Bridge Specifications, 2016.

Construction: Virginia Department of Transportation Road and

Specifications:

Drainage area: 42.3 sq. mi.

Capacity: HL-93 loading.

Span layout: 107.75' - 97.75' continuous steel plate curved girder spans

82'-0" face-to-face of curbs

Width: 40'-0" roadway, 2'-0" median, 40'-0" roadway. Overall width

Katie Lynch

David Escoto

Tewolde Iyob REVISIONS

For Table of Revisions,

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

No. Description DateCOORDINATED:

SUPERVISED:

DESIGNED:

DRAWN:

CHECKED:

PLANS BY:

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

and Scour Code:

FHWA Construction

UPC No.

VA.

STATE

Federal Oversight Code:

NBIS Number:

Approved:

c

Recommended for Approval:

State Structure and Bridge Engineer

Date:

Chief Engineer

PROPOSED BRIDGE ON

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

Date

Date

b29518001.d

gn

0220-080-121, B601 1

ATHAVALE, LYSTAD & ASSOC. Inc.

STRUCTURAL ENGINEER

McLean, Virginia

220

82193

PROJ. 0220-080-121, B601

ROANOKE CO. - 4.45 MI. S. INT. ROUTE 419

ROUTE 220 (FRANKLIN RD.) OVER BACK CREEK

X071-S8

295-18Tewolde Iyob

NFO

000000000029515

2016, Commonwealth of Virginiasee Sheet 2.

STP-5128(371)

Jack Bayne

_ _ _ _ _ _ _ _ _ _ _ _

ORIGINAL SIGNATURES ON TITLE SHEET OF ROAD PLANS

Sheet 1 of 68January 11, 2017

Athavale, Lystad & Assoc.

PLAN

Span a Span b

Rte. 220 Constr.

Measured along

BL

Radial

Radial

Radial

PierCL

To Rocky Mt.

To Roanoke

Constr.

Rte. 220BL

curb

Face of

Sta. 124+05.00

Pier

median curb

Face of

curb

Face of

R=1410.00'

CR

EE

KB

AC

K

Buried approach slab


Sta. 125+02.75

Abutment B

End of slab

Sta. 122+97.25

Abutment A

End of slab

Edge of stream

stream

Edge of

968.85

Elev.

969.87

Elev.

969.33

Elev.

Wingwall

Wingwall

in its entirety

to be removed

Existing bridge

WingwallWingwall

stream

Edge of

stream

Edge of

GuardrailGuardrail

curb

median

Face of

to remain

abandoned bridge

Existing wingwall of

40'-

0"

40'-

0"

1'-

8"

1'-

8"

97'-9"107'-9"

20

2'-

0"

15'-0"

15'-0"

12"

12"

wall

MSE retaining

19 53'

18"

fill

Toe of

fill

Toe of

cl. II 38" typ.

Dry riprap

wall

MSE retaining

20 06'42"

Exp. Exp.Fix.Span a Span b

ABUTMENT A ABUTMENT BPIER

DEVELOPED SECTION ALONG CONSTR. BL

Finished grade

Cut Cut

Rte. 220 Constr.

Existing profile alongBL

Sta. 122+97.25

End of Slab

Beginning of bridge

Sta. 125+02.75

End of slab

End of bridge

Year 1879

Elev. 959.50

High water

Finished grade

cl. II 38" typ.

Dry riprap

Elev. 941.03

Ordinary high water

-0.5%

205'-6"

supportVA - Tewolde Iyob

Neat

LBCY

Footing

Steel

Reinforcing

Neat

Neat

Total

Footing

Footing

2

Class A3

Concrete

Sheet No.

INDEX OF SHEETS

Description

AND INDEX OF SHEETS

ESTIMATED QUANTITIES

accordance with current Road and Bridge Specifications.

Denotes items to be paid for on the basis of plan quantities in

Sheet No. Description

INDEX OF SHEETS CONT'D

LUMP SUM BID ITEMS

Mobilization LS

LS

LS

Construction Surveying

MISCELLANEOUS/ROAD ITEMS

(Str. No. 1039)

Dismantle and Remove Existing Structure


McLean, Virginia

STRUCTURAL ENGINEER2

Item Units Quantity

CY

LF

ESTIMATED QUANTITIES - SUPERSTRUCTURE ONLY

Bridge Deck Grooving SY

SY

LB

*

*

LB

Denotes

accordance with current Road and Bridge Specifications.

Denotes items to be paid for on the basis of plan quantities in

LBClass III

Corrosion Resistant Reinforcing Steel,

Concrete Parapet

Pier

Abutment A

Abutment B

LF

Parapet

Concrete

LF LFLB SY TONTON

ESTIMATED QUANTITIES - SUBSTRUCTURE ONLY

DateSheets RevisedRev. No.

TABLE OF REVISIONS

LFBridge Median Barrier Ty. MC

ASTM A709 Grade 50W

Structural Steel Plate Girder

Reinf. Steel Bridge Approach Slab

GENERAL NOTES (CONTINUED):

Backfill

Aggregate

Lightweight

NS

(MSE Wall)

Structure

Retaining

NS

SF

42

41

40

39

38

37

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1414.7

337.8

274.2

140.3

358.5

319.3

30,340

35,270

18,800

27,810

112,220

74

111

185

930

48,620

745

687

683

6,284

CY

Excavation

Structure

329

409

344

753

511.2

42,730

120,450

416

206

707,660

1,816

1,205

3,350

1,023

1,169

2,192

1,072

2,002

28,710

19,910

2,640

3,644

1,185

1,868

Girder Details (2 of 2)

Girder Details (1 of 2)

Framing Plan

Deck Reinforcement Details

Transverse Section

Bearing Details

Pier Footing Reinforcing Plan and Details

Pier Elevation Reinforcing Steel

Pier Plan, Elevation, and End View

Abutment Details

Wingwall Sections (3 of 3)



Abutment B West Wingwall Plan and Elevation

Abutment B East Wingwall Plan and Elevation (2 of 2)

Abutment B East Wingwall Plan and Elevation (1 of 2)

Abutment B Section and Details

Abutment B Footing Reinforcing Plan (2 of 2)

Abutment B Footing Reinforcing Plan (1 of 2)

Abutment B Pile Layout Plan

Abutment B Elevation

Abutment B Plan

Abutment A West Wingwall Plan and Elevation

Abutment A East Wingwall Plan and Elevation

Abutment A Section and Details

Abutment A Footing Reinforcing Plan (2 of 2)

Abutment A Footing Reinforcing Plan (1 of 2)

Abutment A Pile Layout Plan

Abutment A Elevation

Abutment A Plan

Existing Abutment B Removal Details

Existing Abutment A Removal Details

Existing Pier Removal Details

Sequence of Construction (3 of 3)



Existing and Proposed Transverse Sections

Curved Bridge Layout

Substructure Layout

Select Backfill Detail and Slope Protection Detail

Estimated Quantities and Index of Sheets

Title Sheet: Plan, Section, Design Exceptions and General Notes

STP-5128(371)

1,844.8

1,872

195

6"

Underdrain

Pipe

LF

98

97

1,432

Class I

Steel,

Reinforcing

Resistant

Corrosion

For quantities, see roadway plans

for rub plates.

Lump sum weight includes 32 lbs of stainless steel ASTM 276 Type 316

Wraps

Polymer

Reinforced

Fiber

SF

38"

Class II,

Riprap

Dry

EA

Cofferdam

3

1

4

Concrete Class A4 Bridge Appr. Slab CY 203.8

Cover Depth Survey

SY

90

90

1,948

68

67

66

65

64

63

62

61

60

59

58

57

56

55

54

53

52

51

50

49

48

47

46

45

44

43

Concrete Low Shrinkage Class A4 Modified

NBIS Access, Under Bridge-B601 Day 2

LSNS Temporary Retaining Structure

Repair

Surface

Substructure

Concrete

LB

Class III

Steel,

Reinforcing

Resistance

Corrosion

Wall Drain

composite

Geo-

12"

Piles,

Steel

Pile

(24" dia.)

Preboring

NS

**

**

3,710

7,400

11,110

1,572

1,572

Approach Slab B

Approach Slab A

Engineering Geology (7 of 7)







Reinforcing Steel Schedule (5 of 5)





Cast-In-Place Concrete Median Barrier (F-shape)

Cast-In-Place Concrete Parapet (F-Shape) East Approaches

Cast-In-Place Concrete Parapet (F-Shape) West Approaches

Deck Slab Elevations

Deck Slab Extension Details

Concrete Placement Schedule

Deck Slab Plan and Details

Top of Slab Elevations along CL Girder

Dead Load Deflections

Camber Diagram

Cross Frame Details

Bolted Splice Details

more details.

B.M.: Control I.D. 080-0191, Elevation 1013.13'. See roadway sheet IF(1) for

Bridge Standards and obtained from the District Structure and Bridge Office.

The Bridge Date Plate shall be installed in accordance with VDOT's Road and

storage.

purpose during construction, including construction traffic, staging, and

The abandoned structure downstream of Route 220 shall not be used for any

Structural approach slabs are included in the bridge contract.

finished grade.

All existing bridge substructure elements to be removed at least 2'-0" below

Bridge No. of existing bridge is 1039. Plan Nos. are 94-20, 94-20A and 94-20B.

the work area completely dry.

proposed layout and information about the pumps to be used in order to keep

shall submit to the Engineer for approval the cofferdam installation details,

at Abutment B will require VDOT permitted and approved cofferdams. Contractor

Work performed along the stream edge for the existing and proposed piers and

additional information.

Table on sheets 15 and 23 and Pre-Bored Pile Notes on sheet 26 for

grout the full length of the pre-bored holes. Refer to Pre-Bored Pile Data

bottom of the abutment footings. VDOT Class T3 concrete shall be used to

sheets 15 and 23. The minimum required pile length is 10 feet below the

minimum tip elevations shown in the Pre-Bored Pile Data Table presented on

in pre-bored holes. Pre-Boring shall penetrate fill and original ground to the

the Pre-Bored Pile Data Table on sheets 15 and 23. H-piles shall be installed

H-piles in abutments A and B have a factored resistance as presented in

All H-piles shall be ASTM A709, Grade 50 steel.

see the Spread Footing Data Table on sheet 35.

Footing for pier shall bear on competent bedrock. For bearing requirements,

Retaining Structure, see sheets 11 and 12.

For notes and payment details for Temporary

LS(Str. No. 1039)

Environmental and Worker Protection

***

***

Sections 411 and 413 of the Specifications.

The conduit shall be removed in accordance with

and any coatings that it may have are unknown.

the existing structure. The age of the conduit

There is an abandoned utility conduit carried by

***

***LS

(Str. No. 1039 and Type B)

Material Disposal

Date Plan No. Sheet No.Designed: ...........

Drawn: ................

Checked: ............

No. Description Date

STRUCTURE AND BRIDGE DIVISION



Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518002.d

gn

220 0220-080-121, B601

c 2016, Commonwealth of Virginia 295-18 68ofK.L.

T.I. Jan. 2017D.E.

SupportVA - Tewolde Iyob

SECTION THROUGH ABUTMENT

End of slab

25'-0"

7"

Back of backwall1'-5ƒ"

Not to scale


McLean, Virginia


3

10'-0"

the Specifications

as per Section 305.03(a) of

Minimum density for top 6"

Subgrade 1'-3"


Limits of ro

ad

way appro

ach cut

Benched

structural excavation.

To be paid for as

Edge of berm

Detail A

RIPRAP SLOPE PROTECTION DETAIL

End of slab

1

min.

material

Geotextile bedding

3'-2" min.

2•

run aggregate

6" no. 25 or 26 crusher

2'-0"

3'-0"

min.

12" embedment

20'-0" Abutment A

Top of deck slab

DETAIL

AND SLOPE PROTECTION

SELECT BACKFILL DETAIL

DETAIL A

1

12

min. typ.

6" embedment

Back of backwall

cl. II 38"

Dry riprap

22'-6" Abutment B

45'-10" Abutment A

50'-6" Abutment B

28'-

7"

avg.

Abut

me

nt

A

existing grade.

Abutment A to match

Abutment B. Slope at

Normal to abutment at

Abutment A is similar but opposite hand.

Riprap at Abutment B is shown. Riprap at

embankment material placed and finished as required.

The top 3'-4ƒ" of the embankment side slopes shall be regular

305 of the Specifications.

Material shall be compacted in accordance with Sections 303 and

with Special Provisions for Lightweight Aggregate Backfill.

The backfill material shall be lightweight aggregate in accordance

26'-

6"

avg.

Abut

me

nt

B

1'-11"

see notes.

backfill zone,

aggregate

Light weight

approach slab

Top of buried


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518003.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.



McLean, Virginia


4

SUBSTRUCTURE LAYOUT

Scale: ˆ" = 1'-0"

Denotes boring location

Legend:

For boring logs, see engineering geology sheets 60 to 66.

For abutment and pier details, see sheets 13 thru 36.

the footing of abutments and pier.

This layout is to be used only for the purpose of locating

removal details, see sheets 11 and 12.

For temporary retaining structure requirements and abutment

Notes:


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518004.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

SUBSTRUCTURE LAYOUT

15'-0"

97'-9"107'-9"

BR-02

BR-06

BR-08

BR-09

2'-1•"

13'-0"

14'-

0"

10'-0

"

Span aSpan bSta. 122+97.25

Abutment A

End of slabSta. 12

5+02.75Abutme

nt BEnd of

slab

Sta. 124+05.00Pier

5'-0"

5'-0"

Radial

Radial

Radial

90 typ.

20

PierCL

R= 1410.00'

End of slab

End of slab Constr.

Rte. 220BL

130

BR-04

BR-05

40'-

7‚

"

7'-2"

6'-1

0"

14'-0"

8'-2"

6'-10"

footing typ.

Constr. joint in

5'-1…

"

137'-

8"

94'-

8"

47'-

4ƒ

"

47'-

3‚

"

33'-

11"

33'-

7"

13'-

5ƒ

"13'-

8‚

"

in footing typ.

Constr. joint

6'-1

1"

21'-10…"

90

Elev. 945.00

berm

Edge of

9'-1

0"

Elev. 948.00

Elev. 948.00

9'-10"

berm

Edge of

2'-

7ƒ

"

12'-

8‡

"15'-

11‡

"

80

70

14'-

1•

"

2'-

6‚

"

70

5'-

5•

"

stream

Edge of

stream

Edge of

90

45'-

2…

"

108 47'13"

9014'-1"

29'-8†"

14'-

0"

Stage 1

Stage 2

Stage 3

BR-07/BR-07A

RW-06

RW-07

MSE wall

Face of

MSE wall

Face of

BR-01

BR-03

20 06'42"19 53'18"

Co

nstr.

Co

nstr.

Co

nstr.

5'-

2"

69 57'08"

48'-

4•

"

89'-

3•

"

93'-

4"

48'-

3‚

"

45'-

0ƒ

"

32'-

0•

"

34'-

1ƒ

"

41'-

3„

"

76'-

3†

"

35'-

0•

"

19'-

6•

"

31'-10†"

13'-

0‚

"

119'-

1‡

"89'-

3•

"

29'-

10

…"

76'-

6†

"

32'-

4†

"

Elev. 955.00

step

1'-

6"

in footing typ.

Constr. joint

CR

EE

KB

AC

K



McLean, Virginia


5

CURVED BRIDGE LAYOUT

Scale: ‘" = 1'-0"


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518005.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

BL

Span bSpan a

Sta. 124+05.00

Sta. 122+97.25 Sta. 125+02.75

PierCL

Radial

Radial

Radial

CURVED BRIDGE LAYOUT

Constr.

Rte. 220

97'-9"107'-9"

3'-

11ƒ

"

Abutment A

End of slab

Abutment B

End of slab

99'-0…"106'-3…"

R= 1410.00'

chord

Long

205'-3ƒ"

long chord

Measured along

Rte. 220 Constr.

Measured along

BL

69 47'49" 65 56'11"105 56'11"


Scale: ‚" = 1'-0"

6

6

TRANSVERSE SECTIONS

EXISTING AND PROPOSED


McLean, Virginia

STRUCTURAL ENGINEER

Notes:

with the superstructure during Stage 3 removal.

carried by the existing bridge. These are to be removed

There are three (3) existing abandoned conduits that are

For deck reinforcement, see sheet 39.

For sequence of construction, see sheets 7 thru 9.


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518006.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

EXISTING TRANSVERSE SECTION

2'-0"

+-

61'-5"

3'-3•"6'-11" 6'-11"

3'-3•"6 spaces @ 6'-10" = 41'-0"

Rte. 220 Constr. BL

beam (typ.)

Existing concrete

existing Rte. 220CL

Varies

18'-4•" min.

typ.

attachment

STD BR-GR 24

2'-8•" 2'-8•"

typ.

1'-0•"

Out-to-out

27'-0"27'-0"

NB RoadwaySB Roadway

0.08/ft Slope

see notes

Existing conduits,

4 spaces @ 7'-6" = 30'-0" 6 spaces @ 8'-6" = 51'-0" 2'-2"2'-2"

PROPOSED TRANSVERSE SECTION

Face of curb Face of curbFace of median curb

2'-0" median

8•" slab

Rte. 220 Constr. BL

85'-4"

Out-to-out

40'-0" 40'-0"

SB Roadway NB Roadway

Face of median curb

12" 12"

1'-8" 1'-8"

typ.

parapet

F-shape

6.4% Slope

6.4% Slope

44" web typ.

Proposed steel

2'-0"


Scale: ‚" = 1'-0" 7

7

structure to be removed

Indicates portion of existing


McLean, Virginia

STRUCTURAL ENGINEER

CONSTRUCTION (1 OF 3)

SEQUENCE OF

Notes:

unless otherwise noted

CONRETE PARAPET (DOUBLE FACE)

TRAFFIC BARRIER SERVICE

o/

Notes:

Bottom of deck

2" min.

Top of deck

5.

4.

3.

2.

1.

system shall be re-tested.

barriers are needed beyond 1 year, the anchor

Barriers may be in service a maximum of 1 year. If

to manufacturer's recommendations.

minimum pullout of 32,000 lbs. and installed according

Anchor system shall be tested to provide a

EP-4.

surface and fill recess with epoxy bonding compound

or threaded rod as low as practical below roadway

After removing Temporary barrier, cut ‡" bolt

road plans.

Concrete Double Face Parapet is included in the

Standards MB-11A. Cost of Traffic Barrier Service

For details not shown, see VDOT Road and Bridge

Bolt down side adjacent to traffic.

Not to scale

removal.

removed with the superstructure during Stage 3

are carried by the existing bridge. These are to be

There are three (3) existing abandoned conduits that

Stage 2 portion of existing bridge.

Shift NB traffic to new Stage 1 bridge to remove

on existing bridge.

Construct Stage 1 while maintaining all traffic


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518007.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

Stage 1 Construction

STAGE 1 CONSTRUCTION

28'-1"

12'-0" 12'-0" 2'-0" 12'-0" 12'-0" 2'-0"2'-0"

61'-5"

3'-3•" 3'-3•"

3 spaces @ 8'-6" = 25'-6"

6'-11" 6'-11"6 spaces @ 6'-10" = 41'-0"

2'-2"5"

2'-5‚" min.

Varies

existing Rte. 220CL

6.4% Slope

SB Lane SB Lane NB Lane NB Lane2'-8•" 2'-8•"

Existing bridge

+-0.08/ft Slope

Shdr.

Shdr.

12"

Shdr.

12"

Shdr.

8

9

10

11typ.

number

Girder

see notes

Existing conduits,

Lane Lane

SB Traffic Stage 2

2'-2"5"

12'-0" 12'-0" 2'-0"2'-0"

28'-8"32'-9"

3'-3•"6'-11" 3 spaces @ 6'-10" = 20'-6"

3 spaces @ 8'-6" = 25'-6"

2'-0•"

28'-1"

NB Traffic Stage 2

Lane Lane

11'-0" 11'-0"2'-5"

2'-0"

2'-5‚" min.

Varies

existing Rte. 220CL

+-0.08/ft Slope

2'-8•"

face, MB-11A

parapet double

service concrete

Temporary barrier

1'-8"

6.4% Slope

Shdr.

12"

Shdr.

12"

Shdr.

Shdr.

12"

8

9 10

11

Stage 2 Removal

STAGE 2 REMOVAL

typ.

number

Girder

see notes

Existing conduits,


Scale: ‚" = 1'-0" 8

8


SEQUENCE OF

structure to be removed

Indicates portion of existing


McLean, Virginia

STRUCTURAL ENGINEER

o/

Notes:

4.

3.

2.

1.

CONRETE PARAPET (SINGLE FACE)

TRAFFIC BARRIER SERVICE

to manufacturer's recommendations.

minimum pullout of 32,000 lbs. and installed according

Anchor system shall be tested to provide a

EP-4.

surface and fill recess with epoxy bonding compound

or threaded rod as low as practical below roadway

After removing Temporary barrier, cut ‡" bolt

Standards MB-10A.

For details not shown, see VDOT Road and Bridge

Bolt down side adjacent to traffic.

Bottom of deck

Top of deck

2" min.


Not to scale

removal.

removed with the superstructure during Stage 3

are carried by the existing bridge. These are to be

There are three (3) existing abandoned conduits that

to remove remainder of existing bridge.

Shift SB traffic to Stage 2 portion of new bridge

to construct Stage 2 of new bridge.

SB traffic on existing SB portion of existing bridge

Maintain NB traffic on Stage 1 of new bridge and

(Double Face) details, see sheet 7.

For Traffic Barrier Service Concrete Parapet

Notes:


Drawn: ................

Checked: ............





Revisions

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b29518008.d

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T.I. Jan. 2017D.E.

25'-6" 28'-1"

NB Traffic Stage 2

Lane


3 spaces @ 8'-6" = 25'-6" 2'-2"3 spaces @ 8'-6" = 25'-6"

5"

Lane

11'-0" 11'-0"


2'-5"

2'-0"

32'-9"

SB Traffic Stage 2

3 spaces @ 6'-10" = 20'-6"6'-11"3'-3•"

2'-0•"

Lane Lane

12'-0" 12'-0" 2'-0"2'-0"

Varies

min.

5'-5"

Rte. 220 Constr. BL

existing Rte. 220CL

+-0.08/ft Slope

2'-8•"1'-8"

6.4% Slope

face, MB-11A

parapet double

service concrete

Temporary barrier

median barrier

Dowel for

Shdr.

Shdr.

12"

Shdr.

12"

Shdr.

12"

2'-0"

8

9 10

11

76

5

typ.

number

Girder

see notes

Existing conduits,

2'-2"

5"

6 spaces @ 8'-6" = 51'-0"

53'-7"

11'-0" 11'-0"

2'-0"

Stage 3 Traffic

11'-0"11'-0"1'-11"

3'-3•"6'-11" 3 spaces @ 6'-10" = 20'-6" 2'-0•"

32'-9" Varies

min.

5'-7‚"

BLRte. 220 Constr.

existing Rte. 220CL

SB Lane SB Lane NB Lane NB Lane

1'-8"

face, MB-11A

parapet double

service concrete

Temporary barrier

barrier

median

Dowel for6.4% Slop

eface, MB-10A

parapet single

service concrete

Temporary barrier

Shdr.

12"

Shdr.

12"

Shdr.

12"

Shdr.

12"

2'-0"

5

6 7

8

9 10

11

Stage 3 Removal

STAGE 3 REMOVAL

typ.

number

Girder

see notes

Existing conduits,


Scale: ‚" = 1'-0" 9

9


SEQUENCE OF


McLean, Virginia

STRUCTURAL ENGINEER

See notes on sheets 38 and 54 for couplers at median barrier.

median barrier in Stage 4.

Shift SB traffic to Stage 3 portion of new bridge to construct

to construct Stage 3.

Maintain traffic on Stage 1 and Stage 2 portions of new bridge

see sheet 8.

For Traffic Barrier Service Concrete Parapet (Single Face) details,

see sheet 7.

For Traffic Barrier Service Concrete Parapet (Double Face) details,

Notes:


Drawn: ................

Checked: ............





Revisions

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T.I. Jan. 2017D.E.



2'-2"6 spaces @ 8'-6" = 51'-0"2'-2" 4 spaces @ 7'-6" = 30'-0"

53'-7"

11'-0" 11'-0"

Stage 3 Traffic

11'-0"

31'-9"

1'-11"

Rte. 220 Constr. BL

1'-8"SB Lane SB Lane NB Lane NB Lane

1'-8"

6.4% Slope

face, MB-11A

parapet double

service concrete

Temporary barrier

2'-0"

11'-0"

face, MB-10A

parapet single

service concrete

Temporary barrier

Shdr.

12"

Shdr.

12"

Shdr.

12"

Shdr.

12"

2'-0"

5

6 7

8

9 10

11

4 3

2

1

typ.

number

Girder

barrier

for median

couplers

Dowel with


2'-2"6 spaces @ 8'-6" = 51'-0"2'-2" 4 spaces @ 7'-6" = 30'-0"

30'-6"

11'-0" 11'-0"11'-0"

Rte. 220 Constr. BL

SB Lane SB Lane NB Lane NB Lane

1'-8"

face, MB-11A

parapet double

service concrete

Temporary barrier

2'-0"

6.4% Slope

1'-8" 11'-0"

face, MB-10A

parapet single

service concrete

Temporary barrier

15'-6" 15'-0"

Median barrier

Work area

Shdr.

12"

Shdr.

12"

Shdr.

12"

2'-0"

5

4 3

2

1

6 7

8

9 10

11typ.

number

Girder

Shdr.

12"

1'-6"



McLean, Virginia


10

Scale: ‰" = 1'-0"

REMOVAL DETAILS

EXISTING PIER


Legend:

Denotes FRP Wrap repair

Fiber Reinforced Polymer (FRP) Wrap Notes:

specified in Section 412.

The FRP wrap supplier shall determine limits and required details as

FRP Wrap limits shown are approximate and the details are schematic.

flexural capacity to the existing pier cap.

The FRP Wrap shall provide a minimum of 150 kip-ft of additional

existing beam seat.

of providing additional flexural capacity to the cap beneath the

For this application, FRP Wraps shall be used only for the purpose

within the cap as shown.

repair are complete. All existing piers are to receive FRP Wrap repairs

prior to the removal of the pier cap in Stage 2 and after all surface

FRP Wrap is to be installed per manufacturer's recommendations

Standard Specifications.

FRP Wrap is to be provided in accordance with Section 412 of the

Notes:

at that location and contact the Engineer.

the limits shown, the Contractor shall stop all demolition operations

with the proposed girders. If the amount of removal required exceeds

hatched, will be required to be removed in Stage 2 due to conflict

A portion of the cap within the Stage 3 removal limits, shown

during Stage 3.

Stage 2 and to remove the columns and foundations as required

The Contractor may elect to remove only the existing cap during

is a minimum of 2'-0" below finished ground.

otherwise noted, provided that the top of the remaining portion

The foundations of the existing piers may remain in place, unless

before any pier removal will be allowed.

The Contractor shall complete the pier repairs as shown on the plans

Existing piers are numbered south to north.

Concrete Substructure Surface Repair Notes:

load prior to installation of the FRP Wrap.

compromise the capacity of the structure to carry the imposed

exceeds 6 inches, or in any case where removal of concrete may

Contractor shall notify the Engineer If removal depth on pier caps

surface repairs shall be Class A4 Self Consolidating Concrete (SCC).

No shotcrete repairs will be allowed on this project. All concrete

the Standard Specifications.

Concrete surface repair shall be in accordance with Section 412 of

the Engineer.

in accordance with the 2016 Bridge Inspection Report and approved by

of substructure surface repair shall be determined by the Contractor

surface that meets the FRP Wrap manufacturer's specifications. Limit

in the location of proposed FRP Wraps in order to provide a concrete

The Contractor shall repair the surface of the existing pier caps

removal required in Stage 2

Denotes additional concrete


Drawn: ................

Checked: ............





Revisions

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b29518010.d

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T.I. Jan. 2017D.E.

EXISTING PIER 1 REMOVAL

constr.

Rte. 220

Stage 3 removal Stage 2 removal

+- +-

+- +-

+-58'-10"

BL

9"

12"

38'-8" 20'-2"

8'-11" 11'-3"

A

Aof FRP Wrap

Approximate limit removal, see notes

Additional Stage 2



+- +-

+- +-

+-58'-10"

38'-7" 20'-3"

9'-7" 10'-8"

constr.

Rte. 220

BL

12"

1'-3"

in its entirety

to be removed

Existing foundation

A

A

of FRP Wrap

Approximate limit removal, see notes

Additional Stage 2Stage 3 removal Stage 2 removal

+- +-

+- +-

+-58'-10"

38'-8" 20'-2"

10'-1" 10'-1"

1'-

3"

constr.

Rte. 220

BL


1'-6"

A

A

of FRP Wrap

Approximate limitremoval, see notes

Additional Stage 2

SECTION A - A

1 •"

+-2'-9"

+ -3'-

3"

12" +-

+-

+-2'-6"

Scale: „" = 1'-0"

manufacturer's specifications.

to concrete as per the

FRP Wrap to be bonded



McLean, Virginia


11

Scale: ‰" = 1'-0"

REMOVAL DETAILS

EXISTING ABUTMENT A

Notes:

Temporary Retaining Structure Notes:

see sheets 15 thru 17.

For proposed abutment footing plan and details,

complete the work.

include all labor, equipment and materials necessary to

per linear foot for the pre-boring pile pay item and shall

cost for this work shall be incidental to the unit cost

to clear conflict with the proposed piles as needed. The

The Contractor may pre-bore through the existing footing

below proposed ground.

in place, provided that they are buried a minimum of 2'

and footings. The existing abutment footing may remain

Staged removal shall include the existing wingwall stem

stage of removal and construction.

to tie with the proposed abutment and to allow for the next

between stages of excavation and backfilling as needed

Contractor shall adjust the temporary retaining structure

unknown obstructions.

additional measures required to install the wall due to

construction. Payment will include costs associated with any

retaining structure when no longer needed for the staged

or complete demolition, removal and disposal of the temporary

Payment will also include all cost associated with the partial

the temporary retaining structure during construction.

materials and incidentals necessary to construct and maintain

structure and includes furnishing all labor, tools, equipment,

design, detailing, and construction of the temporary retaining

shall be full compensation for any subsurface investigation,

sum price for temporary retaining structure. Sush payment

Temporary Retaining Structure will be paid for as a lump

conditions and design specifics.

locations are to be determined in the field based on site

are for bidding purposes only. Actual dimensions and

pertaining to the retaining structure are approximate and

The dimensions and locations shown on these plans

approval before installation.

and shall be furnished to the Department for review and

to practice engineering in the commonwealth of Virginia,

sealed by a Professional Engineer holding a valid license

Working drawings for the structure shall be signed and

Abutment A and B during all phases of construction.

support the adjacent roadway and maintain traffic at

provided by the Contractor and shall be sufficient to

The design of the Temporary Retaining Structure shall be

shall be placed in accordance with VDOT Specifications.

Engineer`s approval. Temporary Retaining Structure

no additional cost to the Department and with the

drawings. Contractor may erect a different structure at

construction. A sheet pile wall has been shown on these

A Temporary Retaining Structure will be required during


Drawn: ................

Checked: ............





Revisions

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STATE SHEET

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T.I. Jan. 2017D.E.

ABUTMENT A REMOVAL PLAN

30'-2‚"26'-2" 62'-6•"

BL

CL

guardrail typ.

Existing

Stage 3 removalStage 1 removal Stage 2 removal

18'-1‚" 12'-1"

+-+- +-

+- +- +-3'-1"footing

Proposed abutment

Abutment A

existing

Stag

e 2

Stag

e 3

Stag

e 1

constru

ction

constru

ction

constru

ction

structure typ.

Temporary retaining

Constr.

Rte. 220

Constr.

Rte. 220CLBL


+-

Stage 1 removal

+- +-

+- +- +-

3'-1"

Abutment A

existing

18'-1‚" 12'-1"

62'-6•"30'-2‚"26'-2"

ABUTMENT A REMOVAL ELEVATION

Top of footing

Elev. 938.72 +-

Elev. 939.42

Top of footing

+-

Top of footing

Elev. 940.01+-

3'-

0"

3'-

0"

3'-

0"

3'-

0"



McLean, Virginia

STRUCTURAL ENGINEER Scale: ‰" = 1'-0"

REMOVAL DETAILS

EXISTING ABUTMENT B

Notes:

12

12

see sheets 23 thru 25.

For proposed abutment footing plan and details,

new footing.

stem and portion of footings that are in conflict with the

removal shall include the existing abutment stem, wingwall

are buried a minimum of 2' below proposed ground. Stage 3

The existing footings may remain in place, provided that they

shall include the existing abutment stem to the limits shown.

The existing footings may remain in place. Stage 2 removal

Stage 1 removal shall include the existing wingwall stem.

Temporary Retaining Structure Notes:

stage of removal and construction.

to tie with the proposed abutment and to allow for the next

between stages of excavation and backfilling as needed

Contractor shall adjust the temporary retaining structure

unknown obstructions.

additional measures required to install the wall due to

construction. Payment will include costs associated with any

retaining structure when no longer needed for the staged

or complete demolition, removal and disposal of the temporary

Payment will also include all cost associated with the partial

the temporary retaining structure during construction.

materials and incidentals necessary to construct and maintain

structure and includes furnishing all labor, tools, equipment,

design, detailing, and construction of the temporary retaining

shall be full compensation for any subsurface investigation,

sum price for temporary retaining structure. Sush payment

Temporary Retaining Structure will be paid for as a lump

conditions and design specifics.

locations are to be determined in the field based on site

are for bidding purposes only. Actual dimensions and

pertaining to the retaining structure are approximate and

The dimensions and locations shown on these plans

approval before installation.

and shall be furnished to the Department for review and

to practice engineering in the commonwealth of Virginia,

sealed by a Professional Engineer holding a valid license

Working drawings for the structure shall be signed and

Abutment A and B during all phases of construction.

support the adjacent roadway and maintain traffic at

provided by the Contractor and shall be sufficient to

The design of the Temporary Retaining Structure shall be

shall be placed in accordance with VDOT Specifications.

Engineer`s approval. Temporary Retaining Structure

no additional cost to the Department and with the

drawings. Contractor may erect a different structure at

construction. A sheet pile wall has been shown on these

A Temporary Retaining Structure will be required during


Drawn: ................

Checked: ............





Revisions

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T.I. Jan. 2017D.E.

ABUTMENT B REMOVAL PLAN

62'-6•" 30'-2‚" 26'-2"

Stage 1 removalStage 2 removalStage 3 removal

14'-6" 15'-8‚" 3'-1" +- +- +-

guardrail typ.

Existing

+- +- +-

CL

BL

footing

Proposed abutmentAbutment B

existing

constr

ucti

on

Stag

e 1

constr

ucti

on

constr

ucti

on

Stag

e 2

Stag

e 3

structure typ.

Temporary retaining

Constr.

Rte. 220

+- 15'-8‚" +-

Stage 2 removalStage 3 removal Stage 1 removal

62'-6•" 30'-2‚" 26'-2"

CL

BL

+- +-+-

3'-1"

Abutment B

existing

+-14'-6"

Constr.

Rte. 220

Top of footing

Elev. 940.01 +-

ABUTMENT B REMOVAL ELEVATION



McLean, Virginia


13

ABUTMENT A PLAN

Scale: ‚" = 1'-0" unless otherwise noted

TABLE OF ANGLES

Girder

1

2

4

5

3

6

7

8

10

11

9

69 22'55"

69 29'58"

69 36'56"

69 43'48"

69 50'36"

69 58'13"

70 05'44"

70 13'10"

70 20'29"

70 27'44"

70 34'52"

For Abutment A footing, see sheets 15 thru 17.

For Abutment A section, see sheet 18.

For Abutment A elevation, see sheet 14.

For bearing details, see sheet 37.

Notes:

*

see Abutment A section on sheet 18.

approach slab. For location and termination notes,

The 6" dia. pipe underdrain is located above the

ANCHOR BOLT OFFSET

Girder A

10‚"

10…"

10…"

B

1 - 3

4 - 9

10 - 11

1'-6"1'-6"

bolt typ.

1‚" dia, anchor

backwall

Face of

ANCHOR BOLT LAYOUT

Scale: •" = 1'-0"

girderCL

of bearing

Line thru centers

1'-

3"

1'-

3"2'-

6"

AA

BB

3‡"

3ƒ"

3†"


Drawn: ................

Checked: ............





Revisions

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T.I. Jan. 2017D.E.

PLAN

28'-7„" 14'-4‡"

typ.

Girder 1CL Girder 2CL Girder 3CL Girder 4CL Girder 5CL

Girder 6CL

Girder 7CL Girder 8CL Girder 9CLCLCL Girder 11

of bearing

Line thru centers

backwall

Face of

2 spa. @ 9'-0‚" = 18'-0•" 9'-0…"2'-0"

1'-10•"

2'-6‡"

36'-0†"

Stage 1 construction Stage 2 construction

Constr.

Rte. 220BL

1'-

3"

1'-

3"

3'-

0"

2'-

6"

7"

12"

7'-0•" 7'-4•" 9'-0†"2'-0"

5'-11‡" 8'-0" 2 spa. @ 8'-0„" = 16'-0‚"5'-0•"

12"

Wingwall

1'-6" 1'-6"

typ.typ.

1" exp. joint

backwall

Back of

Win

gwall

7'-

11"

Stage 3 construction

31'-7‚"

12'-8ƒ"

R= 1410.00'

1'-

7"

3'-1ƒ"

typ.

weephole

6" dia.

1'-1„"

6"

27'-1†"32'-9ƒ"

6"

6"

70

80

4'-4…"

underdrain

6" dia. pipe*

3'-8‡"

8"

1'-9‚"

2'-2"

1'-8"

tangent

to local

see sheet 20

For plan

1'-8"

underdrain

6" dia. pipe

Cap end of

12"

12"

2'-3"

1"

2'-

10‡

"

in footing

Constr. joint

Sta. 122+98.67

local tangent

20 03'15" to

in stem

Constr. joint

in footing

Constr. jointin stem

Constr. joint

15'-

0"

see sheet 19

For pla

n,

bolt typ.

Anchor

Girder 10



McLean, Virginia


14

Scale: ‚" = 1'-0" unless otherwise noted

ABUTMENT A ELEVATION

SECTION B-B

Scale: •" = 1'-0"

SECTION D-D

Scale: •" = 1'-0"

AB0504

AB0503

7"

12"

7"

12"

1'-

7"

AB0506

AH0535

AH0521

AB0502

AW0501

1'-8"

AH0532

2'-

6"

backwall

Face ofAB0502

AW0508

1" Exp. joint

AB0505

backwall

Face of

AW

0904

F.F.

AW

0503

N.F.

AH0538

AW07 series F.F.

AW05 series N.F.

E.F.

AH0523

F.F. denotes for face.

N.F. denotes near face.

E.F. denotes each face.

to pertinent reinforcing steel pay item.

Cost for mechanical couplers shall be incidental



For Abutment A footing, see sheets 15 thru 17.

For Abutment A plan, see sheet 13.

Notes:


Drawn: ................

Checked: ............





Revisions

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T.I. Jan. 2017D.E.

ELEVATION

Stage 1 construction Stage 2 construction Stage 3 construction

Elev. 969.49

Elev. 967.90

Elev. 966.03

Elev. 971.13

3"spa.

4 eq.

5 eq. spa.6 eq. spa. 5 eq.

spa.

6" typ.

6" typ.3"

Elev. 944.00

Elev. 940.00

Elev. 967.14

Elev. 963.56

Elev. 966.61

Elev. 964.56

Elev. 963.10 Elev. 962.63

Elev. 962.17

Elev. 964.03

Elev. 965.56

Elev. 966.09

Elev. 965.09

= 15'-

7"

typ.

AV0501

slope

parallel to cross

Top of backwall

Elev. 962.09

Elev. 967.06

4" typ. 4" typ.

hole typ.

in 24" dia. pre-bored

HP 12x53 steel pile

3'-10" lap

A14 33

C3314

coupler typ.

Mechanical

typ.

weephole

6" dia.

in stem

Constr. joint

min. typ.

slab seat

Approach

5-AH0617

2 spa. @ 10'-0" = 20'-0" 2'-10‚"

joint in stem

Constr.

6"

11•" = 4'-9•"

AB0506

5 spa. @

2 spa. @ 10'-0" = 20'-0"

3"

= 1'-8"

2 eq. spa.

7'-0" 5'-9ƒ"

AH0616 E.F.

28-AF0835 lap w/ AV0804 eq. spa. F.F. = 26'-5†" 37-AF0835 lap w/ AV0806 eq. spa. F.F. = 35'-7"

typ. at pads

5 spa. @ 6" = 2'-6"

typ. bet. G1 to G4

G5 to G10

typ. bet.

5 eq. spa.

at top of seat

18-

AH0607

@ 11"

E.F.

spa.

@ 11"

= 15'-

7"

spa.

@ 11"

= 15'-

7"

29-AB0501 @ 12" F.F. = 28'-0" 27-AB0501 @ 12" F.F. = 26'-0"

4'-

0"

ty

p.

typ.

E.F.

AH0602

5-AH0604 5-AH0605

5-AH0606

E.F.

AH0607

AH0608 E.F.5-AH0609

5-AH0610

5-AH0611

E.F.

AH0615

5-AH06185-AH0619

5-AH0620

eq. spa. E.F.

5-AH0521

spa. E.F.

5-AH0523 eq.

joint typ.

AH0614 at

AH0601 E.F.

18-

AH0601

E.F.

18-

AH0612

E.F.

joint typ.

AH0613 at

joint typ.

AH0550 at

joint typ.

AH0551 at

Elev. 972.42

Elev. 967.33

29-AB0502 @ 12" N.F. = 28'-0" 27-AB0502 @ 12" N.F. = 26'-0"

2-AB0505 @ 10"

AB0504

@ 10"

2-AB0503

eq. spa. E.F.

5-AH0522

D D

12"

lap w/AF0634

N.F.

AV0603

31-AB0501 @ 12" F.F.= 30'-0"

31-AB0502 @ 12" N.F.= 30'-0"

B5-AH0603

B

29-AF0835 lap w/ 29-AV0802 eq. spa. F.F. = 27'-1"

29-AF0634 lap w/ 29-AV0603 eq. spa. N.F. = 27-1" 37-AF0634 lap w/ AV0607 eq. spa. N.F. = 35'-7"

at side

lap w/ 3-AV0607

3-AF0634

36'-0†"27'-1†"32'-9ƒ"

28-AF0634 lap w/ AV0605 eq. spa. N.F. = 26'-5†"

4'-3…"

3'-0" lap

min. typ.

1'-6" min.

at top of seat

53-AV0501 N.F.

40-AV0501 N.F.49-AV0501 N.F.

at top of seat

2 spa. @ 10'-0" = 20'-0"

7'-1ƒ" 7'-10‡"

AH0536

AH0537



McLean, Virginia

STRUCTURAL ENGINEER15Scale: ‚" = 1'-0"

Notes:

concrete

Class T3

2'-

0"

dia.

min.

TYPICAL PRE-BORED PILE SECTION

Scale: 1" = 1'-0"

HP12X53

15


Unit

Substructure

(Tons/pile)

Resistance

Axial

Factored

PRE-BORED PILE DATA TABLE

Abutment A 180 930.00360

Hole Elevation

of Pre-Bored

Tip and Bottom

Estimated Pile

(Tons/pile)

Resistance

Nominal

Required

PILE LAYOUT PLAN

ABUTMENT A

All reinforcing steel on this sheet is to be placed over the piles.

All piles shall be HP12x53 and shall be pre-bored.

For wingwall sections, see sheets 30 thru 32.


For footing reinforcing details, see sheets 16 and 17.

For pre-bored pile notes, see sheet 26.

For Detail A, see sheet 16.


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518015.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

BL

over piles

6" typ. centered

over piles

6" typ. centered

4'-

0"

6'-

0"

backwall

Face of

1'-9•"

R= 1410.00'

1'-

6"

typ.

HP12X53

1'-

6"

PILE LAYOUT PLAN


tangent

to local

20 03'15"

2'-

0"

in footing

Constr. joint

in footing

Constr. joint

122+98.67

Sta.

4'-10ƒ" 2 spa. @ 4'-6"

= 9'-0"

2 spa. @ 4'-6" 3'-11„"

1'-

6"

5'-

1…

"

1'-6"

1'-6"

5'-6"

5'-6"

MA

TC

H

LIN

E

A-

A

all wingwall piles

AF0601 typ. at

AF0603

AF0607

AF0605

AF0606 typ.

AF0607 AF0608

AF0609

AF0611

AF0610

AF0604

AF0607

AF0614 AF0615

AF0613 typ.

AF0612 typ.

AF0602

69 57'08"

4'-6"

32'-4†"

9"

1'-7‚"

2'-10ƒ"1'-1„" 1'-4"

= 9'-0"

28'-8ƒ"

5 spa. @ 5'-0" = 25'-0"4'-6" 11 spa. @ 5'-0" = 55'-0"

76'-6†"

4 spa.

@ 5'-

0"

= 20'-

0"

8'-

2†

"

2'-0†"

Constr.

Rte. 220

3'-11ƒ"

Detail A

piles typ.CL

backwall

Face of

4'-

0"

PILE LAYOUT PLAN

1'-

6"

1'-

6"

6'-

0"

6'-

0"

Stage 3 construction

2'-

0"

over piles

6" typ. centered3'-10"

typ.min. lap

MA

TC

H

LIN

E

A-

A

1'-10•"3 spa. @ 5'-3" = 15'-9"

AF0606 typ.typ.

HP12X53

AF0615

11 spa. @ 5'-0" = 55'-0"

76'-6†"

piles typ.CL



McLean, Virginia


16

Scale: ‚" = 1'-0"

Notes:

(1 OF 2)

FOOTING REINFORCING PLAN

ABUTMENT A


coupler

Mechanical

DETAIL A

Not to scale

Stage 1 Stage 2

or Stage 2

lap typ.

or Stage 3

AF06 seriesAF06 series

AF0658

AF0613 or

AF0657

AF0612 or

joint

Constr.

3'-10" min.

reinforcing steel pay item.

Cost for mechanical couplers shall be incidental to pertinent


notes, see sheet 26.

For pre-bored pile section, see sheet 15. For pre-bored pile


For additional location of Detail A, see sheet 15.

see sheet 15.

For reinforcing steel details over piles and for pile spacing,

to the Department.

clear HP pile at no additional cost

bottom bar AF0645 as needed to

Note A: Contractor may field cut


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518016.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

8•"

1'-

6"

4 eq.

typ.

1'-6"

typ.

4 eq.4"

joint

Constr.

joint

Constr.

5 e

q.

= 4'-

6"

spa.

5"

5"

4"

typ.

= 3'-

6"

spa.

4"

4" typ.

Constr.

Rte. 220BL

SE

E

SH

EE

T 17

MA

TC

H

LIN

E

ABUTMENT A FOOTING REINFORCING PLAN

typ.

10•

"

4 eq.

4 eq.

and bottom

AF0649 top

typ.

Detail A

4"4"

typ.

= 3'-6"

spa.

= 3'-0"

spa.

4 eq.1'-6"

typ.

4 eq.

typ.

= 3'-0"

spa.

typ.

= 3'-6"

spa.

1'-6"

typ.

= 2'-0"

sheet 17 for spacing

and sides, see

AF0665 top, bottom

4"

spa.

as sho

wn

10•

"

shown

spa. as

top and bot.

shown

spa. as

top and bot.

to

p and bot.

spa.

as sho

wn

= 4'-

6"

spa.

5 e

q.

and bottom

AF0647 top

and bottom

AF0648 top

at sides

3-AF0659

at sides

3-AF0659

and bottom

AF0656 top

and bottom

AF0664 top

spa. as shownspa. as shownspa. as shown

and bottom

AF0661 top

1'-

6"

1'-

6"

1'-

6"

1'-6"

1'-6"

6-AF0638

7-AF0636

16-

AF0645

and bottom

AF0646 top

27-AF0651 top and bottom

and bottom

AF0641 top

16-

AF0640 botto

m

spa.

as sho

wn

16-

AF0942 top

AF0652

4-

bot.

and

top

26-AF0651 top and bottom 73-AF0651 top and bottom

3 eq.

and bottom

AF0654 top

1'-6"

and bottom

2-AF0662 top

at sides

3-AF0650

at sides

3-AF0650

at sides

3-AF0655

and bottom

2-AF0644 top

at sides

3-AF0637

at sides

3-AF0665

at sides

3-AF0665

and bottom

2-AF0643 top

at side

bottom and

5-AF0639 top,

= 3'-0"

spa.

2 eq. spa.

= 2'-0"

4"

4"

side typ.

bottom and

AF0658 top,

side typ.

bottom and

AF0657 top, spa. as shown

and bottom

16-AF0659 top

2 eq. spa. = 2'-0

3-AF0653 top and bot.12"

2 eq. spa.

typ.

= 4'-0"

spa.

5" typ.

5"

See Note A



McLean, Virginia


17

Scale: ‚" = 1'-0"

(2 OF 2)

FOOTING REINFORCING PLAN

ABUTMENT A

Note:

For notes, see sheet 16.


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518017.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

4"spa. as shown

4"

4 eq.

ABUTMENT A FOOTING REINFORCING PLAN

4"

4 eq.1'-6" typ.

typ.

= 3'-6"

spa.

SE

E

SH

EE

T 16

MA

TC

H

LIN

E

5"

5 e

q.

= 4'-

6"

spa.

5"

spa.

as sho

wn

3'-10"

= 3'-9"

spa.

4 eq.

= 3'-9"

spa.

4 eq.

= 3'-9"

spa.at sides

3-AF0665

= 4'-

6"

spa.

5 e

q.

1'-

6"

1'-

6"

1'-

6"

73-AF0651 top and bottom

16-

AF0666 to

p and botto

m

lap with AF0666

and bottom,

AF0665 top

at sides

3-AF0665

at side

3-AF0660

9•"

typ.

min. lap



McLean, Virginia

STRUCTURAL ENGINEER Scale: •" = 1'-0" unless otherwise noted

RUB PLATE DETAIL

Scale: 3" = 1'-0"

4 Required - 2 each acute corner

8"

2" 4" 2"

3"

3"

Type 316.

•" thick. ASTM 276

Stainless steel plate

ƒ" dia. x 4" long studs

SECTION AND DETAILS

ABUTMENT A

18

18

rubber joint sealer

•" expanded

PART TRANSVERSE SECTION

Scale: ƒ" = 1'-0"

Rub plates

joint filler

1" preformed

closure wall

Abutment

AH05 series

For spacin

g

see

win

gwall ele

vatio

n

Back of backwall

CL

Face of backwall

4"

7"

12"

4"

4"

4"

1•"

TYPICAL VERTICAL CONSTRUCTION JOINT DETAILScale: 1•" = 1'-0"

waterstop

6"x…"




For approach slab details, see sheet 67.

shown on the plans.

and incidentals required for the satisfactory completion of the work

bid price shall include all costs for labor, tools, materials, equipment

shall be included in the cost of concrete for the approach slab. The

The cost of perforated pipe underdrain, No. 57 stone and geotextile

with geotextile, secured around the pipe to cover the outlet end.

expansion joint of the west wingwall. The pipe end shall be wrapped

the approach slab. The pipe underdrain shall terminate 12" past the

The pipe underdrain shall follow the cross slope of the roadway over

of the VDOT Road and Bridge Specifications.

Pipe underdrain shall conform to the requirements of Section 232

the deck slab extension.

The •" expanded rubber joint filler shall extend the full length of

bolts by 1" minimum.

Contractor to adjust AH06 series and AV0501 bars to clear anchor

Notes:


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518018.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

Varie

s4'-

0"

7'-11" 3'-0"

approach slab

Buried

End of slab

7"12" 1'-3" 1'-3"

4"

15'-0"

1'-6" 1'-6"6'-0" 6'-0"

5 eq. spa. top and bottom

AF06 series

4" typ.5" typ.

lap

4'-

11"

min.

lap

2'-

9"

min.

1'-

6"

min.

AH06 series

2'-

2"

min.

typ.

pre-bored hole

pile in 24" dia.

HP12x53 steel

ABUTMENT A SECTION

series

AV08

AH06 series

AV06 series

Elev. 940.00

AV0501

1'-

6"

min.

over piles

AF06 series

1'-

8"

2'-

6"

1'-

3•

"

AH05 series

2

12

rigid tubing

with 6" dia. non-

Weephole formed

wall drain

Geocomposite

from abutment

drainage away

feasible for free

Lowest point

side of abutment

surface of fill on west

underdrain, extend to

6" dia. perforated pipe

12"

geotextile

wrapped in a

No. 57 stone

2'-

2"

2•" cl.

2•

" cl.

lap ty

p.

2•" cl. typ.

Near face

Far face

AB0502

AB0501

AF0835

AF0634

(21'-

10"

min. to 26'-

11‚

" m

ax.)

of bearing

Line thru centers

AF06 series E.F.

1'-6"

typ.

top and bottom

= 4'-6" typ.

2'-

2"

ty

p.

min. la

p


Scale: ‚" = 1'-0"


McLean, Virginia

STRUCTURAL ENGINEER

PLAN AND ELEVATION

ABUTMENT A EAST WINGWALL

19

19





For pipe underdrain notes and details, see sheet 18.

For Abutment A details, see sheets 13 thru 18.

For buried approach slab details, see sheet 67.

Notes:


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518019.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

Offset= 42.25' RT.

Sta. 122+40.00

R= 1452.25'

Moment slab

Constr.

Rte. 220

PLAN

BL

Limit of C.I.P. wall

MSE wall

Face of

C.I.P. wall

Face of

123+00

weephole typ.

6" dia.

underdrain

6" dia. pipe

on sheet 33

See Detail Z

of wall

along face

Measured

Offset= 42.25' RT.

Sta. 122+86.03

41'-

0"

122+50

24'-0†"23'-5…"

47'-6"

1" exp. joint

joint

Contraction

10'-

1"

2'-

3"

underdrain

6" dia. pipe

Capped end of

5"

R= 1410.00'

parapet

1'-8"

1'-

8"

26'-2•"

69 57'08"

2'-10‡"

1"

Limit of MSE retaining wall

curb

Face of

2'-0" coping

2'-8" parapeton Rte. 220

Proposed grade

Elev. 944.00

leveling pad

Top of

Limit of C.I.P. wall

Elev. 972.41

Elev. 972.36

Elev. 972.46Elev. 972.43

of wall

along face

Measured

3"

3"

ELEVATION

Elev. 940.00

Top of footing

G19 30

G19 30

H19 30

hole typ.


HP12x53 steel pile

3"

weephole typ.

6" dia.

4'-

6"

Bottom of footing

4'-2•"

ty

p.

H19 30

E E

Elev. 972.42

27-

AW

0406

@ 12"

max.

N.F.

wall

Kink in

groundline

Proposed

8"

1'-6"

3"

26'-2•"

1" exp. joint

10-AB0504

10"

@ 11" F.F.

2-AH0531

FF

3"

12"

2-AH0538 @ 11" N.F.

2-AH0532 lap w/

2-AH0530 @ 12" N.F.

2-AH0529 lap w/

4"

53-AW0904 lapped w/AF0968 @ eq. spa. F.F. = 25'-8•"

27-AW0503 lapped w/AF0567 @ eq. spa. N.F. = 25'-8•"

27-

AW

0501

@ 12"

E.F.

= 26'-

0"

12-AV0603 N.F.

w/ 12-AF0634

@ eq. spa. lap

73'-9•"

AW0405 N.F.

slope of wall

to follow

2-AW0502 E.F.2-AH0537

25-

AH0528

@ e

q.

spa.

F.F.

= 22'-

3"

25-

AH0526 la

p

w/25-

AH0527

@ e

q.

spa.

N.F.

= 22'-

3"

47'-6"

Limit of MSE retaining wall

5'-

6"

2 spa. @ 10'-0" = 20'-0"2'-0"

see sheet 30.

embedment

3'-0" min.

AH0526

AH0527

typ.

min. la

p

Scale: •" = 1'-0"

1'-

9"

Scale: •" = 1'-0"

AH0521

AH0530

AH0531

AH0529

AW0904 F.F.

AW0503 N.F.

AB0502

1'-7"

AB0501

AW0501

4'-1"

2•" cl. ty

p.

AW0501

AW0503 N.F.

AW0904 F.F. AV0603 typ.

1'-

8"

1'-

9"

AB0504

AB0503

AH0601

1'-

8"

1'-

9"

AH0528

AV0802

F.F.

AV0603

N.F.

SECTION E-E

SECTION F-F

1'-9" min.

lap typ.



McLean, Virginia

STRUCTURAL ENGINEER

PLAN AND ELEVATION

ABUTMENT A WEST WINGWALL

Scale: …" = 1'-0"

20

20unless otherwise noted




For pipe underdrain notes and details, see sheet 18.

For Abutment A details, see sheets 13 thru 18.

For buried approach slab detaills, see sheet 67.

Notes:


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518020.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

PLAN

1" exp. joint

2'-0"

40'-11"

Near face of wall

7'-

11"

5'-

6"

15'-

0"

1'-

7"

Far face of wallweephole typ.

6" dia. of app. slab

underdrain top

6" dia. pipe

ELEVATION

follow slope of wall

AW0509 E.F. to

Top of wall

Elev. 950.00

Elev. 944.00

Top of footing

40'-11"

2'-0"

5"

6"

3"

1" exp. joint

3"

Elev. 940.00

3"

footing

Bottom of

Bridge

7-

AW

0507

11"

3"

4"

4'-

0"

3 spa. @ 10'-0" = 30'-0"

weephole typ.

6" dia.

ty

p.

K

L20 31

L20 31

M20 31

M20 31

Elev. 967.32

Elev. 967.32

@ 12" = 4'-0"

J

4'-

3"

2'-6" 8'-5"

AW0510 E.F.

J

2"

41-AW0712 lapped with AF0769 @ 6" F.F. = 20'-0"

5-AH0535

AV0806 F.F.

E.F.

4-AB0506

with AF0634 @ 12" F.F. = 18'-0"

19-AW0614 lapped

with AF0567 @ 12" N.F. = 18'-0"

19-AW0513 lapped 21-AW0511 lapped with AF0567 @ 12" N.F. = 20'-0"

hole typ.


HP12x53 steel pile

2-AF0634

lap with

2-AV0607

3-AW0515 lapped w/ AF0567 @ 9" N.F. = 1'-6"

4-AW0716 lapped w/ AF0769 @ 6" F.F. = 1'-6"

18-

AW

0508

@ 11"

E.F.

= 15'-

7"

19-

AH0533

@ 11"

F.F.

= 16'-

6"

K

@ 11"

E.F.

= 5'-

6"

3-AF0634

lap with

3-AV0607

2-AH0536

1'-9" min.lap

19-

AH0534

@ 11"

N.F.

= 16'-

6"

AV0607 N.F.

AH0612

AV0607

Scale: •" = 1'-0"

Scale: •" = 1'-0"

AH0533

AH0534

AH0612

AV0607

1'-9" min.

1'-

7"

1'-9"

1"12"

AW0508

AB0505

backwall

Face of

AW0508

AV0806 F.F.

AV0607 N.F.

4'-

1"

AH0535

1'-

7"

AB0502

AB0501 and

E.F.

AB0506 AW07 series F.F.

AW05 series N.F.

AW07 series F.F.

AW05 series N.F.

SECTION K-K

SECTION J-J

lap typ.

AH0523



McLean, Virginia


21

ABUTMENT B PLAN

Scale: ‚" = 1'-0"

TABLE OF ANGLES

Girder

1

2

4

5

3

6

7

8

10

11

9

69 22'55"

69 29'58"

69 36'56"

69 43'48"

69 50'36"

69 58'13"

70 13'10"

70 20'29"

70 27'44"

70 34'52"

70 05'44"

For Abutment B footing, see sheets 23 thru 25.

For Abutment B section, see sheet 26. For Abutment B elevation, see sheet 22.

For bearing details, see sheet 37. Notes:


*

section on sheet 26.

and termination notes, see Abutment B

above the approach slab. For location

The 6" dia. pipe underdrain is located

ANCHOR BOLT OFFSET

Girder A

10‚"

10…"

10…"

B

3‡"

3ƒ"

3†"

1 - 3

4 - 9

10 - 11

1'-6"1'-6"

bolt typ.

1‚" dia, anchor

backwall

Face of

ANCHOR BOLT LAYOUT

Scale: •" = 1'-0"

girderCL

of bearing

Line thru centers

1'-

3"

1'-

3"2'-

6"

AA

BB


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518021.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

29'-5†"

1'-8‡"

8'-0"8'-0"8'-0„" 5'-11‡"

2'-0"

Girder 1CL Girder 2CL Girder 3CL Girder 4CL Girder 5CL Girder 6CL Girder 7CL Girder 8CL Girder 9CL CL CL

7"

1'-6" 1'-6"

typ.typ.

2'-

6"

3'-

0"

backwall

Face of

Constr.

Rte. 220

BL

1'-10•"

Win

gwall

PLAN

Girder 10 Girder 11

9'-0†" 6'-5•"

Win

gwall

14'-

0"

6'-

11"

7'-0•"


2'-6‚"

1'-6"

Sta. 125+01.33

33'-8•"

13'-6"

typ.

weephole

6" dia.

6"6"

27'-1†"

13'-7†" 30'-7"

in footing

1'-6" step

70

underdrain

6" dia. pipe

*

underdrain

of 6" dia. pipe

Capped end

1'-11"

2'-0"

1'-8"

2'-7"

2'-6"

3'-8•"

1'-9…"

33'-1"

1'-2"

9'-0‚"9'-0…" 9'-0‚"2'-0" 4'-0„"

2'-6„"12"

tangent

to local

typ.

stem and footing

Constr. joint in 2'-7ƒ"

in footing

Constr. joint

sheets 27 and 28

For pla

n,

see

For pla

n, see sheet 29

in stem

Constr. joint

R = 1410.00'

tangent

to local

19 56'46"

1'-

3"

1'-

3"

5‚"

bolt typ.

Anchor



McLean, Virginia


22

Scale: ‚" = 1'-0"

ABUTMENT B ELEVATION

SECTION P-P

Scale: •" = 1'-0"

SECTION R-R

Scale: •" = 1'-0"

1'-6"

7"

12"

2'-

6"

130

7"

12"

2'-

6"

1'-8"

1'-

11†

"

AW0520

AH0560 AB0511

AH0564


AH0566

AH0562

AB0513 typ.

AB0502AB0512

AW05 series

N.F.

AW08 series F.F.

AW0529

AB0502

AW0524

AB0510

AW

0723

F.F.

AW

0522

N.F.

lap typ.

1'-9" min.

1'-

0‡

"




to pertinent reinforcing steel pay item.

Cost for mechanical couplers shall be incidental


For Abutment B footing, see sheets 23 thru 25.

For Abutment B section, see sheet 26.

For Abutment B plan, see sheet 21.

Notes:


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518022.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

Elev. 943.00

joint

Constr.

3'-10" min.

lap typ.

5 eq. spa.

Elev. 965.01

Elev. 961.64Elev. 962.11

Elev. 962.57

Elev. 961.09

Elev. 963.04Elev. 963.57

Elev. 964.10

6 eq. spa.spa.5 eq.

4"

Elev. 939.00

Elev. 948.00

Elev. 964.57Elev. 965.09

Elev. 965.62

Elev. 966.15

Elev. 966.06

ELEVATION

Elev. 961.18

slope

parallel to cross

Top of backwall

Elev. 970.10

3 eq. spa.

= 2'-6"

typ.

AV0501

4"

hole typ.


HP12x53 steel pile

Elev. 966.87 Elev. 968.46

coupler typ.

Mechanical

4"4"

2 spa. @ 10'-0" = 20'-0"

2 spa. @ 9'-0" = 18'-0"

typ.

weephole

6" dia.

4'-

0"

ty

p.

5'-

0" 6'-

0"

8'-

0"

7'-

0"

1'-1‚"

spa.4 eq.

= 3'-11"

8'-9"

1'-2ƒ"

AH0641 E.F.

AH0648 E.F.

N22 33

Q3322

6" typ.

= 5'-0"

6" typ.

11•

"

11•

"

11•

"

8"

4"

11•

"

11•

"

4"

Elev. 944.00

4'-

0"

3 spa. @ 9'-6" = 28'-6"

at joint

AH0550 typ.

at joint

AH0551 typ.

4'-

0"

33'-8•"

34-AF0769 lap w/ 34-AV0714 @ 12" max. F.F. = 32'-5‡"

5 spa. @ 6"

G1 to G4

typ. bet.G5 and G10typ. bet.

2 eq. spa.

= 1'-8•"

50-AV0501 at top of seat

@ 11"

E.F.

19-

AH0646



at pads

= 2'-6" typ.

AH0653 E.F.

5-AH06425-AH0643 5-AH0644

5-AH0645

= 16'-

6"

AH0647 E.F.

5-AH0649

5-AH0667 5-AH0668

AH0654 E.F.

5-AH06555-AH0656

5-AH0657

5-AH0658

spa. = 4'-7‡"

6-AH0659 E.F. eq.

spa. E.F.

5-AH0562 eq.

spa. E.F.

5-AH0561 eq.

spa. E.F.

5-AH0560 eq.

R R

Q3322

PP

N22 33

5'-2„"

27-AF0634 lap w/ 27-AV0611 @ 12" max. N.F. = 25'-3"

4'-1‚"

27'-1†"33'-8•"

28-AF0769 lap w/ 28-AV0712 @ 12" max. F.F. = 26'-5†"

28-AF0634 lap w/ 28-AV0613 @ 12" max. N.F. = 26'-5†"

AH0613 typ.

typ.

AH0614

34-AF0634 lap w/ 34-AV0615 @ 12" max. N.F. = 32'-5‡"

10†"

7'-10‡"

4'-11•"

4'-6„"

F.F =

eq. spa.

6-AV0712

6-AF0769/

4'-6„"

N.F. =

eq. spa.

6-AV0613

6-AF0634/

27-AF0634 lap w/ 27-AV0610 @ 12" max. F.F = 25'-3"

19-

AH0652

@ 11"

E.F.

= 16'-

6"

18-

AH0640

@ 11"

E.F.

= 15'-

7"

2-AB0512 @ 12"

30-AB0501 @ 12" F.F. = 29'-0"

30-AB0502 @ 12" N.F. = 29'-0"

27-AB0501 @ 12" F.F. = 26'-0"

27-AB0502 @ 12" N.F. = 26'-0"

31-AB0501 @ 12" F.F. = 30'-0"

31-AB0502 @ 12" N.F. = 30'-0"

2-AB0510 @ 11"

AH0565

AH0570

min. typ.

3'-0" lap


AB0511

AB0513



McLean, Virginia

STRUCTURAL ENGINEER Scale: ‚" = 1'-0"

Notes:

PILE LAYOUT PLAN

ABUTMENT B

23

23

concrete

Class T3

2'-

0"

dia.

min.

TYPICAL PRE-BORED PILE SECTION

Scale: 1" = 1'-0"

HP12X53

Unit

Substructure

(Tons/pile)

Resistance

Axial

Factored

PRE-BORED PILE DATA TABLE

180

180

Stage 1

Abutment B

Stages 2 & 3

Abutment B

931.00

929.00

Hole Elevation

of Pre-Bored

Tip and Bottom

Estimated Pile

(Tons/pile)

Resistance

Nominal

Required

360

360


All reinforcing steel on this sheet is to be placed over the piles.

All piles shall be H12X53 and shall be pre-bored.

For pre-bored pile notes, see sheet 26.

For footing reinforcing details, see sheets 24 and 25.


For Abutment B section, see sheet 26.

For Detail C, see sheet 25.

For Detail B, see sheet 24.


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29518023.d

gn

220 0220-080-121, B601


T.I. Jan. 2017D.E.

8 spa.

@ 5'-

0"

= 40'-

0"

4'-

0"

5'-

6"

backwall

Face of

MA

TC

H

LIN

E

B-

B

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