Plans_roadway and drainage-part 2.pdf

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04/23/2021

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2(2)

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04/24/2021

PN

LL

2G(2)

TABLE I: RECOMMENDED SOIL SHEAR STRENGTH DESIGN PARAMETERS AND LATERAL EARTH PRESSURES

TABLE II: POST AND PANEL RETAINING WALL RECOMMENDATIONS

(Class A3 self-consolidating).

Sheets and Views

2G(2) RETAINING WALL NOTES AND DETAILS

TYPICAL SECTION - COLUMBIA PIKE

2.0%

2.0% 2.0%

ARL. CO. STD. C-2

CURB & GUTTER

PROFILE

GRADE

ARL. CO. STD.

C-3 CURB

COLUMBIA PIKE PLAN SHEET TYPICALS - 2A

INSET A

INSET C

INSET B

EXIST.

TIE TO EX. CURB

& GUTTER

STD. VDOT UD-2

MODIFIED VDOT UD-4

STA. 37+97.00 TO STA. 41+81.18

11.0'11.0'

VARIES 23.5' - 34.5'

VARIES 47' - 58'

VARIES 0'-11'

PROP.

ROW

THRU

LANE

GRASS

MEDIAN

11.0' 11.0'

23.5'

27.0'

11.0'11.0'1.5'

23.5'13.0'

47.0'

11.0' 11.0'

23.5'

1.5'

RIGHT-OF-WAY VARIES 88'-99'

RIGHT-OF-WAY 88.0'

STA. 41+81.18 TO STA. 57+59.06

5.0' 8.0'

BUFFER/

LNDSCP.

SIDEWALK

5.0'8.0'

10.0'

CYCLETRACKC/GC/G

C/G

13.0'

4.0'

5.0' 8.0'

CYCLETRACK

STA. 37+97.00 TO 38+57.51

STA. 40+10.98 TO STA.41+81.18

GORE

AREA

VARIES 0' - 8'

MID-BLOCK PEDESTRIAN CROSSWALK

STA. 48+19.30 TO STA.48+45.73

NOTES:

1. EXPANSION JOINTS IN C-3 HEADER CURB, C-2 STANDARD

CURB AND GUTTER SHALL BE 40' APART OR AT

EXPANSION JOINTS IN CONCRETE PAVEMENT.

2. EXPANSION JOINTS MAY BE OMITTED IF 1/8" JOINTS ARE

PLACED EVERY 10' OR LESS

3. EXPANSION JOINTS IN THE SIDEWALK SHALL BE 40'

APART. IF ADJACENT TO CONCRETE CURB. EXPANSION

JOINTS SHALL MATCH JOINT OF CURB. AN EXPANSION

JOINT SHALL BE PLACED BETWEEN CURB AND SIDEWALK.

4. ALL WIDENING SHALL BE IN ACCORDANCE WITH VDOT

STANDARD WP-2.

5. PROVIDE 6" MINIMUM 21B AGGREGATE BASE UNDER

CURB AND GUTTER.

6. PROVIDE 4" MINIMUM 21B AGGREGATE BASE UNDER

SIDEWALK, EXTENDED 4" BEYOND CONCRETE EDGES,

WHERE POSSIBLE.

7. CONTRACTOR SHALL PLACE A LAYER OF TACK COAT

BETWEEN EACH ASPHALT CONCRETE LIFT, AND BETWEEN

EXISTING PAVEMENT AND AN ASPHALT OVERLAY.

8. PROFILE GRADE POINT REPRESENTS THE PROPOSED

BASELINE ELEVATION SHOWN ON THE ROADWAY

PROFILES TAKEN AT THE PROPOSED PAVEMENT

SURFACE ALONG THE BASELINE, OR THE EXTENSION OF

ADJACENT PAVEMENT GRADE AT THE BASELINE.

9. SEE SHEET 2C(1) FOR MODIFIED UD-4 DETAIL

10. 21A OR 21B AGGREGATE BASE SHALL BE TYPE I IN

ACCORDANCE WITH SEC. 208 OF THE 2020 VDOT ROAD &

BRIDGE SPECIFICATIONS

12" SELECT FILL

(AS NEEDED - SEE

GEOTECH REPORT)

12" 21B AGGREGATE BASE

(EXT. UNDER C&G WHERE

APPLICABLE)

2" SM-9.5A BITUMINOUS

CONCRETE SURFACE

8" 21B AGGREGATE BASE

APPROVED SUBGRADE

4" CLASS A3

CONCRETE SIDEWALK

4" 21B AGGREGATE BASE

B.C.

8.0' +/-

EX. SIDEWALK

STA. 56+44.89 TO STA. 57+59.06

5.0' +/-

EX. BUF./

LNDSCP

EX.

E.O.P.

11.0'

TIE TO PROP.

S. NASH STREET

STA. 56+84.05 TO STA. 57+59.06

0.5'0.5'

0.5'

1.0' 1.0'

1.0'

STA. 38+42.54 TO STA. 41+58.83

STA. 38+42.54 TO STA. 41+58.83

STA. 41+81.18 TO STA. 56+44.89

STA. 41+81.18 TO STA. 56+76.45

B

2.0% MAX.

0.5' 0.5'

BENCH

TIE TO

S. JOYCE

STREET

STA. 37+97.00 TO STA. 38+36.14

2" SM-9.5D BITUMINOUS

2" IM-19.0D BITUMINOUS

8" BM-25.0D BITUMINOUS

(PLACED IN 2 EQUAL LIFTS)

FOR BUFFER/LANDSCAPE

STRIP DETAILS SEE

SHEET 2C(1)

INSET D

MODIFIED MOUNTABLE CURB & GUTTER

STA. 47+80.69 TO STA. 48+15.69

LIMIT OF EXCAVATION/

SUBGRADE FILL

' S

6"

2'-0"

1'-5"

1"

C-2M CURB & GUTTER

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2A

COLUMBIA PIKE PLAN SHEET TYPICALS - 2A(1)

2.0%2.0%

1. EXPANSION JOINTS IN HEADER CURB, STANDARD CURB

AND GUTTER SHALL BE 40' APART OR AT EXPANSION

JOINTS IN CONCRETE PAVEMENT.

STA. 30+76.34 TO STA. 37+97.00

12.0'12.0'

VARIES 25.5' - 36.5'

VARIES 51' - 62'

VARIES 0'-11'

LEFT TURN

12.0' 12.0'

25.5'

RIGHT-OF-WAY VARIES 96' - 105'

5.0'

15.0'

8.0'

2.0'

STA. 33+67.52 TO STA. 34+55.03

5.8' - 0'12.0'

12.0'

VARIES

LEFT

TURN

4.4' - 11'

STA. 30+76.34 TO STA.37+43.36

STA. 30+76.34 TO STA. 37+43.36

ARL. CO. STD. C-3

CURB (TYP.)

STA. 33+20.00 TO STA. 33+67.52

9.4' - 5.8'12.0'

LEFT

TURN

0' - 4.4'

STA. 31+89.62 TO STA. 33+20.00

VARIES 6' - 9.4'12.0'

STA. 30+76.34 TO STA. 31+89.62

VARIES 2' - 6'12.0'

TIE TO

S. JOYCE

STREET

STA. 37+43.36 TO 37+97.00

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2A(10)

COLUMBIA PIKE PLAN SHEET TYPICALS - 2A(2)

STA. 28+76.60 TO STA. 29+53.50

10.0'VARIES 11' - 11.7'

VARIES 26' - 28'

VARIES 51' - 53'

6.0'

CONC.

10.0' VARIES 11' - 11.7'

VARIES 26' - 27'

RIGHT OF WAY VARIES 64' - 66'

C/G C/G

2.6'-2'1.2'-2'

VARIES 6'-15'

STA. 29+03.60 TO STA. 29+33.67

STA. 29+53.50 TO STA. 30+76.34

12.0'12.0'

VARIES 25.5' - 27.5'

VARIES 51' - 59'

THRU AND RIGHT

VARIES 15'-12' VARIES 15'-12'

VARIES 25.5' - 31.5'

RIGHT OF WAY VARIES 94' - 102'

15.0'

VARIES 0'-2'

STA. 30+13.82 TO STA. 30+26.62

VARIES 15'-14.3' VARIES 15'-14.3'

VAR.

VAR.

10.0'10.0'

STA. 28+77.81 TO STA. 29+33.67

STA. 28+76.73 TO STA. 29+33.67

STA. 30+14.38 TO STA. 30+76.34

STA. 30+13.82 TO STA. 30+76.34

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2A(2)

SIDE STREET PLAN SHEET TYPICALS - 2A(3)

TYPICAL SECTION ROUTE 27 OFF-RAMP

VARIES 2.0%-4.0%

EX. RETAINING

WALL

VDOT STD.

CG-3

EX. ANC BOUNDARY WALL

INSET E

VARIE

VDOT STD. MB-7F

VARIES 16'-12'

THRU/RIGHT

VARIES 6'-10'

SHOULDER

EX. RT. 27

EDGE OF

TRAVEL LANE

STA. 2+10.94 TO STA. 4+66.39

VARIES 5'-28'

GORE AREA

1. EXPANSION JOINTS IN HEADER CURB, STANDARD CURB AND

GUTTER SHALL BE 40' APART OR AT EXPANSION JOINTS IN

CONCRETE PAVEMENT.

2. EXPANSION JOINTS MAY BE OMITTED IF 1/8" JOINTS ARE PLACED

EVERY 10' OR LESS

3. EXPANSION JOINTS IN THE SIDEWALK SHALL BE 40' APART. IF

ADJACENT TO CONCRETE CURB. EXPANSION JOINTS SHALL

MATCH JOINT OF CURB. AN EXPANSION JOINT SHALL BE PLACED

BETWEEN CURB AND SIDEWALK.

4. ALL WIDENING SHALL BE IN ACCORDANCE WITH VDOT STANDARD

WP-2.

5. PROVIDE 6" MINIMUM 21B AGGREGATE BASE UNDER CURB AND

GUTTER.

6. PROVIDE 4" MINIMUM 21B AGGREGATE BASE UNDER SIDEWALK,

EXTENDED 4" BEYOND CONCRETE EDGES, WHERE POSSIBLE.

7. CONTRACTOR SHALL PLACE A LAYER OF TACK COAT BETWEEN

EACH ASPHALT CONCRETE LIFT, AND BETWEEN EXISTING

PAVEMENT AND AN ASPHALT OVERLAY.

8. PROFILE GRADE POINT REPRESENTS THE PROPOSED BASELINE

ELEVATION SHOWN ON THE ROADWAY PROFILES TAKEN AT THE

PROPOSED PAVEMENT SURFACE ALONG THE BASELINE, OR THE

EXTENSION OF ADJACENT PAVEMENT GRADE AT THE BASELINE.

10. 21A OR 21B AGGREGATE BASE SHALL BE TYPE I IN ACCORDANCE

WITH SEC. 208 OF THE 2020 VDOT ROAD & BRIDGE

SPECIFICATIONS

VARIES 0'-12'

VARIES 4'-12'VARIES

VARIES 26'-38'

VARIES 10' - 11'

VARIES 22'-26'

STA. 4+66.39 TO STA. 6+13.27

SHLDR.

VARIES 0'-21'

STA. 4+11.15 TO STA. 4+23.91

VARIES 9' - 10'

STA. 4+23.91 TO STA. 4+62.79

VARIES 9' - 11'

GRADED

1.4'

TIE TO EXIST.

VARIES 2.0%-4.0%

VARIES 13'-12' VARIES 8'-10'

VARIES 14.5'-28

GORE AREA

8.0' VARIES

6.5'-20'

STA. 3+16.18 TO STA. 4+66.39

2" MILL AND OVERLAY WITH

SM-9.5D BITUMINOUS CONCRETE

SURFACE

EXIST. PAVEMENT SECTION

EXIST. SUBGRADE

INSET F

MATCH EX.

13.5' - 6'

12" CEMENT TREATED

AGGREGATE BASE

MATERIAL

TACK COAT

STD. VDOT UD-4

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04/27/2021

2A(3)

Sheets and Views

2A(3) TYPICAL SECTIONS

VDOT STD. CG-3

SIDE STREET PLAN SHEET TYPICALS - 2A(4)

VDOT STD. MB-7D

2.0

2.0

16.0'

VARIES 42'-52'

12.0' VARIES 10'-8'

VARIES 26'-36'

STA. 6+13.27 TO STA. 7+62.79

VARIES 0'-12'

RIGHT TURN

VARIES - 14' MIN.

THRU/RIGHT LANE

EOP

VARIES 2.5'-6.2'

VARIES 6.2'-12'

STA. 6+45.00 TO STA. 6+90.14

STA. 6+90.14 TO STA. 7+20.21

GRADED AREA

(FUTURE CEMETERY

WALL TRAIL)

VARIES 4'-16'

VARIES 8' - 10'

VARIES 6.2'-12'

REQUIRED

STA. 7+20.21 TO STA. 7+62.79

2'

VARIES 4'-10'

VARIES 4'-10'

VARIES 4'-8'

STA. 6+22.07 TO STA. 6+83.46

PAVED

EX. SHOULDER

MILL/OVERLAY

GUARDRAIL

TIE TO EXIST. EDGE

OF TRAVEL LANE

MATCH

STA. 6+83.46 TO STA. 7+62.79

EX. GRADEDEX. SHOULDER

4.0' 4.0'

TYPICAL SECTION ROUTE 27 WESTBOUND LANES

VARIES 11'-12'

THRU LANE

STA. 1024+65.43 TO STA. 1030+60.99

VARIES 11'-12'

PAVEMENT

EXIST,

THRU LANE

VARIES 8'-11'

VDOT STD. MGS

GUARDRAIL (SEE

ROADWAY PLANS

3, 11, AND 12)

10'

STA. 1026+85.56 TO STA. 1027+57.56

EXIST. CONC.

BRIDGE DECK

VARIES 10'-11'

10:1 MAX.

VDOT

STD. CG-3

8.5'

EXIST. BRIDGE

PARAPET

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2A(4)

SIDE STREET PLAN SHEET TYPICALS - 2A(5)

RETAINING WALL

DAR-B

48.0'

12.0' 8.0'

36.0'

STA. 7+62.79 TO STA. 12+03.09

ALL MVMT. LANE

STA. 7+83.46 TO STA. 11+44.82

VARIES 14.0'-27.0'

STA. 11+26.82 TO STA. 11+50.31

VARIES 7.0'-14.5'

STA. 11+44.82 TO STA. 11+48.14

STA. 11+48.14 TO STA. 11+71.53

STA. 11+26.82 TO STA. 11+50.31

STA. 7+62.79 TO STA. 11+50.31

STA. 7+62.79 TO STA. 7+83.46

EX. GRADEDEX. SHLDR

4.0' 4.0'

MAX.

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2A(5)

TYPICAL SECTION ROUTE 27 ON-RAMP

SIDE STREET PLAN SHEET TYPICALS - 2A(6)

STA. 0+00.00 TO STA. 7+50.00

12.0'VARIES

29.5'

16.0'

SHLDR. TRAVEL LANE

17.5'

28.0'

STA. 4+15.63 TO STA. 6+44.51

VARIES 8'-0.6'

STA. 5+01.72 TO STA. 6+86.28

VAR. 4'-2'

STA. 6+44.51 TO STA. 7+03.98

0.8'

STA. 0+67.66 TO STA. 6+86.28

CURB AND GUTTER

STA. 0+39.66 TO STA. 0+84.17

VARIES 42.5'-0'

VAR. 4'-2'

VARIES 11.5'-5.5'

EX. SHOULDER

MILL/ OVERLAY

STA. 7+03.98 TO STA. 7+29.95

VAR. 5.5'-0' 16.0'

EX. TRAVEL LANE

SHLDR

TYPICAL SECTION ROUTE 27 ON-RAMP

STA. 7+29.95 TO STA. 7+50.00

DAR-C

DAR-C

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2A(6)

TYPICAL SECTION S. JOYCE STREET

SIDE STREET PLAN SHEET TYPICALS - 2A(7)

CONCRETE

15.0' 11.0'

12.0' 12.0'

STA. 111+75.00 TO STA. 114+56.51

33.5'

66.0'

32.5'

100' RIGHT OF WAY

4.0'9.0'

5.0' 10.0'

1.0'1.0'2.0' 2.0'

6. PROVIDE 4" MINIMUM 21B AGGREGATE BASE HAVING

CBR-30 UNDER SIDEWALK, EXTENDED 4" BEYOND

CONCRETE EDGES, WHERE POSSIBLE.

C/GC/G

STA. 112+30.79 TO STA. 112+63.23

STA. 112+41.15 TO STA.112+63.23

TYPICAL SECTION S. JOYCE STREET

C-3 CURB (TYP.)

CONCRETE

VARIES 13.41'-14'

VARIES 10'-12' VARIES 10'-12'

STA. 111+50.00 TO STA. 111+75.00

VARIES 29.7'-31.5'

VARIES 58.4'-62'

VARIES 28.7'-30.5'

100' RIGHT OF WAY

VARIES 0'-4'

VARIES 9'-13.5'

VARIES 0'-5.5'

VARIES 10'-15.5'

1.0'1.0'

VARIES 2'-3.2' VARIES 2'-4.7'

C/GC/G

2.0%2.0%

VARIES 11.61'-14.19'

CONCRETE MEDIAN

VARIES 0'-6.85'

EXISTING PIER

PROTECTION

STA. 111+50.00 TO STA. 112+06.45

STA. 112+63.23 TO STA. 113+20.13

STA. 112+63.23 TO STA. 113+99.92

INSET AINSET A

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2A(7)

SIDE STREET PLAN SHEET TYPICALS - 2A(8)

TYPICAL SECTION SOUTHGATE ROAD

CURB & GUTTER (TYP.)

13.5'13.0'

13.5'

RIGHT OF WAY VARIES 62.5'-87'

S. NASH STREET TO WEST PROJECT LIMIT

STA. 10+00.00 TO STA. 13+61.93

2.0' 6.0'

12.5'

VARIES 6'-8'

PARKING

STA. 12+03.70 TO STA. 12+27.45

VARIES 0'-10.5'

VARIES 12.5'-0'

20.5'

STA. 12+27.45 TO STA. 12+88.61

10.5'

STA. 12+88.61 TO STA. 13+61.93

10.5'

STA. 11+89.36 TO STA. 13+17.41

STA. 10+54.53 TO STA. 12+03.70

STA. 10+33.76 TO STA. 10+86.25

STA. 11+34.26 TO STA. 11+89.36

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2A(8)

TYPICAL SECTION

S. NASH STREET

COLUMBIA PIKE PLAN SHEET TYPICALS - 2A(9)

TYPICAL SECTION S. OAK STREET

VDOT STD. RW-3

DAR-D WITH HR-1

TYPE II HANDRAIL

12.5'25.0'

25.0'

12.5'

56' RIGHT OF WAY

STA. 100+48.08 TO STA. 108+73.91

8.0' 5.0'

STA. 100+48.08 TO STA. 107+18.00

5.0'10.0'

LNDSCP. BUFFER/

STA. 106+62.54 TO STA. 107+54.12

STA. 108+34.49 TO STA. 108+55.95

5.0'6.0'

STA. 106+95.01 TO STA. 107+17.92

5" BM-25.0D BITUMINOUS

6" 21B AGGREGATE BASE

STA. 100+51.78 TO STA. 107+58.35

TYPICAL SECTION S. ODE STREET

18.0'

PAVEMENT

MILL / OVERLAY

STA. 107+19.15 TO STA. 107+76.49

GRADING

C/G GRADED

37.0'

19.0'

TYPICAL SECTION DRIVEWAY

SOUTHGATE ROAD STA. 11+75.00

VARIES 8.8' TO 23.8'

17.5'

8.8'

% VARIES

% VARIES

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2A(9)

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2B

FOR USE ON STAIRS NEAR S. OAK ST. AND SOUTHGATE ROAD

1. FOR ALL VDOT STANDARD ITEMS CONTRACTOR SHALL REFERENCE

VDOT 2020 ROAD AND BRIDGE SPECIFICATIONS UNLESS OTHERWISE

SPECIFIED.

2. THICKNESS OF AGGREGATE BASE LAYERS SHOWN IN THE ARLINGTON

COUNTY STANDARD DETAILS HEREIN ARE MINIMUMS. ALL PAVEMENT

SECTION DETAILS SHOWN IN THE TYPICAL SECTION PLANS SUPERCEDE

AGGREGATE BASE DIMENSIONS SHOWN ON THIS SHEET. SEE SHEETS

2A - 2A(10) FOR DETAILS.

4'

TRANSITION TO CG-3

RADIUS (FT.)

AS NOTED ON

PLANS

2" HIGH

MOUNTABLE

CURB

DETAIL A - PLAN VIEW

NOT TO SCALE

DETAIL B - PROFILE VIEW

NOT TO SCALE

NOSE DOWN CURB DETAIL

FOR USE AT RT. 27 OFF-RAMP GORE AREA

Sheets and Views

2B DETAILS

PAINTED NOSE

(THEORETICAL GORE POINT)

MARKED GORE AREA

(NEUTRAL AREA)

.B

RAMP PROPER

.6

ROUTE 27 OFF-RAMP

FLOW LINE

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2B(1)

FF

-R

1" =2

0'

Sheets and Views

2B(1) ROUTE 27 OFF-RAMP GORE DETAIL

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1. RETAINING WALL DAR-D TO BE VDOT STANDARD RW-3 CONCRETE GRAVITY RETAINING WALL (SEE VDOT

STANDARD DRAWING 401.02 THIS SHEET).

2. ALL PROPOSED RETAINING WALLS SHALL INCLUDE CUSTOM ROCK® FORMLINER, "RANDOM CUT STONE"

PATTERN #1106-R2 (SEE SPECIFICATION - THIS SHEET), OR APPROVED EQUAL. SHOULD THE

CONTRACTOR ELECT TO USE AN ALTERNATIVE RETAINING WALL FORMLINER, SHOP DRAWINGS AND

SPECIFICATIONS FOR THE ALTERNATE FORMLINER SHALL BE SUBMITTED TO CONTRACTING OFFICER

FOR REVIEW AND APPROVAL.

3. FORMLINER TO BE APPLIED TO ALL PROPOSED RETAINING WALLS (SEE NOTES 2 AND 3) SHALL HAVE 2"

RELIEF AND 12" VERTICAL COURSING. CONTRACTING OFFICER TO PROVIDE FINAL APPROVAL OF

FORMLINER TO BE APPLIED.

4. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING ITEMS TO BE IMPACTED BY CONSTRUCTION OF ALL

RETAINING WALLS. BEFORE RETAINING WALL CONSTRUCTION, CONTRACTOR SHALL NOTIFY

CONTRACTING OFFICER OF ANY ITEMS TO BE IMPACTED BY WALL CONSTRUCTION THAT ARE NOT

EXPLICITLY CALLED OUT FOR REMOVAL OR RELOCATION IN THE PLANS.

5. AFTER EXCAVATION TO THE DESIGN SUBGRADE LEVEL AND PRIOR TO PLACEMENT OF NEW FILL, THE

FINAL SUBGRADE SHALL BE PROOF-ROLLED WITH A MINIMUM OF FOUR PASSES. THE PROOF-ROLL

VEHICLE SHALL BE A FULLY LOADED (25 TONS) TANDEM-AXLE DUMP TRUCK. UNSUITABLE MATERIAL

AND AREAS THAT SHOW SIGNS OF MOVEMENT, RUTTING, OR INSTABILITY SHALL BE UNDERCUT TO

COMPETENT MATERIALS AS PER TABLE I (RW-3 RETAINING WALL RECOMMENDATIONS). THE UNDERCUT

SHALL EXTEND OUTSIDE THE BOTTOM OF FOOTING AT LEAST AN EQUAL DISTANCE TO THE UNDERCUT

DEPTH. THE PROOF-ROLL VEHICLE SHALL PASS UNTIL THERE IS NO VISIBLE EVIDENCE OF FURTHER

DENSIFICATION WITH A MINIMUM OF FOUR PASSES OVER THE PROPOSED WALL FOUNDATION ZONE. NO

DENSITY TEST WILL BE REQUIRED.

6. FOR BACK DRAIN DETAILS, REFER TO VDOT ROAD AND BRIDGE STANDARDS RW-3. THE GRAVEL BACK

DRAIN SHALL BE COMPLETELY WRAPPED WITHIN A FILTRATION GEOTEXTILE FABRIC NETTING PER THE

REQUIREMENTS OF SECTION 245.03(C) OF THE VDOT ROAD AND BRIDGE STANDARDS.

7. UNSUITABLE OR UNSTABLE FOUNDATION MATERIAL BELOW THE BOTTOM OF THE WALL EXPOSED

DURING CONSTRUCTION SHALL BE REMOVED AND REPLACED AS FOLLOWS:

BACKFILL WITH SELECT MATERIAL TYPE I MINIMUM CBR 30 TO THE DEPTH(S) AND EXTENTS INDICATED

IN TABLE I RW-3 RETAINING WALL RECOMMENDATIONS OR AS DIRECTED ON SITE BY THE

GEOTECHNICAL FIELD ENGINEER OR THEIR TECHNICAL REPRESENTATIVES IF ENCOUNTERED AT THE

TIME OF CONSTRUCTION. FOR BACKFILL CONTAINING OPEN-GRADED AGGREGATES IN VDOT ROAD AND

BRIDGE SPECIFICATIONS, DENSITY TEST IS NOT REQUIRED BUT EACH LIFT SHALL BE COMPACTED

UNTIL THERE IS NO VISIBLE EVIDENCE OF FURTHER DENSIFICATION. A MINIMUM OF FOUR PASSES

WITH HEAVY ROLLER (25 TONS MINIMUM) SHALL BE USED. COMPACTION EFFORTS SHALL BE OBSERVED

AND APPROVED BY A CERTIFIED QUALIFIED INSPECTOR OR GEOTECHNICAL ENGINEER.

8. FOR ALL DETAILS INCLUDED HEREIN, "ENGINEER" OR "PROJECT OFFICER" REFERS TO AND SHALL MEAN

"CONTRACTING OFFICER" AS APPLICABLE.

9. VDOT STANDARD RW-3 CONCRETE RETAINING WALLS TO HAVE CLASS A-3 CONCRETE. RW-3 WALLS TO

RECEIVE HR-1 HANDRAIL SHALL HAVE AT LEAST 2,500 PSI COMPRESSIVE STRENGTH NECESSARY FOR

HANDRAIL ANCHORAGE.

2G

TABLE I: RW-3 RETAINING WALL RECOMMENDATIONS

Sheets and Views

2G RETAINING WALL NOTES AND DETAILS

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1. THESE PLANS ARE INCOMPLETE UNLESS ACCOMPANIED BY THE SUPPLEMENTAL SPECIFICATIONS AND SPECIAL PROVISIONS INCLUDED IN

THE CONTRACT DOCUMENTS, INCLUDING THE VDOT PROJECT SPECIFIC SPECIAL PROVISION FOR SOLDIER PILE RETAINING WALL. WALL

CONSTRUCTION SHALL BE IN ACCORDANCE WITH VDOT PROJECT SPECIFIC SPECIAL PROVISION FOR SOLDIER PILE RETAINING WALL.

2. CONTRACTOR SHALL FIELD VERIFY LOCATION AND DIMENSION OF EXISTING AND/OR PROPOSED UTILITIES AND DRAINAGE STRUCTURES

WITHIN DISTANCE OF 2H FROM SOLDIER PILES. CONTRACTOR SHALL MAKE ALL NECESSARY ADJUSTMENTS TO RETAINING WALL TO

ACCOMMODATE EXISTING AND/OR PROPOSED UTILITIES. CONTRACTOR SHALL COMMUNICATE WITH ALL UTILITY OWNERS THAT HAVE

EXISTING FACILITIES IN CLOSE PROXIMITY TO THE RETAINING WALL AND DETERMINE WHAT PROTECTIVE MEASURES WILL BE REQUIRED

DURING THE CONSTRUCTION OF THE RESPECTIVE RETAINING WALL. WALL PANEL LENGTHS MAY BE SHORTENED SO THAT FOUNDATIONS

MAY BE ADJUSTED TO AVOID CONFLICTS AND CLEAR EXISTING PIPES, UTILITIES, AND UNDERGROUND OBSTRUCTIONS. THE ENGINEER

SHALL APPROVE FIELD ADJUSTMENTS TO SHAFT SPACING PRIOR TO CONSTRUCTION.

3. WALLS SHALL BE DESIGNED FOR A 75 YEAR SERVICE LIFE.

4. RETAINING WALLS NOT EXPLICITLY IDENTIFIED AS VDOT STANDARD RW-3 GRAVITY WALLS ARE TO BE DESIGNED BY A QUALIFIED

CONTRACTOR OR SUBCONTRACTOR IN ACCORDANCE WITH THE APPROVED PLANS, DETAILS, AND SPECIFICATIONS.

5. COMPLETE WORKING DRAWINGS / SHOP PLANS AND DESIGN CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND

APPROVAL PRIOR TO BEGINNING WALL WORK, INCLUDING BUT NOT LIMITED TO: DRILLED SHAFTS, INSTALLATION OF RETAINING WALL

STEEL POST, FABRICATION OF PRECAST CONCRETE PANELS AND COMPLETE DETAILS OF CONNECTIONS (IF REQUIRED). THE CONTRACTOR

SHALL SUBMIT A FASCIA PANEL ERECTION PLAN AND CAST IN PLACE CONCRETE POUR SEQUENCE FOR APPROVAL BY THE ENGINEER.

6. FOR ROADWAY GEOMETRY, SEE ROADWAY PLANS.

7. THE RETAINING WALL HORIZONTAL CONTROL LINE WORK POINTS ARE LOCATED AT THE FRONT FACE OF THE STEEL PILE OUTER FLANGES, UNLESS OTHERWISE DIRECTED BY A QUALIFIED STRUCTURAL ENGINEER. RETAINING WALL STATIONS AND OFFSETS SHOWN IN

DRAWINGS ARE CALCULATED BY PROJECTING THE OFFSETS FROM THE CONTROLLING BASELINE TO THE WORK POINTS. RETAINING WALL

DIMENSIONS ARE MEASURED BETWEEN WORK POINTS. SECONDARY GUTTER LINE AND BENCH LINE ELEVATIONS ARE CALCULATED BY

PROJECTING THE OFFSET FROM THE CONTROLLING BASELINE TO THE RETAINING WALL WORK POINTS.

8. DESIGN OF DRILLED SHAFT FOUNDATIONS FOR POST AND PANEL WALLS SHALL BE MADE IN SUCH A WAY THAT THEY DO NOT INTERFERE

WITH THE FOUNDATIONS FOR ANY PROPOSED LIGHT OR SIGN STRUCTURE. THE FOUNDATION LOCATIONS FOR LIGHTING AND SIGN

STRUCTURES SHALL BE DETERMINED FROM THE APPROPRIATE PLANS.

9. POST SHALL MEET THE REQUIREMENT OF SECTION 403 VDOT RBS AND ASTM A572 GRADE 50. THE POSTS SHALL BE PLACED IN

PRE-AUGERED HOLES AND BACKFILLED WITH CLASS A3 CONCRETE (SECTION 217 VDOT RBS) MODIFIED TO MEET REQUIREMENTS OF SELF

CONSOLIDATING CONCRETE (SCC) BELOW THE TOP OF THE SHAFT ELEVATION (TOS), AND LEAN CONCRETE OF FLOWABLE FILL (150 PSI

AT 28 DAYS) ABOVE TOS.

10. CLEAR DISTANCE FROM THE EDGE OF SHAFT TO CORNER OF H-PILE IN ACCORDANCE WITH "VDOT PROJECT SPECIFIC SPECIAL PROVISION

FOR SOLDIER PILE RETAINING WALL."

11. STRUCTURAL STEEL PILES SHALL BE GALVANIZED PER SPECIFICATIONS SECTION 223. THE STEEL PILES ARE REQUIRED TO BE GALVANIZED

AT A MINIMUM FOR THE EXPOSED LENGTH PLUS THE TOP THREE FEET EMBEDDED INTO THE CONCRETE SHAFT.

12. WOOD LAGGING SHALL CONFORM TO FHWA-IF-99-015.

13. THE DESIGN SHALL BE IN ACCORDANCE WITH THE SOIL TYPES AND SOIL DESIGN PARAMETERS IN 'TABLE I - RECOMMENDED SOIL SHEAR

STRENGTH DESIGN PARAMETERS AND LATERAL EARTH PRESSURES' AS SHOWN IN SHEET 2G(2) AND ACCORDING TO THE GEOTECHNICAL

RECOMMENDATIONS INCLUDED IN THE GEOTECHNICAL REPORT FOR THE PROJECT.

14. THE GENERAL SOLDIER PILE RETAINING WALL RECOMMENDATIONS FOR GLOBAL STABILITY CONSIDERATIONS ARE PRESENTED IN THE

"FINAL GEOTECHNICAL ENGINEERING REPORT", DATED MARCH 10, 2021.

15. SOLDIER PILE RETAINING WALLS SHALL BE DESIGNED TO LIMIT WALL DEFLECTIONS IN ACCORDANCE WITH THE VDOT SOLDER PILE

RETAINING WALLS SPECIAL PROVISION TO 0.01H IN CANTILEVER CONDITIONS, WHERE H IS THE EXPOSED FACE HEIGHT OF THE WALL.

16. CONTRACTOR IS REQUIRED TO SUBMIT A MONITORING PLAN FOR REVIEW AND APPROVAL BY THE CONTRACTING OFFICER OR APPOINTED

REPRESENTATIVE PRIOR TO BEGINNING ANY RETAINING WALL INSTALLATION. MONITORING PLAN SHALL ADHERE TO CURRENT VDOT

STANDARDS AND REQUIREMENTS. WHERE AN APPLICABLE VDOT STANDARD IS NOT AVAILABLE, MONITORING REQUIREMENTS SHALL

DEFAULT TO CURRENT FHWA STANDARDS.

17. A RESISTANCE FACTOR OF 0.75 SHALL BE APPLIED TO THE PASSIVE EARTH PRESSURE FOR THE UPPER STRENGTH LIMIT STATE. PASSIVE

EARTH PRESSURE SHALL BE IGNORED WITHIN THE TOP TWO FEET OF THE GROUND SURFACE IN FRONT OF THE WALL. WHERE DRAINAGE

IS PROPOSED IN FRONT OF THE WALL, THE PASSIVE EARTH PRESSURE SHALL BE IGNORED TO TWO FEET BELOW THE INVERT OF THE

DRAINAGE.

18. POSITIVE DRAINAGE SHALL BE PROVIDED ABOVE WALLS. WHERE THE RETAINING SOIL SLOPED TOWARD THE WALL, CONSTRUCTION OF A

LINED BROW DITCH TO CAPTURE AND DIVERT SLOPE RUNOFF AWAY FROM THE FACE OF THE WALL SHALL BE REQUIRED.

19. SOLDIER PILE WALLS SHALL INCLUDE A DRAINAGE MAT BETWEEN THE LAGGING AND FASCIA. A FILTER FABRIC BETWEEN THE WOOD

LAGGING AND OPEN GRADED POROUS BACKFILL SHALL BE INSTALLED AS A SEPARATION LAYER TO ENSURE LONGEVITY OF THE WOOD

DRAINAGE AFTER THE WOOD LAGGING ROTS AWAY.

20. WEEP HOLES SHALL BE PROVIDED AT EACH BOTTOM PANEL.

21. THE PROVISIONS OF ARTICLE 10.7.5 OF AASHTO SHALL APPLY TO DETERMINE THE SOIL AGGRESSIVENESS.

22. NEOPRENE BEARING PADS OR EQUIVALENT WILL BE ADDED AS NEEDED BETWEEN BOTTOM PRECAST PANEL AND TOP OF SHAFT TO

PREVENT PANEL DAMAGE.

23. HEAVY CONSTRUCTION EQUIPMENT SHOULD BE KEPT A MINIMUM HORIZONTAL DISTANCE OF 5 FT AWAY FROM THE BACK OF THE WALL.

24. THE WALL DESIGNER SHALL TAKE INTO CONSIDERATION THE DISTRIBUTED SHEAR FORCE AND DEPTH OF APPLICATION AS PRESENTED IN

TABLE II POST & PANEL WALL RECOMMENDATIONS IN SHEET 2G(2). THE SPACING AND DEFLECTION PROVIDED IN THE TABLE SHALL BE

TAKEN INTO CONSIDERATION FOR THE FINAL DESIGN OF THE SOLDIER PILE WALL.

25. THE WALL DESIGNER MAY CHOOSE TO CHANGE THESE PILES TYPES AS LONG AS THE PROPOSED PILES’ SECTION MODULUS AND MOMENT

OF INERTIA ARE EQUAL TO OR GREATER THAN THE PILE SIZES PROVIDED IN TABLE II, POST & PANEL RETAINING WALL

RECOMMENDATIONS IN SHEET 2G(2).

2G(1)

EX. GUARDRAIL

1'

4'

VARIES 42.37' TO 84.04'

WEEPHOLE

DRILLED SHAFT

CONCRETE SHAFT

BOTTOM OF WALL / TOP

OF DRILLED SHAFT

PRECAST CONCRETE

PANEL

POROUS BACKFILL

EXISTING GROUND

STD. PG-2A DITCH

FACE OF P&P WALL

(HORIZONTAL CONTROL)

TOP OF WALL

WALL DAR-B: STA. 0+00 TO STA. 3+68.25

WALL DAR-C: STA. 0+00 TO STA. 4+18.00

SCALE: NONE

WX STEEL POST

BOTTOM OF WALL & TOP

OF SHAFT

4" DIA.

WEEP HOLE

PRECAST

CONCRETE PANEL

FINISHED GRADE

DRILLED SHAFT

STEEL POST

PILE SPACING (SEE PLANS AND PROFILES)

PARTIAL ELEVATION

STEEL PILE

CONCRETE SHAFT

(SEE NOTE 9)

Ø

THROUGH SHAFT

PRECAST

CONCRETE PANEL

PRECAST PANEL TO POST

CONNECTION DEVICE

PRECAST CONNECTION DETAIL

PANEL WIDTH

PILE SPACING (SEE PLANS AND PROFILES)

MIN 2.5' LAP

FOR PANELS

GEOTEXTILE DRAINAGE FABRIC

POROUS BACKFILL

PRECAST CONCRETE PANELS

SEE PRECAST CONNECTION

DETAIL

RETAINING WALL PARTIAL PLAN

POSSIBLE LOCATION OF

TEMPORARY SHEETING/SHORING

Sheets and Views

2G(1) RETAINING WALL NOTES AND DETAILS