alabama department of transportationalletting.dot.state.al.us/docs/standard_drawings/2017...

GROUND LINE

12"

CAP TIE POINT

GIRDER

FILTER FABRIC

OV

ER

LA

P

PINSPINS

(MI

N)

C OF LAPL

SKEWED EDGE

SL

OP

E

SL

OP

E

SL

OP

E

TO SLOPE

PERPENDICULAR

EMBANKMENT

GROUND

CUT BACK SLOPE

GROUND

CUT BACK SLOPE

EMBANKMENT

WIDTH OF BRIDGE

(VARIES)

DITC

H

DITC

H

SHOU

LDER

SHOU

LDER

SHOU

LDER

SHOU

LDER

RIGH

T LA

NE

LEFT L

ANE

MEDI

AN

AGGREGATE SLOPE PROTECTION

LC

LONGITUDINAL SECTION

SLOPE PROTECTION WHEN BRIDGE IS ON SKEW DETAIL OF FILTER FABRIC LAP

CROSS SECTION AT BRIDGE END

PERSPECTIVE SKETCH

THAN BRIDGE ON EACH SIDE.

SHALL BE PLACED 2'-0" WIDER

NOTE: AGGREGATE SLOPE PROTECTION

GENERAL NOTES

6'-0"

AGGREGATE SLOPE PROTECTION PER SQ YD.

1. PAYMENT FOR THIS ITEM SHALL BE MADE UNDER

1'-6"

1'-6"

3'-0"

AGGREGATE SLOPE PROTECTION (6" THICK)

2'

16" SOD STRIP(6" THICK)

PROTECTION

AGGREGATE SLOPE

16" SOD STRIP

2'

FILTER FABRIC PER SQ YD.

2. PAYMENT FOR THIS ITEM SHALL BE MADE UNDER

BURIED APP 12" AT ALL EXTERIOR LIMITS

THE FABRIC SHALL BE TURNED DOWN ANDAP

P

BRIDGES

UNDER GRADE SEPARATION

AGGREGATE SLOPE PROTECTION

by J.F.T.

Added to CADD on 10-12-001.

L.V.S.

DAK 08-26-81 ASP-609 1101

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA

DESIGN BUREAU SPECIAL DRAWING

1409 COLISEUM BOULEVARD

MONTGOMERY, AL 36130-3050

OF TRANSPORTATIONALABAMA DEPARTMENT

SPECIAL DRAWING NO INDEX NO

REVISIONS

UNAUTHORIZED USE OF THIS DRAWING MAY BE PROSECUTED TO THE FULLEST EXTENT OF THE LAW.

OF TRANSPORTATION REPRESENTATIVE AUTHORIZED TO APPROVE THIS USE. ANYONE MAKING

ANY ORGANIZATION, WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE ALABAMA DEPARTMENT

TRANSPORTATION AND IS NOT TO BE COPIED, REPRODUCED, ALTERED, OR USED BY ANYONE, OR

THIS DRAWING REPRESENTS DESIGNS PREPARED FOR USE BY THE ALABAMA DEPARTMENT OF

CURRENT ALABAMA DEPARTMENT OF TRANSPORTATION

--SPECIFICATIONS--

Bureau Std Engr:

DRAWN BY: DATE DRAWN:

NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

NOTE:

THICKNESS OF CONCRETE SLOPE PAVING FOR THE AREA INDICATED. THE COST OF

EXCAVATING AND PREPARING SLOPES SHALL BE INCLUDED IN UNIT PRICE BID

NOTE: UNDER ALL BRIDGES THE CONTRACTOR SHALL FORM WALL AND

CURBS ON EACH SIDE OF THE SLOPE PAVING AS DIRECTED BY

WHEN THROUGH TRAFFIC LANES ARE IN CUT

THE CUT SLOPE FOR A SUITABLE DISTANCE

EACH WAY FROM THE BRIDGE SHALL BE LAID

AS DIRECTED BY THE ENGINEER. COST OF ANY

BACK TO THE SAME SLOPE AS THE SLOPE PAVING

WILL BE PAID FOR UNDER THE ITEM UN-

CLASSIFIED EXCAVATION, PER CUBIC YARD.

NOTE: CONCRETE SLOPE PAVING

GENERAL NOTES

PORTION OF THE TOP OF EACH AREA TO BE SLOPE PAVED. THIS WILL BE PAID FOR

CONTINUOUS THROUGH MEDIAN AREA.

IN SLOPE AND EXTEND ON

SAME SLOPE AS CURB

SHOULDER

DITCH

TOEWALL

(SEE DETAIL)

SECTION

EMBANKMENT

GROUND

CUT BACK SLOPE

FLOW LINE OF SIDE DITCH

SLOPE PAVING

CROSS SECTION AT BRIDGE END

CUT BACK SLOPE

EMBANKMENT

WIDTH OF BRIDGE

(VARIES)

CL

WALL

CUT THESE LINES

PERPENDICULAR TO SLOPE

VERTICAL STEEL SHALL BE

AND EXTEND INTO SLOPE

SOD

WALL

SL

OP

E

C

BRI

DG

E

L

WALL

CURB

(SEE SECTION

SLOPE PAVING WHEN BRIDGE IS ON SKEW

CURB

SLOPE PAVED AREA ADJACENT TO

EMBANKMENT

CUT

WEEP HOLES AS REQUIRED

DITCH

TOEWALL DETAIL

SKETCH SHOWING LOCATIONS WHERE SLOPE PAVING IS REQUIRED

UNDER SEPARATION STRUCTURES NOT ON SKEW

SLOPE PAVING TIE POINT

GIRDER

SLOPE PAVING

URBAN SECTION

ORIGINAL GROUND LINE SIDE WALK

GROUND

CAP

LEFT L

ANE

GRAS

S ME

DIAN

RIGH

T LA

NE

CONC

RETE S

LOPE P

AVIN

G

CONC

RETE S

LOPE P

AVIN

G

DITC

H

SHOU

LDER

SHOU

LDER

SHOU

LDER

SHOU

LDER

DITC

H

12"

2"

SL

OP

E

"A" "A"

BACK SLOPE FLATTENING ON THROUGH LANES

UNDER THE ITEM OF SOLID SODDING, PER SQUARE YARD.

3. THE FACE OF SLOPE PAVING SHALL BE CUT INTO RECTANGLES NOT MORE THAN

SHALL BE PLACED 2'-0" WIDER

SECTION "A-A"RIGHT)

UNIFORM SLOPE 1.5:1 OR FLATTER

PAVING 2 FEET

THE ENGINEER. COST OF PLACING CURBS AND WALLS AS DETAILED SHALL

(3) FEET SQUARE, USING A GROOVING TOOL.

2. WHERE DUAL BRIDGES ARE 30' OR LESS APART SLOPE PAVING SHALL BE

UP TO ABUTMENT WALL

THAN BRIDGE ON EACH SIDE

TOEWALL (SEE DETAIL)

1. A CONTINUOUS 16" STRIP OF SOLID SOD SHALL BE PLACED ALONG THE SIDES AND

16" SOD STRIP

6"

2'

BEGIN 6" WIDE WALL AT BREAK

SLOPES UNDER SEPARATION BRIDGES SHALL BE TRUE AND FIRM TO RECEIVE A 4"

4"

6" 2'-0"

4"

4"

WALL SHALL BE 6" THICK FOR A

DISTANCE OF 2' FEET OUT FROM WALL

4" 4"

6"

2'

6"

16" SOD STRIP

SLOPE 1" PER FOOT FOR THE ITEM, SLOPE PAVING.

BE INCLUDED IN THE COST OF ITEM SLOPE PAVING, PER CUBIC YARD.

NO 4 BARS @ 12" OC

6" MIN

6"

MI

N

6" MIN

3" CLEARANCE

1 - NO 4 BAR TOP & BOTTOM

6" MIN

SLOPES UNDER SEPARATION BRIDGES

PLAIN CONCRETE SLOPE PAVING ON

by J.F.T.


L.V.S.

4-09-90 B-614 1102

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

THE TRANSVERSE AND LONGITUDINAL BENCHES SHALL1.

PIPE UNDERDRAIN OR AGGREGATE FILLED UNDERDRAINS SHALL2.

12"

BE USED AT LOCATIONS AS DIRECTED BY THE ENGINEER.

THE EXCAVATION NECESSARY FOR THE BENCHING SHALL

BE CLASSIFIED AND PAID FOR UNDER ITEM FOR UNCLASSIFIED

EXCAVATION.

BE PLACED IN AREAS OF HEAVY SEEPAGE OR IN AREAS

THE SPECIAL UNDERDRAIN OUTLETS FOR THE AGGREGATE3.

FILLED UNDERDRAIN INSTALLATIONS SHALL BE PAID FOR

UNDER ITEM 605-B, SPECIAL UNDERDRAIN OUTLET, TYPE A-1.

(a) WHEN PIPE UNDERDRAIN IS USED, THE CONSTRUCTION

METHODS SHALL BE IN ACCORDANCE WITH SPECIAL DRAWING

FOR DETAILS OF PIPE UNDERDRAIN INSTALLATION, AND PAID

FOR AS UNDERDRAIN PIPE.

(b) WHEN AGGREGATE FILLED UNDERDRAINS ARE USED,

THE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE

DETAILS SHOWN ON THIS SHEET AND THE SPECIFICATIONS.

PAYMENT SHALL BE MADE UNDER ITEM FOR AGGREGATE

FILLED UNDERDRAIN.

AGGREGATE FILLED UNDERDRAIN

FILTER

FABRIC

HARDWARE CLOTH UNDERDRAIN PIPE

FILTER FABRIC

LIMITS OF TYPE A-1 SPECIAL UNDERDRAIN OUTLET

FILL

MATERIAL

UNDERDRAIN PIPE

VARIABLE FILL SLOPE

SLOPE

PAVED

HEADWALL

DETAILS OF SPECIAL UNDERDRAIN OUTLET TYPE A-1

CONCRETE

PAVEDSLOPE

HEADWALL

UNDERDRAIN

PIPE

DETAILS OF TRANSVERSE BENCHES AND UNDERDRAIN

SUBGRADE

PROFILE GRADE

EXISTING GROUND

1:1 MAX SLOPE

LIMITS OF

4:1 SLOPE

OR GREATER

PIPE UNDERDRAIN OR

AGGREGATE FILLED

UNDERDRAIN (TO BE

PLACED AFTER BENCHING

AND PRIOR TO PLACEMENT

OF NORMAL EMBANKMENT)

ROCK OR STABLE

MATERIAL LINE1:1 MAX SLOPE

REQUIRED EMBANKMENT

EXISTING GROUND

OR GREATER

4:1 SLOPE

MATERIAL LINE

ROCK OR STABLE

1:1 MAX SLOPE

PIPE UNDERDRAIN OR AGGREGATE

FILLED UNDERDRAIN (TO BE PLACED

AFTER BENCHING AND PRIOR TO

PLACEMENT OF NORMAL EMBANKMENT)

DETAILS OF LONGITUDINAL BENCHES AND UNDERDRAIN

AT GRADE POINTS.

SEE SPECIAL DRAWING FOR DETAILS OF UNDERCUTTING4.

DETAILS OF SLOPE

PAVED HEADWALL

CL

10' MIN.

OF EXPECTED SEEPAGE AS DIRECTED BY THE ENGINEER.

10' MIN.

NON-PERFORATED

FIRST BENCH

MI

N.

GENERAL NOTES

3'-0"

1'-6"

10' MIN. NON-PERFORATED

4"

3'-0"

4"

12"

1'-6"

4"

2'

MI

N.

" MESH 10' MIN. PERFORATED

2'

MI

N.

lower drain.

to the top elevation of the

upper drain should extend

Bottom elevation of the

NORMAL EMBANKMENT

MATERIAL

THE TRANSVERSE AND LONGITUDINAL BENCHES SHALL1.

PIPE UNDERDRAIN OR AGGREGATE FILLED UNDERDRAINS SHALL2.

12"

BE USED AT LOCATIONS AS DIRECTED BY THE ENGINEER.

THE EXCAVATION NECESSARY FOR THE BENCHING SHALL

BE CLASSIFIED AND PAID FOR UNDER ITEM FOR UNCLASSIFIED

EXCAVATION.

BE PLACED IN AREAS OF HEAVY SEEPAGE OR IN AREAS

THE SPECIAL UNDERDRAIN OUTLETS FOR THE AGGREGATE3.

FILLED UNDERDRAIN INSTALLATIONS SHALL BE PAID FOR

UNDER ITEM 605-B, SPECIAL UNDERDRAIN OUTLET, TYPE A-1.

(a) WHEN PIPE UNDERDRAIN IS USED, THE CONSTRUCTION

METHODS SHALL BE IN ACCORDANCE WITH SPECIAL DRAWING

FOR DETAILS OF PIPE UNDERDRAIN INSTALLATION, AND PAID

FOR AS UNDERDRAIN PIPE.

(b) WHEN AGGREGATE FILLED UNDERDRAINS ARE USED,

THE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE

DETAILS SHOWN ON THIS SHEET AND THE SPECIFICATIONS.

PAYMENT SHALL BE MADE UNDER ITEM FOR AGGREGATE

FILLED UNDERDRAIN.

AGGREGATE FILLED UNDERDRAIN

FILTER

FABRIC

HARDWARE CLOTH UNDERDRAIN PIPE

FILTER FABRIC

LIMITS OF TYPE A-1 SPECIAL UNDERDRAIN OUTLET

FILL

MATERIAL

UNDERDRAIN PIPE

VARIABLE FILL SLOPE

SLOPE

PAVED

HEADWALL

DETAILS OF SPECIAL UNDERDRAIN OUTLET TYPE A-1

CONCRETE

PAVEDSLOPE

HEADWALL

UNDERDRAIN

PIPE

DETAILS OF TRANSVERSE BENCHES AND UNDERDRAIN

SUBGRADE

PROFILE GRADE

EXISTING GROUND

1:1 MAX SLOPE

LIMITS OF

4:1 SLOPE

OR GREATER

PIPE UNDERDRAIN OR

AGGREGATE FILLED

UNDERDRAIN (TO BE

PLACED AFTER BENCHING

AND PRIOR TO PLACEMENT

OF NORMAL EMBANKMENT)

ROCK OR STABLE

MATERIAL LINE1:1 MAX SLOPE

REQUIRED EMBANKMENT

EXISTING GROUND

OR GREATER

4:1 SLOPE

MATERIAL LINE

ROCK OR STABLE

1:1 MAX SLOPE

PIPE UNDERDRAIN OR AGGREGATE

FILLED UNDERDRAIN (TO BE PLACED

AFTER BENCHING AND PRIOR TO

PLACEMENT OF NORMAL EMBANKMENT)

DETAILS OF LONGITUDINAL BENCHES AND UNDERDRAIN

AT GRADE POINTS.

SEE SPECIAL DRAWING FOR DETAILS OF UNDERCUTTING4.

DETAILS OF SLOPE

PAVED HEADWALL

CL

10' MIN.

OF EXPECTED SEEPAGE AS DIRECTED BY THE ENGINEER.

10' MIN.

NON-PERFORATED

FIRST BENCH

MI

N.

GENERAL NOTES

3'-0"

1'-6"

10' MIN. NON-PERFORATED

4"

3'-0"

4"

12"

1'-6"

4"

2'

MI

N.

" MESH 10' MIN. PERFORATED

2'

MI

N.

lower drain.

to the top elevation of the

upper drain should extend

Bottom elevation of the

NORMAL EMBANKMENT

MATERIAL

EMBANKMENT

UNDERDRAIN UNDER HEAVY

AND TRANSVERSE BENCHES AND

SPECIAL DETAILS LONGITUDINAL

on 11-08-12 by J.F.T.

Longitudinal Benches and Underdrain

the "Details of the Transverse and

elevation of the lower drains in both

drains should extend to the top

The bottom elevation of the upper2.

by J.F.T.


L.V.S.

03-11-91 BUD-210 1106

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

D*

4"

(SEE NOTE #6)

16" SOLID SOD

(SEE NOTE #6)

16" SOLID SO

D BACK SLOPE

FRONT SLOPE

TOE WALL

TO FIT SLOPET

O FIT SLOPE

3'

R

3' R

BELOW FOR "D".

FRONT SLOPE. SEE TABLES

DEPTH (D) DETERMINED BY

*

TO FIT SLOPE TO FIT SL

OPE

3'

R

3' R

4"

(SEE NOTE #6)

16" SOLID SOD

TOE WALL

SIDE DITCH MEDIAN FLUME

(SEE NOTE #6)

16" SOLID SOD

4"4"

TOP OF SUBGRADE

TO BE FORMED

THESE SURFACES NOT

CROSS SECTION OF TOE WALL

3'-0"

D=12"

2:14:1

TO BE NECESSARY.

WIDE DITCH WITH A DEPTH OF 12" IS DETERMINED

4:1 FRONT SLOPE AND 2:1 BACK SLOPE. A 3'-0"GIVEN:

SOLUTION:

NOTE:

EXAMPLE FOR COMPUTING CONCRETE QUANTITIES

30 FEET. CONTRACTION JOINTS SHALL BE MADE WITH AN APPROVED MARKING TOOL.

BE AS APPROVED BY THE ENGINEER; HOWEVER CONTRACTION JOINT SPACING SHALL NOT EXCEED

80 FEET AND AT RIGID FIXED OBJECTS. CONSTRUCTION AND CONTRACTION JOINT SPACING SHALL

EXPANSION JOINT " WIDE SHALL BE PROVIDED WHEN THE LENGTH OF FLUME OR DITCH EXCEEDS

HYDRAULICS AND BE AESTHETIC.

IT IS DESIRABLE FOR WIDTH OF DITCH TO MATCH WIDTH OF STRUCTURE OPENING TO INSURE PROPER

WHERE PAVED DITCHES OR FLUMES ADJOIN DRAINAGE STRUCTURES WITH FLARED WINGS OR HEADWALLS,

ON STEEP SLOPES ADDITIONAL TOE WALLS MAY BE REQUIRED IF DIRECTED BY THE ENGINEER.

EROSION CONTROL WHEN PROVIDED IN PLAN QUANTITIES.

SOLID SOD MAY BE PLACED AT SHOWN LOCATIONS AS DEEMED NECESSARY BY THE ENGINEER FOR

1.

2.

3.

4.

5.

6.

GENERAL NOTES

BOTTOM WIDTH

1' 2' 3' 4' 5' 6' 7' 8'

.012 .024 .036 .048 .060 .072 .084 .096

6:1

6"

6.08' .073

3.04' .036

12"

6"

6.18'

4.12'

2.06'

.074

.049

.025

4:1

3:1

18"

12"

6"

6.32'

4.74'

3.16'

1.58'

.076

.057

.038

.019

2:1

30"

24"

18"

12"

6"

6.71'

5.59'

4.47'

3.35'

2.24'

1.12'

.080

.067

.054

.040

.027

.013

66"

60"

54"

48"

42"

36"

30"

24"

8.49'

7.78'

7.07'

6.36'

5.66'

4.95'

4.24'

3.54'

2.83'

.102

.093

.085

.076

.068

.059

.051

.042

.034

1:1

18"

12"

6"

2.12'

1.41'

0.71'

.025

.017

.008

SLOPE "D"LENGTH

SLOPE

OF TRANSPORTATION SPECS.

EXPANSION JOINT MATERIAL SHALL MEET THE REQUIREMENTS OF SECTION 832.01 ALABAMA DEPARTMENT

6'-0" MAX 1'-0" MIN

24" MIN (LOWER END OF FLUME)

12" MIN (UPPER END OF FLUME)

MIN

6"

LIN FT OF DITCH.

+ 0.036 CU YD (DITCH BOTTOM) = 0.112 CU YDS PER

0.049 CU YD (FRONT SLOPE) + 0.027 CU YD (BACK SLOPE)

FROM TABLES -

/SLOPE

CU YD CONC

12" MAX

18" MAX

24" MAX

36" MAX

72" MAX

CU YDS CONCRETE PER FT BOTTOM WIDTH

3'-0" MIN

(SEE NOTE #6)

16" SOLID SOD

= CU YDS PER LIN FT OF FLUME

(0.012 CU YD) x (FLUME WIDTH IN FT)

NOTE: FOR CONCRETE QUANTITIES USE -

MEDIAN FLUMES) PER CU YD AS SET FORTH IN THE PLANS OR AS DIRECTED BY THE ENGINEER.

PAYMENT FOR PAVED DITCHES WILL BE MADE UNDER THE ITEM OF SLOPE PAVING (FOR PAVED

0.012 CU YDS CONCRETE PER FT OF DITCH WIDTH.

THESE QUANTITIES ARE COMPUTED BY USING

DETAILS OF PAVED DITCHES AND FLUMES

Redrawn on CADD 09-22-92 by C. J. S.1.

L.V.S.

03-22-89 D-614 1110

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

with Ls/4 Protection

Height

0

Ls/4Estimate Volume

0

61

136

224

325

441

569

712

868

1037

1220

1416

1626

1850

2088

2338

2603

2881

3172

3477

3795

0

218'7.6"

440'05"

710'9.7"

954'9.9"

1304'38"

1641'57"

2124'22"

2804'21"

3932'46"

5035'23"

6305'07"

9000'

0

75

167

275

400

542

700

875

1067

1275

1500

1742

2000

2275

2567

2875

3200

3542

3900

4275

4667

218'7.6"

710'9.7"

1300'15"

1641'57"

2124'27"

2804'21"

3933'32"

5035'39"

6305'07"

9000'

440'04.7"

954'06"

237

386

554

742

950

1177

1424

1691

1978

2284

2611

2957

3323

3708

4114

4539

4984

5449

5933

218'7.6"

710'9.7"

1300'15"

1641'57"

2124'30"

2804'21"

5034'56"

6305'07"

9000'

440'03.5"

109

954'09.9"

3933'24.6"

To

p of

Riprap

w/

Filter

Blan

ket

Toe

of

Slo

pe

(1: 1)

Toe

of

Slo

pe

on

Riprap (1: 1)

Edge

of

Riprap

w/

Filter

Blan

ket

11'1: 1

1: 1

"w"

Heig

ht

CL Spur Dike

Natural Ground

Natural Ground

Top Riprap

Flood Stage

(High Water Line)

See Note #11

See Note #12

See Note #14

SECTION "A-A"

NOTES

be measured along this line.

Quantity for Filter Blanket to

X Axis

f

Y Axis

"w"W.P. #1

(Coordinates "Y" - See Tables)

Total Y = 0.4 Ls

2 X

Ls

2

2Y = (0.4 Ls) 1 -

a

0

1406'14.28"

2702'05.30"

3810'23.30"

4729'41.07"

5517'08.82"

6155'39.08"

6747'59.51"

7318'02.72"

7902'14.50"

8230'29.14"

8521'23"

9000'00"

0

1406'14.29"

2702'08.14"

3810'23.30"

5517'08.82"

6155'39.05"

7318'02.72"

7902'17.44"

8230'40.52"

8521'23"

9000'00"

4729'30"

6747'56"

0

1406'14.29"

2702'12.4"

3810'23.30"

5517'08.8"

6155'39.05"

7318'02.7"

7901'59.76"

8230'36.26"

8521'23"

9000'00"

4729'41"

6747'51.08"

X Axis

Angle a

a

f

Hig

h

Water

Lin

e

Hig

h

Water

Lin

e

High Water Line

|

Spur

Dik

e

Toe of Roadw

ay S

lopes

Toe of Roadway Slopes

T

oe of Slope (1 :

1)

f

f

f

f

f

f

f

f

f

f90

11'

Edge of

Riprap

w/

Filter

Blanket

Edge of Riprap w/ Filt

er

Blanket

Toe of Slo

pe

on

Riprap

w/ Filter

Blanket (1 :

1)

Toe

of Slo

pe (1 :

1)

C Spur

Dike

L

"A"

"A"

FLOW

FL

OW

FL

OW

C Spur

Dike

L

11'

w/ Filt

er Bla

nket

Limits

of Ripr

ap

Toe of

Slope (

1

: 1)

Ls/4

Ls/4

Top

Dik

e

Base

Lin

e

Y Axis

TYPICAL DIKE LAYOUT

Roadway Shoulder

Slope

Slo

pe

Slo

pe Intersectio

n Line

Vegetative Cover

Sprigging / Sodding

13. See Special Drawing RR-610 for details at bridge ends.

f

(Berm)

Toe

of

Slo

pe

Lan

d

Sid

e

(a.) Stream side toe of slope and edge of riprap where required.

(b.) Front and back shoulder line of dike for berm width.

(c.) Set land side toe of slope.

(Ls/4)

w/ Filter Bla

nket

Limits of Riprap

Spur

Dik

e

Shoulder

Lin

e

FLOW

FLO

W

FL

OW

BridgeShoulder

Roadway

Roadway Slope

Toe of

SITE DETAILNo Scale

0

46.64

103.98

171.26

248.48

337.17

435.03

544.36

663.63

792.84

932.76

1082.61

1243.17

1414.43

1596.39

1787.53

1990.14

2202.68

2425.17

2658.36

2901.49

025' (7.62 m)

1' (0.30 m)

2' (0.61 m)

3' (0.91 m)

4' (1.22 m)

5' (1.52 m)

6' (1.83 m)

7' (2.13 m)

8' (2.44 m)

9' (2.74 m)

10' (3.05 m)

11' (3.35 m)

12' (3.66 m)

13' (3.96 m)

14' (4.27 m)

15' (4.57 m)

16' (4.88 m)

17' (5.18 m)

18' (5.49 m)

19' (5.79 m)

20' (6.10 m)

Coordinates

"X" "Y"

10' (3.05 m)

20' (6.10 m)

30' (9.14 m)

40' (12.19 m)

50' (15.24 m)

60' (18.29 m)

70' (21.33 m)

80' (24.38 m)

90' (27.43 m)

95' (28.96 m)

98' (29.87 m)

100' (30.48 m)

40.00' (12.19 m)

39.80' (12.13 m)

39.19' (11.95 m)

38.16' (11.63 m)

36.66' (11.17 m)

34.64' (10.56 m)

32.00' (9.75 m)

28.57' (8.71 m)

24.00' (7.32 m)

17.44' (5.32 m)

12.49' (3.81 m)

7.96' (2.43 m)


Height

0

Ls/4Estimate Volume

0 0 0

f

0

57.34

127.68

210.25

305.82

414.39

535.19

668.99

815.78

974.81

1331.85

1529.11

1739.36

1962.61

2198.10

2446.58

2708.05

2981.76

3268.47

3568.18

0

1' (0.30 m)

2' (0.61 m)

3' (0.91 m)

4' (1.22 m)

5' (1.52 m)

6' (1.83 m)

7' (2.13 m)

8' (2.44 m)

9' (2.74 m)

10' (3.05 m)

11' (3.35 m)

12' (3.66 m)

13' (3.96 m)

14' (4.27 m)

15' (4.57 m)

16' (4.88 m)

17' (5.18 m)

18' (5.49 m)

19' (5.79 m)

20' (6.10 m)

Coordinates

"X" "Y"

50' (15.24 m)

75' (22.86 m)

100' (30.48 m)

125' (38.10 m)

50.00' (15.24 m)

49.75' (15.16 m)

48.99' (14.93 m)

47.70' (14.54 m)

45.83' (13.97 m)

43.30' (13.20 m)

40.00' (12.19 m)

35.71' (10.88 m)

30.00' (9.14 m)

21.79' (6.64 m)

15.61' (4.76 m)

9.95' (3.03 m)

31.25' (9.53 m)

1146.83

25.0' (7.62 m)

37.5' (11.43 m)

12.5' (3.81 m)

62.5' (19.05 m)

87.5' (26.67 m)

112.5' (34.29 m)

118.75' (36.20 m)

122.5' (37.34 m)


Height

0

Ls/4Estimate Volume

0 0 0

f

0

83.34

181.20

295.12

423.56

567.30

726.33

899.88

1746.29

1996.25

2260.79

2540.62

2834.97

3145.38

3470.31

3810.54

4166.06

4536.10

0

1' (0.30 m)

2' (0.61 m)

3' (0.91 m)

4' (1.22 m)

5' (1.52 m)

6' (1.83 m)

7' (2.13 m)

8' (2.44 m)

9' (2.74 m)

10' (3.05 m)

11' (3.35 m)

12' (3.66 m)

13' (3.96 m)

14' (4.27 m)

15' (4.57 m)

16' (4.88 m)

17' (5.18 m)

18' (5.49 m)

19' (5.79 m)

20' (6.10 m)

Coordinates

"X" "Y"

60' (18.29 m)

90' (27.43 m)

120' (36.58 m)

150' (45.72 m)

60.00' (18.29 m)

59.70' (18.20 m)

58.79' (17.92 m)

57.24' (17.45 m)

54.99' (16.76 m)

51.96' (15.84 m)

48.00' (14.63 m)

42.85' (13.06 m)

36.00' (10.97 m)

26.15' (7.97 m)

18.74' (5.71 m)

37.5' (11.43 m)

1512.29

1088.73

1292.86

15' (4.57 m)

30' (9.14 m)

45' (13.72 m)

75' (22.86 m)

105' (32.00 m)

135' (41.15 m)

142.5' (43.43 m)

147' (44.81 m) 11.94' (3.64 m)

on | Spur Dike.

from W.P. #2 to point

Angle and distance

Distance

"Ls" = 150' (45.72 m)

"Ls" = 125' (38.10 m)

"Ls" = 100' (30.48 m)

100.00' (30.48 m)

No Scale

No Scale

Materials and Tests Bureau.

Excavation may be included as directed by the Engineer and/or

Roadway Excavation or Borrow. Removal of Topsoil, Undercutting and/or Muck

14. Unclassified Excavation and/or Fill for this construction will be included in

bridge same except opposite hand.

15. Dikes to be installed on upstream side of bridge only. Dike at other end of

and vegetative cover.

16. Where riprap is not required, surface shall be covered with sprigging/sodding

Payment will be made per Sq. Yd.

12. Required Polymeric Filter Fabric Blanket or 6" (0.15 m) Aggregate Filter Blanket.

(Ls/4 x 2) of the spur dike length (Ls).

one-fourth (1/4) on the back side (Ls/4), and one-half (1/2) on the front side

10. The limits of riprap protection with filter blanket should be approximately

will permit.

6. Keep trees as close to the toe of spur dike embankments as construction

upstream side of approach embankments and near spur dikes.

7. Do not allow the cutting of channels or the digging of borrow pits along the

Engineer so no ponding will occur behind dike.

8. On the back side of the spur dike, the area should be site graded by the

dike may be necessary.

when one of the banks is high and well defined. In these cases, only one spur

9. In some cases, only one approach will cut off the overbank flow. This is common

table and set:

5. At each point thus obtained on | Spur Dike, turn corresponding angle " " from

establish points on | Spur Dike.

the base line through these divisions, measure corresponding "Y" coordinates to

4. Divide the base line into ten equal parts ("X" Coordinates). At right angles to

given in tables for "X" = 0 to established W.P. #2, the zero of the dike base line.

3. Measure back from W.P. #1 parallel to roadway center line the distance "Y"

roadway shoulder where the | Spur Dike intersects shoulder line.

2. a) For dike with berm at shoulder grade, establish W.P. #1 at the point on

Dike which is at the given berm elevation.

the point on the intersection of the roadway side slope and the | Spur

b) For dike with berm at a grade below shoulder line, establish W.P. #1 at

Ls=125' (38.10 m)

R=6' (1.83 m)

Ls=150' (45.72 m)

R=7.5' (2.29 m)

Ls=100' (30.48 m)

R=6' (1.83 m)

Ls=150' (45.72

m)

Ls=125' (3

8.10

m)

| Spur

Dik

e

Ls=10

0' (30.48

m)

(3.35 m)

[45.72 m]

[38.10

m]

[30.48 m]

W.P. #2 (Ls = 15

0')

W.P. #2 (Ls = 12

5')

W.P. #2 (Ls = 10

0')

60.00' (18.29 m)

61.56' (18.76 m)

66.00' (20.12 m)

72.81' (22.19 m)

81.39' (24.81 m)

91.24' (27.81 m)

102.0' (31.09 m)

113.41' (34.57 m)

125.28' (38.19 m)

137.51' (41.91 m)

143.73' (43.81 m)

147.48' (44.95 m)

150.00' (45.72 m)

50.00' (15.24 m)

51.30' (15.64 m)

55.00' (16.76 m)

60.68' (18.50 m)

67.83' (20.67 m)

76.03' (23.17 m)

85.00' (25.91 m)

94.51' (28.81 m)

104.40' (31.82 m)

114.59' (34.93 m)

119.77' (36.51 m)

122.90' (37.46 m)

125.00' (38.10 m)

40.00' (12.19 m)

41.04' (12.51 m)

43.99' (13.41 m)

48.54' (14.79 m)

54.26' (16.54 m)

60.83' (18.54 m)

68.00' (20.73 m)

75.61' (23.05 m)

83.52' (25.46 m)

91.67' (27.94 m)

95.82' (29.21 m)

98.32' (29.97 m)

(4.17 cm/m) 2' (0.6

1 m)

(3.35 m)

4' [1.22 m] (See Note #10)

(3.35 m)

Specifications For Highway Construction.

1. Specifications: Current Alabama Department of Transportation Standard

100 Ft [30.48 m] Dike (Ls = 100' [30.48 m])

R = 6 Ft [1.83 m]

"w" = 12 Ft [3.66 m] (Berm Width)

Cu Yds Cu Meters

125 Ft [38.10 m] Dike (Ls = 125' [38.10 m])

"w" = 12 Ft [3.66 m] (Berm Width)

Cu Yds Cu Meters

150 Ft [45.72 m] Dike (Ls = 150' [45.72 m])

"w" = 15 Ft [4.57 m] (Berm Width)

Cu Yds Cu Meters

"/Ft

Co

ordin

ates "X

" S

ee

Tables (

Max "L

s")

See Note No 13

BRIDGE

R = 7.5 Ft [2.29 m]

R = 6 Ft [1.83 m]

riprap along side fill slope.

of Bridge plans for hydraulic data, riprap class, thickness, and top elevation of

11. Normal Class 2 Riprap - min. thickness = 2 ft (0.61 m). See General Plan and Elevation

PLAN FOR EARTH SPUR DIKE

L.V.S.Chris Smith

May 8, 1992 E.S.D.-1 1121

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

SELECTED UNCLASSIFIED EXCAVATION WITHOUT STONES OR ROOTS

UNCLASSIFIED EXCAVATION OR BORROW

SOIL ZONE

RESIDUAL CLAY

ROC

K

CA

VER

NO

US

BE

DDI

NG PL

ANE

SOL

UTI

ON C

HA

NNEL

GENERAL NOTES

1. CONSTRUCTION SEQUENCE SHALL BE AS REQUIRED IN SECTION 224 OR AS DETERMINED BY THE ENGINEER.

MORTAR FLOWABLE BACKFILL MIXTURE

ROCK & CEMENT

4. UNCLASSIFIED EXCAVATION OR BORROW SHALL BE PLACED AND PAID FOR IN ACCORDANCE WITH SECTION 210.

3. ROCK & CEMENT MORTAR FLOWABLE BACKFILL MIXTURE LIMITS SHALL BE DETERMINED BY THE ENGINEER

LIME SINKS WILL BE PAID FOR UNDER THE ITEM LIME SINK EXCAVATION.

ALL MATERIAL REQUIRED TO BE REMOVED WITHIN THE LIMITS OF THE

2. LIMITS OF THE EXCAVATION SHALL BE DETERMINED BY THE ENGINEER.

SPECIAL LIME SINK TREATMENT

Drawing on 01-15-13 by B.W.M.

Modified Note Nos. 1 through 5 and3.

old Note No. 6 on 06-05-03 by W.W.A.

Deleted Note No. 5; replaced it with2.


L.V.S.

3-31-78 LS-224 1125

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

A

A

NO SCALE

FACE OF ROCK

RE-BAR HEX NUT

OR

EQ

UA

L)

RE

SI

N

ROCK

FACE OF ROCK

CONCRETE BLANKET

RE-BAR HEX NUT

NO SCALE

OR

EQ

UA

L)

PI

GT

AI

L

CE

NT

ERI

NG

RI

NG

ROCK

GROUT TUBE

RE-BAR HEX NUT

FACE OF ROCK

KE

Y

HO

LE

ST

EE

L

BE

ARI

NG

SE

AL

PR

E-

ST

RE

SS

ED

HO

LL

OW

GR

OU

TA

BL

E

"R

E-

BA

R"

OR

EQ

UA

L

EX

PA

NSI

ON

AN

CH

OR

GROUT TUBE

ROCK

GROUT RETURN

NO SCALE

EDGE OF WIRE MESH

WIRE MESH

ANCHOR BOLT ASSEMBLIES

TOE OF CUT

TOP OF CUT

SECTION "AA"

SECTION "AA"

SECTION "AA"

5'-6"

MI

N.

BE

ARI

NG

PL

AT

E (

A588

OR

A242)

WA

SH

ER (

A588

OR

A242)

(A563 GRADE C3 OR DH3)

MIN.


PL

AT

E (

A588

OR

A242)

WA

SH

ER (

A588

OR

A242)

BE

ARI

NG

PL

AT

E (

A588

OR

A242)

PL

AT

E

WA

SH

ER (

A588

OR

A242)

MIN.


WILLIAMS HOLLOW CORE SYSTEM

TWO TUBE SYSTEM

(4" x 4" W2.9)

1"

3" 0 WEEP HOLE

3"

MIN.

1" 1"

" x 6" x 6"

ST

EE

L

PL

AT

E

" x 6" x 6"

ST

EE

L

" x 6" x 6"

ST

EE

L

1" o

DE

FO

RM

ED

RE

BA

R

1" o

RO

D -

WI

LLI

AM

S

3"

1"1"

WIRE MESH (4" x 4" x W2.9)

" x 6" x 6"

ST

EE

L

" x 6" x 6"

ST

EE

L

PL

AT

E

3"

1" 1"


1" o

DE

FO

RM

ED

RE

BA

R

AN

CH

OR

RO

D (

A615

GR

AD

E 60

AN

CH

OR

RO

D (

A615

GR

AD

E 60


FACE OF PNEUMATIC

GROUT RETURN VENT OR TUBE

FIRST LAYER PNEUMATIC

CONCRETE BLANKET

PNEUMATIC CONCRETE

FACE OF PNEUMATIC

CONCRETE BLANKET

EDGE OF PNEUMATIC CONCRETE


CONCRETE BLANKET

PNEUMATIC CONCRETE

FACE OF PNEUMATIC

CONCRETE BLANKET

PNEUMATIC CONCRETE


CONCRETE BLANKET

ALL REFERENCES TO PNEUMATIC CONCRETE BLANKET ALSO WILL APPLY TO SHOTCRETE

CONCRETE MIX (SECTION 571) IF CALLED FOR IN THE PLANS AND SPECIFICATIONS

AS PER THE BUREAU OF MATERIALS AND TESTS RECOMMENDATION.

* NOTE:

*

*

*

*

*

*

*

*

*

*

DETAILS OF PNUEMATIC BLANKET

NOTE: 3" o WEEP HOLES SPACED AS DIRECTED BY THE ENGINEER

(TO BE USED AT LOCATIONS AS DIRECTED BY THE ENGINEER)

*

ALTERNATE NO 1

GROUT SYSTEM

RESIN OR PRE-MEASURED

ALTERNATE NO 3

12' MIN

12' MIN

ALTERNATE NO 2

10' MIN

5'-6" MAX

BOLT ASSEMBLIES

INSTALLATION OF ANCHOR

AND ALTERNATES FOR

PNEUMATIC CONCRETE BLANKET

08-04-06 W.W.A.

use of SHOTCRETE Concrete Mix

Adjusted note to reference the2.

by J.F.T.


L.V.S.

12-16-87 PCB-217 1129

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

BE INCLUDED IN THE PROJECT PLANS FOR CONTROL

ROADWAY PERSPECTIVE

METHOD OF HANDLING AND PLANTING WILLOW CUTTINGS

IN GROUND BY HAND. IF SOIL IS HARD A DIBBLE OR PLANTING BAR SHALL BE USED AS SHOWN ABOVE.

SPOT PLANTING

1. PLANTINGS SHALL BE ADJUSTED ON SITE TO AVOID CONFLICT WITH ROCK OUTCROPPINGS

AND OTHER OBSTRUCTIONS. THE INSPECTING ENGINEER WILL DIRECT PLACEMENT OF

ALL PLANTINGS.

STAKES FOR IDENTIFYING LOCATIONS OF SEEDLINGS AND

THE AREA PERIMETER OF SEEDLINGS AND SMALL PLANT BEDS SHALL BE DELINEATED BY THE

PLANT GROUP TO ALERT EQUIPMENT OPERATORS OF THEIR LOCATIONS. COST OF THE

SUCH AS CEDAR, WILL REQUIRE TIEING

ABOVE LOWEST BRANCHES

WHEN DIRECTED.

SHALL BE PRUNED AS

DIRECTED FOLLOWING

MODERN HORTICULTURAL

PRACTICES

LOWEST MAIN

BRANCHES

NAIL STAPLE

FOR STAKES SEE CHART

UPPER RIGHT

TREE TRUNK WRAPPED

GRADE

MU

LC

H

SINGLE SLANT STAKE

FOR B & B TREES AND LOW

FOR STAKE SIZES

EARTH

BALL

HOSE

BACKFILL MIX

BELOW TREE PIT

BALLED AND BURLAPPED AND

BARE ROOT TREES

METHOD OF PLANTING

BALLED AND BURLAPPED (B & B)

SHRUBS

METHOD OF PLANTING

METHOD OF HANDLING AND PLANTING PINE SEEDLINGS

GRADE

MULCH

BERM

BACKFILL MIX

HEELING IN

1. DIG V-SHAPED TRENCH

PLACE.

IN SOIL AND FIRM

WITH FEET.

IN BUCKET OF MOIST

SAWDUST COVERING

ROOTS.OUT.

CORRECT AND INCORRECT DEPTHS

CORRECT

SAME DEPTH

AS NURSERY

INCORRECT

TOO DEEP

ROOTS BENT

INCORRECT

TOO SHALLOW

ROOTS

EXPLOSED

DIBBLE PLANTING

DIBBLE OR

PLANTING BAR

1. INSERT DIBBLE

AT ANGLE AND

2. REMOVE DIBBLE

AND PLACE SEED-

TREE HEIGHT

LINER SIZE

TREE DIAMETER STAKE HEIGHT

ABOVE GROUND

"

"

"

STAKE SIZENO STAKES

PER TREE

MIN DEPTH

DRIVEN

1

1

1

2

4

24"

24"

24"

36"

REMARKS

TREE STAKE (SIZE) CHART

18"

VA

RI

AB

LE

VA

RI

AB

LE

BE

BM

VARIABLE

18"

18" VARIABLE

MIN

DETAIL OF PLANT PITS

FOR SPOT PLANTING

LOAMY PLANT TOP SOIL

DEPRESSION TO RETAIN

RAINWATER

ONE ROW AT

TOE OF SLOPE

WASTE MATERIAL

TAKEN FROM PITS

BACKSLOPE

12"

12"

VARI

ABLE

VARI

ABLE

4. 5. 6.PUSH DIBBLE

FORWARD FIRMING

SOIL AT TOP OF

ROOTS

INSERT DIBBLE

HOLE

PUSH FORWARD

THEN PULL BACKWARD

FILLING HOLE.

FILL IN LAST HOLE

WITH HEEL.

FIRM SOIL

PULL HANDLE TOWARD

PLANTER FIRMING

SOIL AT BOTTOM OF

ROOTS.

7. 8.

HANDLE

AND PULL

2. PLACE SEEDLINGS

ALONG3. FILL AND

PACK ROOTS

4. FINISH FILLING IN SOIL

AND FIRM WITH HEEL5. FIRM AROUND SEEDLINGS

WITH FEET

AS DIRECTED BY ENGINEER

TO OUTLINE BED AREA

STAKE SIZES ARE NOMINAL

FOR ALL TREE STAKES.

BURLAP OR TREE WRAPPING

PAPPER, ALL SUBJECT TO

APPROVAL OF THE ENGINEER

STAKING AND WRAPPING

IMMEDIATELY FOLLOWS

PRUNING.

STAKES AND THEIR PLACEMENT SHALL BE INCLUDED IN THE CONTRACTORS UNIT PRICE

BID FOR SEEDLINGS OR SMALL PLANTS.

LOAMY TOPSOIL FOR BACKFILLING PLANT PITS

(PREPARED PLANT TOPSOIL)

GENERAL NOTES

3. INSERT DIBBLE

FROM SEEDLING

HANDLING SEEDLINGS IN FIELD

CERTAIN TREES WITH LOW BRANCHES,

CORRECTINCORRECT

WITH FEET.

50MM FROM LAST

IN MOIST SANDY

VA

RI

AB

LE

18" TO 30"18" 1" x 2"

2" x 2"

3" x 3"

2/3 HT OF TREE

A - FOUR PARTS LOAMY TOP SOIL - AS PROVIDED BY SPECIFICATIONS.

TREE WRAPPING - DOWWAX OR

BRACING

SEE CHART UPPER RT

BARE ROOT (B.R.)

OTHER SMALL PLANT GROUPS

2. BREAK BUNDLES,

3. FILL IN LOOSE SOIL 4. COMPLETE FILLING

AND WATER WELL.

SPREAD EVENLY.

INHAND - ROOTS DRY

PUSH FORWARD

50MM

TOWARD PLANTER

9.

1. INSERT-LIFT

MATTOCK PLANTING

NOTE: THE INTENTION OF THIS SKETCH IS TO

OF PLANTING LAYOUTS AND CONSTRUCTION. IN ALL

CASES NATURAL OR PLANTED TREES SHALL BE A

THE ENGINEER (AREAS FOR PLACEMENT OF PLANTS ARE SHOWN ON THE PLANS.)

THE EXCAVATION AND BACKFILL SHALL BE INCREASED AS DIRECTED BY

WITH LOAMY TOPSOIL. WHEN VERY POOR OR ROCKY SOIL IS ENCOUNTERED,

AS DIRECTED BY THE ENGINEER. THE HOLES SHALL BE BACKFILLED

SHOW GENERAL DESIGN REQUIREMENTS ONLY. SPECIFIC

DESIGN REQUIREMENTS FOR EACH PROJECT WILL

PATTERN ALONG THE SLOPE SHOWN ON THE PLANS AND/OR

LING PROPER DEPTH.

-

BY STAM PING

WILLOW CUTTINGS SHALL BE FROM 12" TO 18" IN LENGTH AND IF SOIL IS SUFFICIENTLY SOFT MAY BE FORCED

SURFACE OF THE SLOPE. PLANTINGS SHALL BE MULCHED WITH ONE TO TWO INCHES OF MATERIAL.

NOT MORE THAN THREE INCHES OF THE WILLOW CUTTING SHALL BE ALLOWED TO REMAIN ABOVE THE

6" 6"

DEEP AND 12" IN DIAMETER SPACED IN AN IRREGULAR

VINES, ROSES AND GROUND COVER SHALL BE PLANTED IN HOLES 12"

3' TO 8'

8' TO 10'

10' TO 14'

TO 2"

TO 2"

2" TO 3"

4" TO 5"

5" AND LARGER

6"

1" x 1"

1" x 1"

USE OF 1" X 2" X 18" WOODEN ENGINEERING STAKES PLACED 6" OR MORE FROM

PLANT STEMS, AND DRIVEN APPROXIMATELY 6" INTO THE GROUND. A SUFFICIENT

10" - 18"

4"

+

"," OR

" HOSE

4"","

OR "

6" 6"

6" SOIL LOOSENED

MINIMUM DISTANCE OF 35' FROM EDGE OF PVMT.

B - ONE PART PEAT OR HULLS, SAWDUST, OR DECOMPOSED STABLE MANURE.

C - TO EACH CUBIC METER THEREOF SHALL BE ADDED BY MIXING 8 LBS OF 8-8-8

APPROXIMATELY 2" OF COMPRESSED MULCH

COMMERCIAL FERTILIZER AND 5 LBS OF AGRICULTURAL LIMESTONE.

18"

MI

N

MIN

3'-0" MIN

MIN

AND OTHER TREES 3 FT TO 10 FT HIGH

HEADED TREES OF 2" DIA OR LESS

18"

MI

N10'

MA

X

MI

N

MIN

CO

MP

RE

SS

ED

AP

PR

OXI

MA

TE

LY 4"

OF

APP 4" OF COMPRESSED

3'-0" MIN 3'-0" MIN

MI

N

3'-0" MINV

AR

GUYED AS DIRECTED IN SPEC AND BY ENGINEER

NUMBER OF STAKES (AS DIRECTED BY THE ENGINEER) SHALL BE PLACED AT EACH BED OR

PLANTING AND STAKING

DETAILS FOR

by J.F.T.


L.V.S.

10-31-74 RP-660 1133

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

BRIDGE ADUTMENT

(SOLID CAP)

REQUIRED FILTER BLANKET

SEE NOTE NO. 3

BERM

BL

AN

KE

T

US

ED)

BL

AN

KE

T

US

ED)

REQUIRED LOOSE RIPRAP

SEE NOTE NO. 2

*

NATURAL GROUND LINE

QUANTITY FOR FILTER BLANKET

PAYMENT TO BE MEASURED

ALONG THIS LINE

BOTTOM OF RIPRAP

SECTION A-A


SEE NOTE NO. 3

(PA TYPE - NO BACKWALL)

BRIDGE ABUTMENT

BERM

SEE NOTE NO. 2

REQUIRED LOOSE RIPRAP,

ALONG THIS LINE



NATURAL GROUND LINE

*

BOTTOM OF RIPRAP

SECTION A-A

* NOTE:

FOR APRON LENGTHS AT BEGIN AND END OF BRIDGE.

ENCASEMENT BELOW CAP)

BRIDGE ABUTMENT (W/PILE


SEE NOTE NO. 3

SECTION A-A

BL

AN

KE

T

US

ED)

BERM

BL

AN

KE

T

US

ED)

SEE NOTE NO. 2

REQUIRED LOOSE RIPRAP

*

NATURAL GROUND LINE

ALONG THIS LINE



BOTTOM OF RIPRAP

*

REQUIRED LOOSE RIPRAP,

SEE NOTE NO. 2

NATURAL GROUND LINE

BOTTOM OF RIPRAP



ALONG THIS LINE


SEE NOTE NO. 3

SECTION B-B

NOTE: TWO (2) LANE CONDITION SHOWN. CONSTRUCT A FOUR (4)

SECTION A-A WITH THE TOP OF RIPRAP BEING THE SAME AS

FOR THE SIDE FILL SLOPES. THE PLACEMENT OF RIPRAP UNDER

THE DUAL BRIDGES AND AROUND THE ABUTMENT WINGS ADJACENT

1.

SEE GENERAL PLAN AND ELEVATION OF BRIDGE PLANS2.

ELEVATION OF RIPRAP ALONG SIDE FILL SLOPES, FILL

SLOPES IN FRONT OF ABUTMENT AND APRON LENGTH.

3.

SECTION A-A SHOWS DIFFERENT POSSIBLE ABUTMENT4.

ABUTMENT SECTION THAT IS IN THE CONTRACT PLANS.

NORMAL EDGE OF SHOULDER

NORMAL EDGE OF PAVEMENT

NORMAL EDGE OF PAVEMENT

NORMAL EDGE OF SHOULDER

C OF ROADWAY

BRIDGE ABUTMENT

TOE OF FILL

& NATURAL GROUND LINE

SEE GENERAL ELEVATION SHEET

OF BRIDGE PLANS

RIPRAP APRON

RIPR

AP

A

A

B

B

L

LANE CONDITION SIMILAR EXCEPT RIPRAP BETWEEN THE DUAL

BRIDGES SHALL BE PLACED ON THE FRONT FILL SLOPE TO MATCH

TO THE MEDIAN SHALL BE FULL HEIGHT AS SHOWN FOR A TWO (2)

LANE CONDITION.

FOR HYDRAULIC DATA, RIPRAP CLASS, THICKNESS, TOP

SECTIONS. RIPRAP SHALL BE PLACED TO FIT THE

DETAIL OF RIPRAP @ BRIDGE ENDS

NOTES

1'-0" (I

F

FA

BRI

C

1'-0" (I

F

FA

BRI

C

SPECIFICATIONS FOR HIGHWAY CONSTRUCTION.

SPECIFICATIONS: CURRENT ALABAMA STANDARD

2'-0"

4'-0"

3'-0"

6" (I

F

AG

GR

EG

AT

ESLOPE TO DRAIN 1" PER FT.

OR 6" AGGREGATE FILTER BLANKET. PAYMENT

20'-0"(MIN)

SLOPE TO DRAIN 1" PER FT.

3'-0" 1'-0"

4'-0"

2'-0"

SLOPE TO DRAIN 1" PER FT.

2'-0"

6" (I

F

AG

GR

EG

AT

E

4'-0"

3'-0"

4'-0"

2'-0"

SEE BGN-1 NOTE NO. 12 ON THE GENERAL PLAN AND ELEVATION SHEET OF BRIDGE PLANS

REQUIRED GEOTEXTILE FILTER FABRIC BLANKET

WILL BE MADE PER SQUARE YARD.

TO BE USED AT BRIDGE ENDS

DETAIL OF RIPRAP

on 08-10-09 by W.W.A.

Updated to Geotextile Filter Fabric1.

9/16/93 RR-610 1137

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

16" 16"

CONCRETE SLOPE DRAINGROUND

NORMAL

TOE WALL

LIMI

TS O

F SL

OPE

DRAI

N

INLET

VARIES

SOLID SOD

SOLID SOD

SOLI

D SO

D

GROUND LINE

TOE WALL

SOLID SOD

NORMAL ROADWAY DITCH

FRONT SLOPE

4'-0"

"C"

"A"

SOLID SOD

PAVED SURFACE OF BERM DITCH

SLOPE

BACK SLOPE OF DITCH

SL

OP

E

DR

AI

N

"B"

SLOPE

SLOPE SLOPE

SL

OP

E

VARIES

INLET

"B"

"C"

"A"

"A"

"A"

5'-0"

C L

SOLID SOD

BERM DITCH WHEN USED

LIMITS OF SURFACE OR

GROUND

NATURALSOD

SOLID

SOD

SOLID

SO

LI

D

SO

D

DR

AI

N

DO

ES

NO

T

EM

PT

Y I

NT

O I

NL

ET.

NO

TE:

US

E

NO

RM

AL

SE

CTI

ON "

A-

A"

WH

EN

SLOPE

LINE OF BACK

CUT BACK SLOPE

SLOPE SAME AS

4'-0"

R

NOTE TO DESIGN ENGINEER:

C DRAINL

HE SHOULD TAKE APPROPRIATE ACTION.

THE SECTION NEEDS TO BE INCREASED OR DECREASED IN AREA,

SECTION "A-A". AND IN CASES WHERE BASED ON HIS JUDGEMENT

NOTE: THE PROJECT ENGINEER SHOULD GIVE SPECIAL ATTENTION TO

2'-0"

R

2'-0"

R

SECTION "C-C"

OR

DE

R

TO

FI

T I

NL

ET

S

AN

D

OT

HE

R

CO

NDI

TI

ON

S.

NO

TE:

THI

S 5'-0"

SE

CTI

ON

MA

Y

VA

RY I

N

1'-0" R

PLAN VIEW

NOT EMPTY INTO INLET

TOE TO BE USED WHEN DRAIN DOES

SECTION "B-B"

SECTION "A-A"

OF FLUMES AND SIDE DITCHES

CROSS SECTION OF TOE WALL AT ENDS

TO BE USED WHEN DRAIN EMPTIES INTO DROP INLET

ESTABLISH THIS DIMENSION IN THE FIELD.

TO BE DRAINED. PROJECT ENGINEER SHALL

NOTE: THIS DISTANCE VARIES ACCORDING TO AREA

1'-0" 1'-0"

OV

ER

AL

L

SL

OP

E 1"

1'-0"1'-0"

4"

4"

6"

1'-0"

4"

SLOPE DRAIN

6" AT ENTRANCE TO

SURFACE DITCH DEPRESSED

16" SOLID SOD

4"4"

8"

4"

DEPTH OF 8" DRAIN IS SUFFICIENT TO CONTAIN SUPERCRITICAL FLOW.

THE DEPTH OF THE DRAIN SHALL ALSO BE CHECKED TO ASCERTAIN IF

SLOPE OF AREA, AS WELL AS SLOPE OF THE PROPOSED DRAIN ITSELF.

TO AREA, TYPE OF SURFACE, MATERIAL OF EACH AREA TO BE DRAINED,

BOTTOM WIDTH OF DRAINS AS REQUIRED AT EACH LOCATION, ACCORDING

THE DESIGN ENGINEER WHEN SETTING UP SLOPE DRAINS SHALL COMPUTE

6"

6"

4"

1'-0"

1'-0"

3'-0

" SLOP

E DR

AIN

4" C

ONCR

ETE

4"

3'-0

"

1'-0" R

(SEE NOTE)

SECTION NO 2

THROUGH THIS CURVE SECTION.

RECOMMENDED IN THESE AREAS TO CONTAIN THE RUN OFF

WHERE A SHARP TURN IS NECESSARY. ADDITIONAL HEIGHT IS

SECTION NO 1 AND TO SECTION NO 2 IN PAVED DITCH FLUMES

NOTE: THE PROJECT ENGINEER SHOULD GIVE SPECIAL ATTENTION TO

MIN

1'-0"

VARIES

(SEE NOTE)

SECTION NO 1

1" PER FT

SLOPE

NOT GREATER THAN 20 FEET CENTER TO CENTER

LUGS WILL BE REQUIRED, SPACED AT DISTANCES

ON SLOPES STEEPER THAN 6:1, INTERMEDIATE

NOTE:

"SLOPE PAVING" (PER CU YD)

NOTE: CONCRETE SLOPE DRAINS WILL BE PAID FOR UNDER

2'-0" MIN

MIN

9"

MI

N

8"

MI

N

1'-0"

MIN

1'-0"

VARIES

CONCRETE SLOPE DRAIN

by J.F.T.


L.V.S.

8-11-81 SD-614 1141

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

WASTE FROM DITCH SECTION

NOT EXCAVATE DITCH BUT

CONSTRUCT DIKE FROM MATERIAL

TAKEN FROM OTHER SOURCES.)

SURFACE DITCHES OVER CUT

LAY OUT SURFACE DITCHES OR DIKES ON GRADE

CONTOURS FOLLOWING PRINCIPLE OF FARM TERRACES

AS FAR AS PRACTICAL.

USE A LEVEL IN STAKING OUT ALL SURFACE DITCHES.

WHERE PERMISSION CAN BE SECURED FROM ADJACENT

PROPERTY OWNERS, RUN SURFACE DITCHES BACK OFF

RIGHT-OF-WAY ON GRADE CONTOUR INTO INTERCEPTING

DRAINAGE.

DITCH AND WASTE BANK TO BE COVERED WITH EROSION

CONTROL NETTING AND GRASSED OR JUST GRASSED AS

DIRECTED.

MIN

ROADWAY

TERRACE BANK

SOD

TERRACE BANK

TERRACE GRADE

SLOPE TO CONFORM

WITH CUT BACKSLOPE "A"

"A"

SOD

TERRACE OUTLET

CHANNEL GRADE

FRONT ELEVATION

FLOW

DITCH GRADE

BA

NK

S

WA

TE

RW

AY

CH

AN

NE

L

SO

D

"B" "B"

"A"

"A"

TERRACE BANK

PLANSECTION "A-A"

SOD TO BE PLACED ON LEVEL CONTOUR

FLUSH WITH FINISHED CROSS SECTION

OF CHANNEL.

D = DEPTH OF FLOW VARIES

SLOPE TO FIT LOCAL CONDITIONS

"A"

"A"

PLAN

LEVELFLOW SLOPE

SOD

FLOW W

VA

RI

ES

FERTILIZER SHALL BE APPLIED IN ACCORDANCE WITH

SPECIFICATIONS OR SPECIAL PROVISIONS ACCOMPANYING

PROPOSAL AND PLAN ASSEMBLY FOR EACH INDIVIDUAL

PROJECT.

SECTION "B-B"

SHOWN ON SECTION "A-A". SOD BLOCKS TO BE

SECURELY TAMPED AND PEGGED IN MAXIMUM

SOLID SOD TERRACE OUTLET

W

(VARIES)

SECTIONAL ELEVATION

SOD FLUME

NOTE: ON SLOPES OF APPROXIMATELY 2:1 OR STEEPER, EROSION CONTROL

NETTING MAY BE USED IF DIRECTED BY THE ENGINEER TO ANCHOR THE SOD.

WHEN SO DIRECTED, NETTING USED AS DIRECTED SHALL BE PAID FOR AS

SPECIFIED.

SLOPE

THICK

(ON EASILY ERODED SOIL DO

(MIN)

3'-0"

D (

VA

RI

ES)

PLANS OR AS DIRECTED

DEPTH ACCORDING TO

SECTION "AA"

CROSS SECTION

FLUSH WITH FINISHED

SOLID SOD TO BE PLACED

BY STABILIZED GROUND BELOW

THESE POSITIONS TO BE PROTECTED

CL

TERRACE CHANNEL FLOW 3'-0"

FOR ALL TERRACES: PLACE 16" STRIPS AS

VERTICAL INTERVALS OF 2'-0".

10" (

VA

RI

ES)

2"

12" TO 18"

3'

3'3'

NOT LESS THAN 6' WHERE PRACTICAL

SOLID SOD 2" THICK

D + 12"

6' ROUNDED

MIN

2 x

W

AP

PR

OXI

MA

TE

LY

D + 18" MIN

AND SOD FLUMES

SOD TERRACE OUTLETS

by J.F.T.


L.V.S.

8-10-81 SS-654 1145

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

TREES THAT OCCUR IN CUTS SUCH AS SHOWN

BY THIS SKETCH SHALL BE PRESERVED ONLY

UPON THE APPROVAL OF THE STATE LANDSCAPE

ARCHITECT.

WELLS ARE TO BE CONSTRUCTED AS SHOWN, AUGMENTED BY

SPECIFICATIONS FOR TREE WELLS AND TREE ROOT PROTECTION

MATERIAL.

THE TOP OF THE TREE ROOT PROTECTION MATERIAL). REMAINING

PORTION OF WELLS AND WALLS SHALL BE CONSTRUCTED OF DRY

UNCOURSED RUBBLE MASONRY.

RUBBLE MASONRY WALL IS TO BE PLACED AS SHOWN, AUGMENTED

BY SPECIFICATIONS FOR TREE WELLS AND TREE ROOT PROTECTION.

WALLS ARE TO EXTEND FAR ENOUGH FROM CENTER OF TREE TO

AMPLY COVER THE ROOTS.

WELLS TO BE CIRCULAR, AND EQUAL

IN HEIGHT TO FILL AROUND TREE.

TOE OF FILL

ORIGINAL GROUND

TOPSOIL & EARTH

VARIABLE DEPTH

FINISHED SLOPE

ORIGINAL GROUND

TREE ROOT PROTECTION

ELEVATION

ELEVATION

PLAN

PLAN

TO DRAIN BEYOND TOE

OF FILL

FINISHED SLOPE

STEPS ON LOW SIDE

EARTH FILL


ORIGINAL GROUND

ELEVATION

CEMENT UNCOURSED

RUBBLE MASONRY

STEPS

FEEDING ROOT AREA VARIABLE

FEEDING ROOT AREA VARIABLE

VA

RI

AB

LE

OF WELL

15"

15"15"

PART OF THE FEEDING ROOT AREA OR PERIPHERY OF THE TREE,

OF CEMENT UNCOURSED RUBBLE MASONRY (EXCEPT THAT IN NO

CASE SHALL CEMENT UNCOURSED RUBBLE MASONRY BE USED BELOW

PLAN

VARIABLE

FEEDING ROOT AREA

AVERAGE HT

GENERAL NOTE

NOTE: WHERE THE TOP OF SLOPE IN CUT IS WITHIN 6' OR LESS OF TREE,

NOTE:

ROOT PROTECTION

MATERIAL FOR TREE

NOTE

TREE PROTECTION IN CUT

RUBBLE MASONRY WALL FOR

TREE PROTECTION IN FILL

RUBBLE MASONRY WELL FOR

6:1 SLOPE

6:1 SLOPE

WHERE FILL AROUND TREE IS 12" OR MORE IN DEPTH OVER ANY

THE TOP 12" OF ALL TREE WELLS AND WALLS SHALL BE CONSTRUCTED

6" PIPE UNDERDRAIN

3'-0"

OF W

ELL

AVER

AGE

HT

3'-0

" PL

US

7" RISE &

12" TREAD

3'-0" PLUS 8"

MATERIAL 3" - 12" DEEP

6" PIPE UNDERDRAIN

TOED INTO GROUND 2"

MATERIAL 3" - 12" DEEP.

PROTECTION.

WELLS AND TREE ROOT

SPECIFICATIONS FOR TREE

AS SHOWN, AUGMENTED BY

MATERIAL IS TO BE PLACED


GREATER THAN 4",

LESS THAN 12" AND

WHERE FILL AROUND TREE IS

" - 5" AGGREGATE

REQD CEMENT UNCOURSED RUBBLE

4" - 5" MIN TOP SOIL

3'-0"

MI

N

3'-0" MIN

MASONRY TREE WELL

STANDARD FOR RUBBLE

by J.F.T.


L.V.S.

10-31-74 TP-663 1149

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

GROUND LINE

WHERE PLANS PROVIDE FOR

IMPROVED ROADBED ALL CUTS SHALL BE

UNDERCUT TO THE ELEVATION SPECIFIED

ON PLANS AND COMPLETED TO SUBGRADE

AS IMPROVED ROADBED WITH MATERIALS

FINISHED GRADE

SUBGRADE

INTO THE CUT, FURTHER UNDERCUTTING

IMPROVED ROADBED, CUTS NEAR GRADE

POINTS AND AT OTHER POINTS SHALL BE

UNDERCUT AREAS SHALL LATER BE BACKFILLED

WITH SUITABLE MATERIAL AND COMPACTED AS

VARIES

THIS DIMENSION AS SPECIFIED ON

PLANS (FOR PAVEMENT AND SUBBASE

SUBGRADE

GROUND LINE

MATERIAL FROM UNDERCUT AREAS SHALL BE

USED IN EMBANKMENT, UNLESS UNSUITABLE.

MATERIALS).

AS DIRECTED WILL BE REQUIRED.

UNDERCUT AS DIRECTED.

DIRECTED IN SPECIFICATIONS.

UNDERCUTTING AND BACKFILLING IN CUTS AND GRADE POINTS

CUT

FILL

WHERE PLANS DO NOT PROVIDE FOR

AT GRADE POINTS BEGINING 25' BACK

25'

DESCRIBED IN SPECIFICATIONS.

BACKFILLING AT GRADE POINTS

DETAIL FOR UNDERCUTTING AND

by J.F.T.


L.V.S.

12-16-74 UBC-210 1153

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

3'

3'

2"

3'

YELLOW FLAG

" STEEL PLATE

3'

4'

2"

Z' Z'

Y:Y

Y:Y

X:XX:

X

BEGINNING OF SPECIFIED FILL

SURCHARGE (IF SPECIFIED)

COUPLINGS COUPLINGS

DETAILS OF TYPICAL SETTLEMENT PLATE

45

PIPE EXTENSION |

DETAILS OF STEEL PLATE BASE UNIT

DETAILS OF WARNING FLAG

DETAILS OF PIPE EXTENSIONS & COUPLINGS

TYPICAL SETTLEMENT PLATES AT SPECIFIED DEPTHS & LOCATIONS

IN AN EMBANKMENT

" STEEL PLATE BASE UNIT

DETAILS OF TYPICAL SETTLEMENT PLATE

YELLOW FLAG

ISOLATION CASING

4" PVC

3'

3'

" STEEL PLATE

DETAILS OF STEEL PLATE BASE UNIT

ISOLATION CASING

4'

" REINFORCING STEEL BAR


OPTION 1

OPTION 2


2" COUPLING

1'-6" +-

2" BLACK STEEL PIPE

A STABLE LEVEL

SURFACE OF SAND

OR SOIL COMPACTED

TO SUPPORT THE PLATE

CONCRETE SAND OR OTHER

FREE DRAINING MATERIALS

Note: Each 2" Black steel pipe used will be coated with " thick coat of Asphalt Grade PG 67-22

and double wrapped with Aluminum Foil (0.0015 inches thick).

NOTE: ALL EXTENSIONS & COUPLINGS TO BE 2" BLACK STEEL PIPE.

1'-6" +-

CONCRETE SAND OR OTHER

FREE DRAINING MATERIALS

*

* *

OR SOIL COMPACTED

A STABLE LEVEL

SURFACE OF SAND

TO SUPPORT THE PLATE

Note: Each 2" Black steel pipe used will have an outer 4" PVC Isolation Casing.

AS DIRECTED

BY ENGINEER

4'

4'-0" MIN

2'-0"

PROTECTION

POSTS (METAL)

* *

WARNING

STRIPES

SPACE AS

SHOWNIN PLANS

1. CONCRETE SAND MEETING THE REQUIREMENTS GIVEN IN

ALDOT SECTION 802 SHALL BE FURNISHED FOR FILL

AROUND THE PIPE. OTHER FREE DRAINING MATERIALS MAY

BE USED FOR THIS FILL IF APPROVED BY THE ENGINEER.

THIS FILL SHALL BE PLACED BY HAND TO FILL THE AREA

WITHIN 3 FEET OF THE SETTLEMENT PIPE ASSEMBLY AS

THE SURROUNDING FILL IS BEING PLACED AND SHALL BE

OF THE PLACEMENT OF THE FILL AND SHALL BE PAINTED

COMPACTED WITH A SMALL MECHANICAL TAMPER TO THE

DENSITY APPROVED BY THE ENGINEER.

2. PROTECTION POSTS SHALL BE PROVIDED AT THE COMPLETION

WITH WARNING STRIPES AND/OR OTHER SAFETY DEVICES AS

DETERMINED BY THE ENGINEER.

3. PAYMENT MAY BE MADE PER EACH, SETTLEMENT PLATE

ASSEMBLY, 240A.

**

*

REMOVABLE PVC CAP

*

**

Heavy twine or plastic coated tie wire shall be used to secure foil in place

STEEL PIPE

2" BLACK

2" PIPE CAP

GENERAL NOTES

FOUR 6" Dia

AS DIRECTED

BY ENGINEER

3'-0" 3'-0"LC PIPE

3'-0" 3'-0"

LC PIPE

PGL or Top of Surcharge Elevation

2'

4" PVC PIPE

6" DIA PROTECTION POST (METAL)

(TYPICAL)

TYPICAL

(TYPICAL)

6" DIA PROTECTION POST (METAL)

APP

" STEEL PLATE BASE UNIT

PLATE ASSEMBLY

DETAILS OF TYPICAL SETTLEMENT

on 08-18-06 by W.W.A.

Extension/Couplings

Option 2 and changed note for Pipe

ASTM D6598; added notes to Option 1 &

Added an Option 2 using excerpts from2.

Added as new Special Drawing 06-28-93.1.

L.V.S.Bureau of M & T

06-22-93 UBC-210-SP 1155

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

1

1

2

LEGEND

FLOATING BASIN BOOM APPLICATIONS

" GALVANIZED CHAIN

CAUSEWAY

EXISTING

TYPICAL FLOATING BASIN BOOM INSTALLATION

THERE IS NO CURRENT AND THE AREA IS SHELTERED FROM WIND AND WAVES.

TYPE 1 CONFIGURATION SHOULD BE USED IN PROTECTED AREAS WHERE

DESIGN CRITERIA:

100'

TYPICAL

PROPOSED TOE OF SLOPE

100'

TYPICAL

ANCHOR/STAKE

STREAMANCHOR/STAKE

SHORE LINE

LIMITS OF CONST.

SHORE LINE

LIMITS OF CONST.

ANCHOR

MOORING BOUY W/ ANCHOR

1.

2.

3.

4.

BASIN BOOM

5/8 " POLYPRO ROPE (TYPE 1)

(TYPE 1)

LACING GROMMETS

PVC FABRIC WITH

NYLON REINFORCED

FLOTATION (6" DIA. EQUIV. )

CLOSED CELL SOLID PLASTIC FOAM

TYPE 1

TYPE 2

TYPE 3

D

= 5'

MIN.

D = 5' MIN.2

ENGINEER.

CALLED FOR IN THE PLANS OR AS DETERMINED BY THE

10 FEET UNLESS SPECIAL DEPTH CURTAINS SPECIFICALLY

TWO(2) PANELS TO BE USED FOR DEPTHS GREATER THAN

CURTAIN TO REACH BOTTOM UP TO DEPTHS OF 10 FEET.

D = (ADDITIONAL PANEL FOR DEPTHS > 5' ).

D = (SINGLE PANEL FOR DEPTHS 5' OR LESS).

STILL OR MOVING WATERS.

FLOATING BASIN BOOMS CAN BE STAKED AND/OR ANCHORED IN

PLANS AND STANDARD DRAWINGS.

MEASURES SHOULD BE INCORPORATED AS PROVIDED IN THE

FUNCTION. OTHER UPLAND EROSION AND SEDIMENT CONTROL

OR TO CAPTURE SEDIMENT FROM UPLAND AREAS AS A PRIMARY

TO BE INSTALLED AS THE PRIMARY SEDIMENT CONTROL METHOD,

MIGRATION WITHIN THE WATER BODY. THEY ARE NOT INTENDED

FLOATING BASIN BOOMS ARE INTENDED TO PREVENT SEDIMENT

NOTES:

METHODS BASED ON WATER BODY CONDITIONS.

APPROPRIATE TYPE OF FLOATING BASIN BOOM AND INSTALLATION

THE CONTRACTOR IS RESPONSIBLE FOR SELECTION OF THE

DREDGE, FILL OR WORK AREA



COVERED NYLON

18(OR 22) OZ. VINYL

TO

NE

ED

DE

PT

H

AC

CO

RDIN

G

FOLDS EVERY 6 FEET

100 FT. STANDARD LENGTH

STRESS PLATE

STRESS BAND

VINYL COATED CABLE

TOP LOAD LINE 5/16"

(TO REMOVE PRESSURE FROM FLOATS)

STRESS PLATE

WATER SEALSAFETY HOOK

GAVANIZED #24



TO

NE

ED

DE

PT

H

AC

CO

RDIN

G

PVC SLOT-CONNECTOR

STRESS PLATE

STRESS BANDLAP LINK

STRAIN)

OFCURTAIN TO REDUCE

CABLE (ON BOTH SIDES

5/16" VINYL COATED

22 OZ. NYLON REINFORCED

5/16 " CHAIN

#24 SAFETY HOOK

PVC SLOT-CONNECTOR

BALLAST AND LOAD LINE

5/16 " CHAIN,

AND/OR WIND AND WAVE ACTION CAN AFFECT THE CURTAIN.

THERE MAY BE SMALL TO MODERATE CURRENT RUNNING ( 3.5' PER SECOND)


AND WAVE ACTION.

MAY BE PRESENT, AND/OR WHERE THE CURTAIN IS POTENTIALLY SUBJECT TO WIND

CONSIDERABLE CURRENT ( 5' PER SECOND) MAY BE PRESENT, WHERE TIDAL ACTION

TYPE 3 CONFIGURATION SHOULD BE USED IN AREAS WHERE

1

1

2

LEGEND

FLOATING BASIN BOOM APPLICATIONS

" GALVANIZED CHAIN

CAUSEWAY

EXISTING

TYPICAL FLOATING BASIN BOOM INSTALLATION

THERE IS NO CURRENT AND THE AREA IS SHELTERED FROM WIND AND WAVES.


DESIGN CRITERIA:

100'

TYPICAL

PROPOSED TOE OF SLOPE

100'

TYPICAL

ANCHOR/STAKE

STREAMANCHOR/STAKE

SHORE LINE

LIMITS OF CONST.

SHORE LINE

LIMITS OF CONST.

ANCHOR

MOORING BOUY W/ ANCHOR

1.

2.

3.

4.

BASIN BOOM

5/8 " POLYPRO ROPE (TYPE 1)

(TYPE 1)

LACING GROMMETS

PVC FABRIC WITH

NYLON REINFORCED



TYPE 1

TYPE 2

TYPE 3

D

= 5'

MIN.

D = 5' MIN.2

ENGINEER.

CALLED FOR IN THE PLANS OR AS DETERMINED BY THE

10 FEET UNLESS SPECIAL DEPTH CURTAINS SPECIFICALLY

TWO(2) PANELS TO BE USED FOR DEPTHS GREATER THAN

CURTAIN TO REACH BOTTOM UP TO DEPTHS OF 10 FEET.

D = (ADDITIONAL PANEL FOR DEPTHS > 5' ).

D = (SINGLE PANEL FOR DEPTHS 5' OR LESS).

DREDGE, FILL OR WORK AREA



COVERED NYLON

18(OR 22) OZ. VINYL

TO

NE

ED

DE

PT

H

AC

CO

RDIN

G

FOLDS EVERY 6 FEET

100 FT. STANDARD LENGTH

STRESS PLATE

STRESS BAND

VINYL COATED CABLE

TOP LOAD LINE 5/16"

(TO REMOVE PRESSURE FROM FLOATS)

STRESS PLATE

WATER SEALSAFETY HOOK

GAVANIZED #24



TO

NE

ED

DE

PT

H

AC

CO

RDIN

G

PVC SLOT-CONNECTOR

STRESS PLATE

STRESS BANDLAP LINK

STRAIN)

OFCURTAIN TO REDUCE

CABLE (ON BOTH SIDES

5/16" VINYL COATED

22 OZ. NYLON REINFORCED

5/16 " CHAIN

#24 SAFETY HOOK

PVC SLOT-CONNECTOR

BALLAST AND LOAD LINE

5/16 " CHAIN,

AND/OR WIND AND WAVE ACTION CAN AFFECT THE CURTAIN.

THERE MAY BE SMALL TO MODERATE CURRENT RUNNING ( 3.5' PER SECOND)


AND WAVE ACTION.

MAY BE PRESENT, AND/OR WHERE THE CURTAIN IS POTENTIALLY SUBJECT TO WIND

CONSIDERABLE CURRENT ( 5' PER SECOND) MAY BE PRESENT, WHERE TIDAL ACTION

TYPE 3 CONFIGURATION SHOULD BE USED IN AREAS WHERE

5.

REQUIREMENTS MAY ALSO BE USED.

DESIGNS. FUNCTIONALLY EQUIVALENT DESIGNS MEETING CONTRACT

FLOATING BASIN BOOM SHOWN MAY BE SIMILAR TO PROPRIETARY

STILL OR MOVING WATERS.

FLOATING BASIN BOOMS CAN BE STAKED AND/OR ANCHORED IN

WITH MANUFACTURERS DIRECTIONS.

FLOATING BASIN BOOMS ARE TO BE INSTALLED IN ACCORDANCE

METHODS BASED ON WATER BODY CONDITIONS.

APPROPRIATE TYPE OF FLOATING BASIN BOOM AND INSTALLATION

THE CONTRACTOR IS RESPONSIBLE FOR SELECTION OF THE

PLANS AND STANDARD DRAWINGS.

MEASURES SHOULD BE INCORPORATED AS PROVIDED IN THE

FUNCTION. OTHER UPLAND EROSION AND SEDIMENT CONTROL

OR TO CAPTURE SEDIMENT FROM UPLAND AREAS AS A PRIMARY

TO BE INSTALLED AS THE PRIMARY SEDIMENT CONTROL METHOD,

MIGRATION WITHIN THE WATER BODY. THEY ARE NOT INTENDED

FLOATING BASIN BOOMS ARE INTENDED TO PREVENT SEDIMENT

NOTES:

FLOATING BASIN BOOM

2006 ESC-501 1164

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

SECTION A-A

AGGREGATE

RURAL CONNECTION DETAIL

AGGREGATE

COMPACTED FILL

AGGREGATE

TRANSITION DETAIL

(AS REQUIRED)

APPROACH LENGTH

AND APPROVED BY THE ENGINEER PRIOR TO IT'S USE.

OFFSITE TRACKING OF SEDIMENT. THE ALTERNATIVE MUST BE REVIEWED

2. THE CONTRACTOR MAY PROPOSE AN ALTERNATIVE TECHNIQUE TO MINIMIZE

FILTER BLANKET(GEOTEXTILE)



SIDEDRAIN PIPE

EXISTING OR TEMPORARY

GROUND

EXISTING

TRAVELWAY

EDGE OF

IF SO DIRECTED BY THE ENGINEER.

CONSTRUCTION MUD) SHALL BE REMOVED DAILY, OR MORE FREQUENTLY

(INCLUDING THE STABILIZED CONSTRUCTION ENTRANCE AGGREGATE AND

3. ALL MATERIALS SPILLED, DROPPED, OR TRACKED ONTO PUBLIC ROADS

REQUIRED TO LIMIT THE MUD TRACKED.

OF THE VEHICULAR ROUTE LEADING TO THE STABILIZED ENTRANCE MAY BE

TO MOVE ACCUMULATED MUD DOWNWARD THRU THE STONE. ADDITIONAL STABILIZATION

THE STABILIZED CONSTRUCTION ENTRANCE SHALL BE RINSED WHEN NECESSARY

THAT WILL ALLOW IT TO PERFORM IT'S FUNCTION TO PREVENT OFFSITE TRACKING,

5. THE STABILIZED CONSTRUCTION ENTRANCE SHALL BE MAINTAINED IN A CONDITION

APPROVED BY THE ENGINEER.

ENTERING AND EXITING VEHICLES WARRANT, A 30' WIDTH MAY BE USED IF

IS 15' X 50' UNLESS OTHERWISE SHOWN IN THE PLANS. IF THE VOLUME OF

6. THE NOMINAL SIZE OF A STANDARD STABILIZED CONSTRUCTION ENTRANCE

NOTES:

SMALL AGGREGATE WILL TRACK OFF THE PROJECT AND ARE UNSUITABLE.

4. AGGREGATES SHALL BE ALDOT SIZE #1. SIZES CONTAINING EXCESSIVE

SLOPE TO DRAIN

4" MIN

15' MIN

12" MIN

12" MIN

STABILIZED ENTRANCE.

BE USED AS REQUIRED TO LIMIT AND DIRECT VEHICULAR EGRESS ACROSS THE

STABILIZED ENTRANCE. BARRIERS, FLAGGING, OR OTHER POSITIVE MEANS SHALL

FROM UNSTABILIZED AREAS OF THE PROJECT SHALL BE DIRECTED THRU THE

TO PUBLIC ROADS WHERE OFFSITE TRACKING OF MUD COULD OCCUR. TRAFFIC

ENTRANCES ARE POINTS OF EGRESS FROM UNSTABILIZED AREAS OF THE PROJECT

ENGINEER BASED ON SAFETY, ECONOMY AND CONSTRUCTION SEQUENCE. THESE

SHOWN ON THE EROSION SEDIMENT CONTROL SHEETS OR AS APPROVED BY THE

1. A STABILIZED CONSTRUCTION ENTRANCE SHALL BE CONSTRUCTED AT LOCATIONS

PERSPECTIVE VIEW

A

A

50' STD

APPROACH LENGTH

TEMPORARY PIPE(AS REQUIRED)

EXIS

T. DIT

CH

EXIS

T. DIT

CH

SL

OPE T

O

DR

AI

N

(0.1

MI

N)

EXISTING ROADWAY

EDGE OF PAVEMENT

15'

WIDTH

MIN

BERM

STABILIZED CONSTRUCTION ENTRANCE

by J.F.T.

View & revised Note 1 on 08-24-11

Changed Plan View to Perspective1.

2006 ESC-502 1165

TENNESSEE

FLORIDA

GulfofMexico

GEOR

GIA

MISSISSIP

PI

DEPARTMENT OF TRAN

SP

ORTA

TION

ALABAMA






REVISIONS







--SPECIFICATIONS--

Bureau Std Engr:


NOT TO SCALE

SHEET

NO

FISCAL

YEARPROJECT NO

REFERENCE

TEMPORARY DEWATERING STRUCTURE

VARIABLE (L)

VA

RI

AB

LE (

W)

FL

OW

FL

OW

FL

OW

FL

OW

FL

OW

FL

OW

BANK LINE

STREAM

20'

MI

N.

A

SILT FENCE

2'{ VARIABLE

COMPACTED BACKFILL

3' MIN.

2'{

2:1

2:1

OPTIONAL EXCAVATION

RIP-RAP (CLASS 2)

PLAN VIEW

SECTION A-A

TEMPORARY DEWATERING STRUCTURE VOLUMES

PUMP RATE

TYPE (DIA.)CAPACITY

MANUF.

PER MINUTE)

(GALLONS

GPM

(CUBIC FEET)

VOLUME REQUIRED

STUCTURE

CO

NS

TR

UC

TI

ON

2 IN.

3 IN.

4 IN.

6 IN.

8,400 GPH

15,600 GPH

30,000 GPH

66,000 GPH

140 GPM

260 GPM

500 GPM

1,100 GPM

2,240 CF

4,160 CF

8,000 CF

17,600 CF

SILT FENCE

AGGREGATE (SIZE 57)

WITH FILTER FABRIC

COVER #57 STONE PAD

2'-0" MIN.

FLOW

PUMP DISCHARGE

2'-0" MIN.

2'-0" MIN.

MIN.

0'-6"

S T R E A M

B

PLAN VIEW

FILTER BAG

SILT FENCE

1:1 1

:1

MIN.

0'-6"

SILT FENCE

TOP OF BANK

EXISTING GROUNDLINE

2'-0" MIN. TEMPORARY SEDIMENT FILTER BAG

VARIES

10'-0" MIN. 10'-0" MIN.

0'-6" MIN.

SECTION B-B

APPROXIMATELY 10" ON TOP OF RIP-RAP

FILTER FABRIC TO BE LAPPED

NATURAL GROUNDLINE

TO LEVEL BAG FROM

USE #57 STONE

PUMP DISCHARGE

FLOW

ABOVE TABLE.

PLANS IS TO BE BASED ON USE OF 4 INCH CONSTRUCTION PUMP SHOWN IN THE

VOLUME OF DEWATERING STRUCTURE SHOWN IN EROSION AND SEDIMENT CONTROL

(10'-0" MIN.)

VARIABLE

10-INCHES ON TOP OF RIP-RAP

LAPPED APPROXIMATELY

FILTER FABRIC TO BE

TEMPORARY DEWATERING STRUCTURE (FILTER BAG)

SEDIMENT FILTER BAG WHEN PUMPING.

2. THE CONTRACTOR SHALL EXERCISE CAUTION NOT TO BURST OR DAMAGE THE TEMPORARY

(BERM AND FABRIC)

AND ENCLOSED DITCHES ETC. IN URBAN AREAS AND NEAR SENSITIVE WATER BODIES.

1. FILTER BAGS ARE TYPICALLY USED FOR DEWATERING COFFER DAMS, TRENCHES, SPREAD FOOTINGS

B

A

2:1 2:1

2'{

BAG

TEMPORARY SEDIMENT FILTER

FABRIC

FILTER

FILTER FABRIC

SHEETING OR

POLYETHYLENE

(6 MIL MIN.)

FILTER FABRIC

SHEETING OR

POLYETHYLENE

4. FILTER BAGS MAY ALSO BE PLACED IN AN EXCAVATED PIT FOR REDUNDANCY.

NOTES:

7. THE DETAILS SHOWN ARE OPTIONAL RECOMMENDATIONS, BUT NOT MANDATORY.

6. TRENCH FILTER FABRIC INTO GROUND, 6" MIN.

TEMPORARY DEWATERING STRUCTURE.

5. INSTALL SILT FENCE BETWEEN STREAM AND/OR DRAINAGE DITCH AND THE

APPROVED BY THE ENGINEER.

DEWATERING STRUCTURE INTO AN ADJACENT STREAM MAY BE USED WHEN

4. THE USE OF SOCKS TO COLLECT SEDIMENT WHEN PUMPING FROM TEMPORARY

3. DIVERT ANY STORMWATER AWAY FROM THE TEMPORARY DEWATERING STRUCTURES.

FULL.

2. THE ACCUMULATED SEDIMENT MUST BE REMOVED WHEN THE BASIN IS HALF

DEWATERING COFFERDAMS, TRENCHES, SPREAD FOOTINGS, ENCLOSED DITCHES, ETC.

1. THE PRIMARY USE OF THE TEMPORARY DEWATERING STRUCTURE IS FOR

NOTES:5. THE DETAILS SHOWN ARE OPTIONAL RECOMMENDATIONS, BUT NOT MANDATORY.

ACCUMULATED SEDIMENT, DISPOSE OF THE FILTER FABRIC BAG WITH OTHER ITEMS OF CONSTRUCTION DEBRIS.

3. SEDIMENT SHOULD BE DISPOSED OF IN UPLAND AREAS AWAY FROM WATER BODIES. AFTER REMOVAL OFTEMPORARY DEWATERING STRUCTURE

VARIABLE (L)

VA

RI

AB

LE (

W)

FL

OW

FL

OW

FL

OW

FL

OW

FL

OW

FL

OW

BANK LINE

STREAM

20'

MI

N.

A

SILT FENCE

2'{ VARIABLE

COMPACTED BACKFILL

3' MIN.

2'{

2:1

2:1

OPTIONAL EXCAVATION

RIP-RAP (CLASS 2)

PLAN VIEW

SECTION A-A

TEMPORARY DEWATERING STRUCTURE VOLUMES

PUMP RATE

TYPE (DIA.)CAPACITY

MANUF.

PER MINUTE)

(GALLONS

GPM

(CUBIC FEET)

VOLUME REQUIRED

STUCTURE

CO

NS

TR

UC

TI

ON

2 IN.

3 IN.

4 IN.

6 IN.

8,400 GPH

15,600 GPH

30,000 GPH

66,000 GPH

140 GPM

260 GPM

500 GPM

1,100 GPM

2,240 CF

4,160 CF

8,000 CF

17,600 CF

SILT FENCE

AGGREGATE (SIZE 57)

WITH FILTER FABRIC

COVER #57 STONE PAD

2'-0" MIN.

FLOW

PUMP DISCHARGE

2'-0" MIN.

2'-0" MIN.

MIN.

0'-6"

S T R E A M

B

PLAN VIEW

FILTER BAG

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