DATE DESIGN STANDARDS ENGINEER CHIEF HIGHWAY ENGINEER … · chief highway engineer date design...

DESIGN STANDARDS ENGINEER

CHIEF HIGHWAY ENGINEER DATE


DATEDESIGN STANDARDS ENGINEER



DATE

1

NOTES:

upstream check dam.

at the same elevation as the toe of the adjacent

that the top of the downstream check dam is

Riprap ditch check dams shall be spaced such

INDIANA DEPARTMENT OF TRANSPORTATION

STANDARD DRAWING NO.

STATE OF

No.

AADIN I N

PR

OFE

S

OIS

N LANE

I

G

EN

RE

RGEISTER

DE

RIC

HA

RD L. VanCLE

AVE

9750

09/04/12

09/04/12

DATECHIEF ENGINEER

DATESUPERVISOR, ROADWAY STANDARDS

/s/ Mark A. Miller

E 205-TECD-01

REVETMENT RIPRAP

TEMPORARY CHECK DAM

SEPTEMBER 2012

/s/ Richard L. Van Cleave

4"3'-0"

Revetment Riprap

6"

Compacted #5 or #8 Stone

1'-0" Min.

Flow

2:1

2:1

3' Dam - 12' Min.2' Dam - 8' Min.

at

Center

2'-0" or 3'-0"

Geotextile

Temporary

Geotextile

Temporary

CHECK DAM MODIFIED

Existing Ground

4"

at center2'-0" or 3'-0"

1'-0"

4"

1

Revetment Riprap

Revetment Riprap

Temporary Geotextile


Min.1'-0"

3'-0"

3'-0"

1'-0"

3' Dam - 12'

Min.2' Dam - 8' M

in.

3' Dam - 12'

Min.2' Dam - 8' M

in.



2:1

2:1

2:1

2:1

ELEVATION

Min.1'-0"

FLOW

A

3'-0" Min.


Geotextile Apron Channel Bottom

A

Revetment Riprap

PLAN

Min.1'-0"

1

b c

1

a



1'-0"

SECTION A-A

STATE OF

No.

AADIN I N

PR

OFE

S

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N LANE

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G

EN

RE

RGEISTER

DE

RIC

HA

RD L. VanCLE

AVE

9750

09/04/12

E-205-TECD-02

09/04/12



/s/ Mark A. Miller

DATECHIEF ENGINEER


FOR CLEAR ZONE

TEMPORARY CHECK DAM, TRAVERSABLE

SEPTEMBER 2012

of the adjacent upstream check dam.

downstream check dam is at the same elevation as the toe

Ditch check dams shall be spaced such that the top of the 1.

NOTES:

/s/ Richard L. Van Cleave

Min.1'-6"

2" x 2" x 2'-6" Min.

Wood Stakes

Straw Bales

4" Typ.

STRAW BALE INSTALLATION

SIDE ELEVATION

Min.1'-2"

6'-0" Min.

Flow

the embedment

and no higher than

w/ face of strawbale

Geotextile flush

downstream

straw bales extended

Geotextile 6' x 9' under

Flow

8" Min.

2" x 2" x 2'-6" min.

Wood Stakes


Min.1'-3"

6'-0" Min.

ROLLED EROSION CONTROL PRODUCT OPTION

SIDE ELEVATION

4"

4"

prevent undercutting

compacted to

set on geotextile

#5 or #8 Stone wedge

Filter Socks, Fiber Rolls or Wattle Installation

Stacking Method:

Direction of flo

w

Spillway Low Point

Slope VariesSlope Varies

6'-0"

6'-0"

adjacent rows of bales.

Stagger joints between

soil conditions permit

Stakes driven flush where

4" Typ.


PLAN VIEW

TRAVERSABLE CHECK DAM

FRONT ELEVATION

TRAVERSABLE CHECK DAM

than spillway low point.

shall be equal to or higher

Bottom elevation of traversable dam

straw bales extended down stream

Temporary geotextile under

Fiber Rolls or Wattles

Straw Bales, Filter Socks,

A

A

Min.

1'-6"

Min.5'-0"

Matc

h Line

Min. Apron5'-0"

Max.

5'-0"

6" ±

Matc

h Line

ELEVATION VIEW

2'-0"

1

2

12'-0" Min.

to Stream

Stable Outlet

Riprap

Revetment

Slope

Weir

Revetment Riprap


Slope

Flood Pool

Ditch Grade (%)

Flood Pool

Ditch Grade (%)

Temporary GeotextileTemporary Geotextile

1

R/W line

SECTION A-A

Spillw

ay H

eig

ht

Varies

Ditch


Width

Weir

Min.

2'-0"

3

Foreslo

pe Ma

x. 3:1

Min.

1'-6"

Min.

6"temporary seeding

with permanent or

Stable embankmentsettlement

overfilled 6" for

sediment trap,

Temp. berm for

Max.

Backslope 2:1

temporary seeding

with permanent or

Stable embankmentRevetment Riprap

temporary seed

with permanent or

Stable embankment

E 205-TECD-03

09/16/16DETAILS PLACED IN THIS FORMAT



DATECHIEF ENGINEER


Weir width equals ditch bottom width, min. 2ft.3

count toward trap capacity of 2-year 24-hour storm event.

elevation of sediment trap riprap. However, over-excavation does not

sediment trap capacity. It shall not be excavated to below the bottom

This area may be excavated below planed ditch grade to achieve 2

direction of traffic while the far side slope may be 2:1 maximum.

Slope should be 3:1 maximum on the near side with respect to the 1

NOTES:

TEMPORARY SEDIMENT TRAP

SEPTEMBER 2012

IR

C

R

AH

ESIE

TD

RED

AEL

V

9750

E

C.L naV

G

RP

N

O

S

EF

I A

No.

STATE OF

ANI D

O

E

G

IN

R

ER

ENSI N

AL

/s/ Richard L. Van Cleave 09/04/12

/s/ Mark A. Miller 09/04/12







DATE

STATE OF

No.

AADIN I N

PR

OFE

S

OIS

N LANE

I

G

EN

RE

RGEISTER

DE

RIC

HA

RD L. VanCLE

AVE

9750

09/04/12

E 205-TECI-04

09/04/12



/s/ Richard L. VanCleave

/s/ Mark A. Miller

DATECHIEF ENGINEER


BAG PROTECTION

TEMPORARY EROSION CONTROL INLET

SEPTEMBER 2012

may be rotated 45 degrees to the bag’s frame.

Bag frame shall be secured in place by weight of inlet grate. Grate 4

Frame with bag to be placed over inlet opening.3

Secured by nails.

the opening size pushed through opening to form weephole.

Geotextile bag shall be fabricated from piece of geotextile 2 times 2

Frame opening sized to match inlet opening.1

NOTES:

Grate

Lift Straps

secured to casting insert or frame

Commercially available woven fabric silt bag

Grate

2

1

Overflow By-pass

3

4

BUILT IN FIELD

Dumping straps

match inlet opening

Frame opening to

MANUFACTURED

Flow

Flow

STATE OF

No.

AADIN I N

PR

OFE

S

OIS

N LANE

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G

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RE

RGEISTER

DE

RIC

HA

RD L. VanCLE

AVE

9750

09/04/12

E 205-TECI-05

09/04/12




/s/ Mark A. Miller

DATECHIEF ENGINEER


SANDBAG CURB INLET PROTECTION


SEPTEMBER 2012

SECTION A-A

Sidewalkper site requirements

Casting and grating varies

4"

Typ.

6’-0" Typ

placed 2" above inlet elevation

Top of stacked sandbags

A

A

SINGLE DIRECTION FLOW DUAL DIRECTION FLOW

FLow

2’-0"

FLow

2’-0"

FLow

2’-0"

6’-0"

Typ.

6’-0"

Typ.

6’-0"

Typ.

and abutted together

Sandbags tightly stacked





Sidewalk Sidewalk

Curb Curb

1

STATE OF

No.

AADIN I N

PR

OFE

S

OIS

N LANE

I

G

EN

RE

RGEISTER

DE

RIC

HA

RD L. VanCLE

AVE

9750

09/04/12

E 205-TECI-06

09/04/12




/s/ Mark A. Miller

DATECHIEF ENGINEER


STRAW BALE INLET PROTECTION


SEPTEMBER 2012

For use with inlets of up to 3’ x 3’.1

NOTE:

PLAN VIEW

A

Compacted #5 or #8

Stone Wedge

Compacted #5 or #8

Stone Wedge

Compacted #5 or #8

Straw Bales

Grate

Wooden Stakes

Flow Flow

A

SECTION A-A

4"

Straw Bales

Grate

min.1’-2"

4"

min.1’-6"

4" nom.

Stone Wedge

Compacted #5 or #8

2" x 2"

Wood Stake

E 205-TECP-01



DATECHIEF ENGINEER

CONSTRUCTION ENTRANCE

TEMPORARY EROSION CONTROL PERIMETER

SEPTEMBER 2013


less than 50 ft.

May be reduced as justified by site conditions, but shall not be 1

:NOTE

IR

C

R

AH

ESIE

TD

RED

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9750

E

C.L naV

G

RP

N

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S

EF

I A

No.

STATE OF

ANI D

O

E

G

IN

R

ER

ENSI N

AL


/s/ Mark A. Miller

06/12/13

06/13/13

Public R

oad

1150’-0" (Typ.)

12’-0

" Min.

25’-0"

Min.R

25’-0

" Min.R

No. 2 Stone

PLAN VIEW

Existing Ground

Public Road

Taper Cut to Match

Stone to Pavement


1

No. 2 Stone

150’-0" (Typ.)12"

Min.

PROFILE VIEW

STATE OF

No.

AADIN I N

PR

OFE

S

OIS

N LANE

I

G

EN

RE

RGEISTER

DE

RIC

HA

RD L. VanCLE

AVE

9750

09/04/12

E 205-TECP-02

09/04/12




/s/ Mark A. Miller

DATECHIEF ENGINEER


SILT FENCE

TEMPORARY

SEPTEMBER 2012

embedment of 8 in. is maintained.

Silt fence may be placed by plowing if minimum 2.

be placed as close as possible to edge of construction limits.

Dimension can vary based on right of way availability. Silt fence shall 1

NOTES:

or wood posts

Metal, synthetic,

Ground line

Channel

Silt fenceFill slope

Roadway

Right-of-way line

Right-of-way line

Silt fenceFill slope

Roadway

from Toe of Slope1’-0" Min.

1’-6"

Min.

3’-0"

Max.

6’-0" Max.

6’-6" Typ 1

SILT FENCE ELEVATION

A

A

RELATIVE TO RIGHT-OF-WAY LINE

SILT FENCE PLACEMENT

CHANNEL IN RIGHT OF WAY

SILT FENCE PLACEMENT WITH

Flow

4"

Min.

8"

Compacted soil


SECTION A-A

PLAN VIEW

JOINT DETAIL

Silt FencePost







DATE

STATE OF

No.

AADIN I N

PR

OFE

S

OIS

N LANE

I

G

EN

RE

RGEISTER

DE

RIC

HA

RD L. VanCLE

AVE

9750

09/04/12

E 205-TECS-04

09/04/12




/s/ Mark A. Miller

DATECHIEF ENGINEER


5 acres.

Maximum allowed runoff captured from offsite drainage area is

runoff before entering the disturbed portion of project site.

Diversion Interceptor Type C shall be used to collect offsite 3

grades and haul roads.

ridges shall not exceed 100 ft. Ridges shall be used for dividing

divert runoff from long narrow corridor. Maximum length of the

Diversion Interceptor Type B shall be a series of ridges used to 2

embankment runoff to slope drains during grading operations.

Diversion Interceptor Type A shall be used to control 1

NOTES:

DIVERSION INTERCEPTORS

TEMPORARY EROSION CONTROL SLOPE

SEPTEMBER 2012

FLOW

5’-0" min.

Compacted

Road Embankment

Ground Line

Embankment

Top of

Track Slope

Vertical

Toe

Embankment

SECTION A-AType "B" Diversion

min.

1’-0

"

FLOW

Grade

Embankment

SECTION B-B

2’-0" min.

FLOW

Existing Ground

min.2’-0"

min.2’-0"

or Flatter

2:1 Slope

or Flatter

2:1 Slope

or Flatter

2:1 Slope

or Flatter

2:1 Slope

SECTION C-C

R/W Line

Slope Drain

Slope Drain

Stable Outlet

Stable Outlet Stable Outlet

Sediment Trap

Begin Slope DrainEnd Perimeter Diversion

Stre

am

Flow

or ˆ of Ditch

Toe of Slope

Embankment

Road Embankment

B

A

C

Protected

Vegetated or

Diversion

Begin Perimeter

Survey Centerline

Grade

Embankment

Top of

Sheet Flow

Sheet FlowSheet Flow

Protection

Perimeter

PLAN VIEW

TYPICAL LAYOUTS

R/W Line

B

A

C

Type C

Interceptor

Diversion

Type A

Interceptor

Diversion

Type B

Interceptor

Diversion 2

1

3

Flow







DATE

ADJACENT TO RAILROAD OR HIGHWAY BRIDGE OVER WATERWAY

STATE OF

No.

AADIN I N

PR

OFE

S

OIS

N LANE

I

G

EN

RE

RGEISTER

DE

RIC

HA

RD L. VanCLE

AVE

9750

09/04/12

E 211-BFIL-03

09/04/12





/s/ Mark A. Miller

DATECHIEF ENGINEER


INTERIOR BENT OR PIER

BACKFILL PLACEMENT

SEPTEMBER 2003

1’-6"

Final ground line Final ground line

1’-6" 1’-6"

B borrow

B borrow

Final ground line

Slopewall

1’-6"

Backfill with soil for the footing

from the excavation

Backfill with soil

Footing Footing

Interior Bent Interior Bent

STATE OF

No.

AADIN I N

PR

OFE

S

OIS

N LANE

I

G

EN

RE

RGEISTER

DE

RIC

HA

RD L. VanCLE

AVE

9750

09/04/12

E 211-BFIL-04

09/04/12





/s/ Mark A. Miller

DATECHIEF ENGINEER


BEAM OR GIRDER STRUCTURE

BACKFILL PLACEMENT BEHIND END BENT

SEPTEMBER 2003

Geotextile

aggregate

Coarse

Subbase

4

1

Subbase

aggregate

Coarse

Geotextile

4

1

(typ.)

1’-6"

aggregate

Coarse

1’-6"

4

Geotextile1

of bent

above bottom

1’-6" vertical (typ.)

Extend geotextile

1’-6" horizontal (typ.)

Extend geotextile

End bent drain pipe,

SECTION A-A

SECTION B-B

SECTION C-C

End bent drain pipe,

6" below pipe

Coarse aggregate

6" below pipe

Coarse aggregate

(typ.)

1’-6"

1’-6" horizontal (typ.)

Extend geotextile

1’-6"

1’-6"

1’-6"

Subgrade elev.

45° max. bend, if required

End Cap

6"

min.

drain.

under wingwall. Slope to

End bent drain pipe exits

PLAN - END BENT

ELEVATION - END BENT

C C

B

B A

A

PLAN - END BENT

Bridge Approach

Reinforced Concrete

A

A

End Bent

4

1

SECTION A-A

Subbase

Flowable backfill

Bridge Approach

Reinforced Concrete

1’-6"

End Bent

STATE OF

No.

AADIN I N

PR

OFE

S

OIS

N LANE

I

G

EN

RE

RGEISTER

DE

RIC

HA

RD L. VanCLE

AVE

9750

09/04/12

E 211-BFIL-05

09/04/12





/s/ Mark A. Miller

DATECHIEF ENGINEER


REINFORCED-CONCRETE SLAB BRIDGE

BACKFILL PLACEMENT BEHIND END BENT

SEPTEMBER 2004

DATE DESIGN STANDARDS ENGINEER CHIEF HIGHWAY ENGINEER … · chief highway engineer date design...

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