table cwgs-1...1. 4 2 buffer details. see standard drawing e 601-cwgs-04 and 05 for terminal end see...
TRANSCRIPT
-
shoulder widthRequired
2’-0" min. clear
35’-0" R to back face of rail
PC
9
PT
25’-0"A
(See Table CWGS-1)
Guardrail transitionW-beam guardrail
W-b
ea
m g
uardrail
25’-0" minimum
2’-0"
min.
approach width
Public road
Bridge railing
Type WGB
Type TGB-
width
Req’d. shoulder
AT BRIDGE END
PUBLIC ROAD APPROACH INSTALLATION
GUARDRAIL TRANSITIONA
TABLE CWGS-1
< 25’
> 25’
connector system
Curved W-beam guardrail
STATE OF
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E 601-CWGS-01
09/04/12
09/04/12DETAILS PLACED IN THIS FORMAT
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
/s/ Richard L. VanCleave
/s/ Mark A. Miller
DATECHIEF ENGINEER
DATESUPERVISOR, ROADWAY STANDARDS
See Standard Drawing E 601-CWGS-03 for General Notes.1.
NOTES:
SEPTEMBER 2003
CONNECTOR SYSTEM
CURVED W-BEAM GUARDRAIL
-
STANDARD DRAWING NO.
INDIANA DEPARTMENT OF TRANSPORTATION
GUARDRAIL SYSTEM
CURVED W-BEAM
SEPTEMBER 2011
E 601-CWGS-02
NOTES:
1.
4
2
buffer details.
See Standard Drawing E 601-CWGS-04 and 05 for terminal end
See Standard Drawing E 601-CWGS-06 for CRT post details.
type WBG details.
See Standard Drawing E 601-TWGB-02 for guardrail transition
See Standard Drawing E 601-CWGS-03 for General Notes.
3
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09/04/12DETAILS PLACED IN THIS FORMAT
09/04/12
09/04/12
/s/ Richard L. VanCleave
/s/ Mark A. Miller
DATECHIEF ENGINEER
DATESUPERVISOR, ROADWAY STANDARDS
5-01-00
5-01-00
Anthony L. Uremovich
/s/ Firooz Zandi
E 706-TTBP-05
TRANSITION, TPS-1
CONCRETE BRIDGE RAILING
MAY 2000
CR
T p
os
6’-
ts @
spaci
Li
mits
of
Cur
ve
d
W-
be
am
g
Li
mit
s
of
Cu
rv
ed
W-
be
am
gu
ar
du
ardr
ra
i
ail
l
ter
min
alconnect
or
system
system
6’-3"
3"
or W-beam guardrail
Guardrail transition type WGB
B
B
A A
Radius
L
W
fixed objects (See Table CWGS-2)
Hatched area shall remain free of
6
Terminal end buffer
Edge of
Tra
velw
ay
4
2
8
ng
1’-3 1/4
"2’-4"
1"
2’-3 3/4
"
or flatter
Slope 15:1
Face of rail
2’-0"
SECTION A-A
and hex nut
bolt with round washer
CRT post3
7
1"
2’-3 3/4
"or flatter
Slope 15:1
Face of rail
6" x 8" x 1’-2" wood block
6" x 8" x 6’-0" wood post
2’-0"
SECTION B-B
and hex nut
bolt with round washer
8"
16d Nail
CRT post
7
3
TABLE CWGS-2
5
6
RADIUS
8
11
40’ x 20’
50’ x 20’
30’ x 15’
L x W
OF FIXED OBJECTS
REQUIRED AREA FREE
25’ x 15’
POSTS
NO. OF CRT
8’-6"
25’-6"
17’-0"
35’-0"
-
TABLE CWGS-3
RADIUSTYPEPANELS REMOVED
NUMBER OF 6’-3"
8’-6"
2
3
4
5
6
7
8
9
1
8’-6"
8’-6"
17’-0"
17’-0"
17’-0"
25’-0"
25’-0"
25’-0"
1
1
1
2
2
2
0
0
0
CONNECTOR SYSTEM
2
1 25’-0"
35’-0"
0
0
CURVED W-BEAM GUARDRAIL SYSTEMS
TERMINAL SYSTEM
connector system.
This dimension shall be 5 ft for the 35 ft radius curved W-beam guardrail
radius.
A minimum 4 ft width shoulder shall be used with a 15 ft minimum drive
be 2:1 or flatter.
The embankment slope behind the curved W-beam guardrail system shall
guardrail shall not be bolted to this post.
For the 8’-6" radius curved W-beam guardrail terminal system,
panels to be removed for each type of curved W-beam guardrail system.
are to be omitted. See Table CWGS-03 for the number of guardrail
outside of the clear zone and the plans specifically state that panels
W-beam guardrail terminal system only where the bridge railing falls
A maximum of two guardrail panels may be omitted from the curved
W-beam guardrail connector system shall be used.
run of guardrail only at a driveway. For a public road approach, a curved
A curved W-beam guardrail terminal system shall be used to terminate a
same as for the guardrail specified for the adjacent run.
Except where otherwise shown, all hardware and installation shall be the
shown on the plans in accordance with Table CWGS-3.
The type of curved W-beam guardrail system to be used shall be as
curved W-beam guardrail system is specified.
E 601-CWGS-01 through -06, and E 601-CWGT-01 and -02 where a
This drawing shall be used in conjunction with Standard Drawings
4.
3.
5.
2.
1.
6
9
GENERAL NOTES
8
7
STATE OF
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E 601-CWGS-03
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
GUARDRAIL SYSTEM
CURVED W-BEAM
SEPTEMBER 1999
09/04/12
09/04/12
09/04/12DETAILS PLACED IN THIS FORMAT
/s/ Richard L. VanCleave
/s/ Mark A. Miller
DATECHIEF ENGINEER
DATESUPERVISOR, ROADWAY STANDARDS
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
STANDARD DRAWING NO.
INDIANA DEPARTMENT OF TRANSPORTATION
GUARDRAIL SYSTEM
CURVED W-BEAM
SEPTEMBER 2011
E 601-CWGS-06
STATE OF
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1
See Standard Drawing E 601-CWGS-04 for location of Post B.
The TS 2 1/2" x 2 1/2" structural tube shall be welded to Post B only.
NOTE:
09/04/12
09/04/12
09/04/12DETAILS PLACED IN THIS FORMAT
/s/ Richard L. VanCleave
/s/ Mark A. Miller
DATECHIEF ENGINEER
DATESUPERVISOR, ROADWAY STANDARDS
8"
8"
5/8" steel plate
BEARING PLATE
1"
1"
FRONT VIEW SIDE VIEW
1" x 3/16" x 1"˜
1" x 3/16" x 8"˜
1/8 1/2"
1/8
1/8
4"
3"
SIDE VIEW
1’-3 1/2
"8"
1"
6"
holes
3"3"
5’-0"
FRONT VIEW
1/4
1/4
TS 8" x 6" x 3/16"
TS 2 1/2" x 2 1/2" x 1/4" x 8"1
POST B
STEEL TUBE
2"
SIDE VIEW
WOOD BREAKAWAY POST
5 1/2" 7 1/2"
FRONT VIEW
7"
1’-6"
2 1/2
"
3’-6 1
1/1
6"
1’-3 3/1
6"
sleeve (2 3/8" O.D.)
std. 2" I.D. pipe
timber post
Treated
5 1/2" x 7 1/2"
alignment
Centerline for
alignment
Centerline for
6’-0"
6" x 8" treated timber post
8"
CRT POST
FRONT VIEW SIDE VIEW
6"
7"
1’-3 1/4
"2’-4"
SOIL PLATE
2’-0"
2’-0"
1/4" steel plate
9"6"9"
1’-0"
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
E.P.
E.P.
RCBA
or
BRIDGE
transition
Guardrail
18’-9"
Begin guardrail taper
End guardrail taper
parallel to E.P.
Guardrail
30
1
Railing Transittion
End of Bridge-
E.P.
E.P.
RCBA
or
BRIDGE
shown on plans
Guardrail required only if
transition
Guardrail
Railing Transittion
End of Bridge- WL3
L 3
End treatment
MS 2
4
Double faced W-beam guardrail @ 6’-3" post spacing
W
Treatment
OS End
STANDARD DRAWING NO.
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
INDIANA DEPARTMENT OF TRANSPORTATION
DESIGN STANDARDS ENGINEER DATE
E 601-GRBA-02
/s/ Richard L. VanCleave 09/01/11
09/01/11/s/ Mark A. Miller
STATE OF
No.
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9750
DIVIDED ROADWAY
GUARDRAIL
BRIDGE-APPROACH
Transition rail as required for end treatment type MS.
= length shown on plans of W-beam guardrail at 6’-3" post spacing, ft.W
L
See Standard Drawing E 601-GRET-07 for alternate placement detail.
guardrail transition type TGB.
the bridge-approach guardrail, and is connected to the bridge railing with
1. This configuration shall be used where W-beam guardrail is specified as
NOTES:
2
3
4
SEPTEMBER 2011
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
LEGEND:
- W 14 x 22 Blockout
2’-11 3/4
"
6’-3"6’-3"6’-3"6’-3"
2’-3 3/4
"
2’-4 3/4
"
W-Beam Guardrail and Posts
Transition Rail
Thrie BeamThrie Beam Guardrail and Posts
WGT - Transition Limits
PLAN
THRIE BEAM TO W-BEAM GUARDRAIL TRANSITION
ELEVATION
3’-0 3/4
"
1
or End Treatment
Begin W-Beam Guardrail
Guardrail
Thrie Beam
Ground Line
Guardrail
W-Beam
Backup Plate
Thrie Beam
See detail.
Transition Rail
Thrie Beam
- W 6 x 9 Post
W-Beam Blockout
- Timber or Composite
2"
4 1/4"
8 1/2"
3 1/4"
4 1/4"4 1/4" 4 1/4"
Approx. 1’-6"
Cut to fit.
Approx. 3’-6 1/2"
B-B
SECTION
A-A
SECTION
1’-8" (– 3/ 16")
(Typ.)
3/4" x 2 1/2"
Post Bolt Slot
1’-1 3/4"1’-1 3/4"
THRIE BEAM TRANSITION RAIL
ELEVATION
CAP PLATE PLAN
A
A
B
B
5
2
Single groove weld and grind flush.
2"
7’-3 1/2"
6’-3"
typical section.
match W-beam
dimensions
Cross section
typical section.
match thrie beam
dimensions
Cross section
E 601-TWGT-01
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
DATECHIEF ENGINEER
DATEDESIGN STANDARDS ENGINEER
SEPTEMBER 2014
TRANSITION, WGT
THRIE BEAM GUARDRAIL
W-BEAM GUARDRAIL TO
See Standard Drawing E 601-TBGC-01 for Thrie Beam Rail Section.5
hereon.
W-beam guardrail relative orientation is opposite to that shown
Slope on thrie beam transition shall be reversed where thrie beam to 4.
Guardrail Assembly details.
See Standard Drawings E 601-WBGA-01 through -03 for W-Beam 3.
Components.
See Standard Drawing E 601-WBGC-01 for W-Beam Guardrail 2
thrie-beam splice and at other locations as shown.
details. Thrie beam backup plate required at posts where there is no
See Standard Drawing E 601-MTGR-01 for Thrie Beam Guardrail 1
NOTES:
IR
C
R
AH
ESIET
DRE
D
AEL
V
9750
E
C.L naV
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EF
I A
No.
STATE OF
ANI
D
O
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IN
R
ER
ENSI N
AL
/s/ Richard L. VanCleave 02/20/14
/s/ Mark A. Miller 03/03/14
3 1/4"
3 5/1
6"
5’-0"
10 Gauge Plate
8"
1’-0" (– 1/4
")
(Typ.)
29/32" x 1 1/8"
Splice Bolt Slots
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
2'-0"Required Width Varies (8'-0" Min.)2'-0"
Limits of Subgrade Treatment
1
3
~~
2
5
~
1
~
4
LEGEND
6" Compacted Aggregate No. 53, Base
Earth Shoulder
Width and Cross Slope as Required
2
1
3
4
5
220 lb/yd² HMA Intermediate, Type B
140 lb/yd² HMA Surface, Type B, on
HMA for Sidewalk Consisting of
Compacted to the Density and Moisture Requirement
Subgrade Treatment Type III, 6" of Soil
E 604-NVUF-01
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
DATECHIEF ENGINEER
DATEDESIGN STANDARDS ENGINEER
SEPTEMBER 2017
HMA PAVEMENT SECTION
NON-MOTORIZED VEHICLE USE FACILITY
EISGER
DTE
PR
I N
E
S
OF
No.
A
STATE OF
IN AD G
E
E
I
E
R
NR
SNO
IA
NL
ELIZ
AB
ETH W
. PHIL
LIPS
10200124
at edge of pavement.
Construct safety edge as required for Surface and Intermediate layers 1
NOTE:
1
/s/ John Leckie
/s/ Elizabeth W. Phillips 04/27/17
04/28/17
-
Existing Ballast
2'-0"Required Width Varies (8'-0" Min.)2'-0"
1
~
7
5
2
~~
1
6
~
Limits of Subgrade Treatment
LEGEND
6" Compacted Aggregate No. 53, Base
Width and Cross Slope as Required
1
5
7
6
Variable-Depth Compacted Aggregate No. 53 or No. 73
2
220 lb/yd² HMA Intermediate, Type B
140 lb/yd² HMA Surface, Type B, on
HMA for Sidewalk Consisting of
and Replaced with 3" Coarse Aggregate No. 53
Subgrade Treatment Type V, 3" Subgrade Excavated
E 604-NVUF-02
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
DATECHIEF ENGINEER
DATEDESIGN STANDARDS ENGINEER
SEPTEMBER 2017
ON ABANDONED RAILROAD CORRIDOR
HMA PAVEMENT SECTION
NON-MOTORIZED VEHICLE USE FACILITY
EISGER
DTE
PR
I N
E
S
OF
No.
A
STATE OF
IN AD G
E
E
I
E
R
NR
SNO
IA
NL
ELIZ
AB
ETH W
. PHIL
LIPS
10200124
at edge of pavement.
Construct safety edge as required for Surface and Intermediate layers 1
NOTE:
1
04/28/17/s/ John Leckie
04/27/17/s/ Elizabeth W. Phillips
-
5'-0" Min.Median
SECTION A-A
SECTION B-B
Median
Raised Median
TS
A A
Media
n Width
4
Media
n Width
4 TS TS
MEDIAN PERPENDICULAR CURB RAMPS
Raised Median
5'-0"
Min.
5'-0"
Min.
Min.
5'-0"
WITH CURB
MEDIAN CUT-THROUGH
3
Min.
5'-0"
4'-0"
4'-0"
4'-0"
Min.
Min.
Min.
5
5
5
5
5
5
Raised Median
Crosswalk Markings
Crosswalk Markings
Side
Flared
Side
Flared
Side
Flared
Side
Flared
Sidewalk Expansion Joint
Curb
Curb
6
Sidewalk Expansion Joint
5'-0" Min.
Sidewalk Expansion Joint
Raised Median
WITH TAPERED CURB
MEDIAN CUT-THROUGH
B
Media
n Width
4
2'-0"
Min.
3
Min.
5'-0"
5
5
Raised Median
Crosswalk Markings
Joint
Sidewalk Expansion
Curb
4:1 Max
Detectable Warning Surface
:LEGEND
Ramp
TS Turning Space
E 604-SWCR-11
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
DATECHIEF ENGINEER
DATEDESIGN STANDARDS ENGINEER
SEPTEMBER 2016
TYPICAL PLACEMENT
MEDIAN PERPENDICULAR CURB RAMP
MEDIAN CUT-THROUGH AND
EISGER
DTE
PR
I N
E
S
OF
No.
A
STATE OF
IN AD G
E
E
I
E
R
NR
SNO
IA
NL
ELIZ
AB
ETH W
. PHIL
LIPS
10200124
/s/ Elizabeth W. Phillips 03/15/16
03/18/16/s/ Mark A. Miller
details.
See Standard Drawing E 604-CCSJ-01 for sidewalk expansion joint 9.
Warning Surface placement, configuration, and details.
See Standard Drawing E 604-SWCR-12, -13, and -14 for Detectable 8.
See Standard Drawing E 604-SWCR-01 for cross slope exceptions.7.
Walkable Surface. The cross slope shall be 2.00% maximum.6
adjacent pavement gutter line.
curb ramp and the top of curb shall be flush with the edge of
The bottom edge of the median cut-through or median perpendicular 5
shall not be placed.
Where median width is less than 6 ft, detectable warning surfaces 4
2.00% maximum.
Where a median cut through is used the running slope shall be 3
4 ft x 5 ft.
median, the turning space shall have a minimum clear dimension of
2. Where in-line or offset perpendicular curb ramps are used within a
perpendicular curb ramp shall be 5 ft.
1. The minimum width of a median cut-through and median
NOTES:
Curb
Curb 4:1 Max SlopeB
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
Approach
R.C. Bridge
Bridge Deck
Concrete
or Greater
Backer Rod 3/8" Ø
Final Saw Cut
1/4" – 1/16"
1/4
" – 1/1
6"
1 1/4
"
3"
Initial Saw Cut
1/8"
E 609-BRJT-01
09/04/12DETAILS PLACED IN THIS FORMAT
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
DATECHIEF ENGINEER
DATESUPERVISOR, ROADWAY STANDARDS
See Standard Drawing E-609-RCBA-01 for joint location.1.
NOTES:
TYPE I-A JOINT
SEPTEMBER 2012
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
/s/ Richard L. VanCleave 09/04/12
/s/ Mark A. Miller 09/04/12
1/4
"
Sealant
Silicone Joint
-
3
2
Bridge Deck
Pavement Ledge
3"
RC
BA Width to b
e S
ho
wn o
n Pla
ns
20’-6"
3
2
Bridge Deck
Pavement Ledge
3"
RC
BA Width to b
e S
ho
wn o
n Pla
ns
20’-6"
PLAN SHOWING TOP REINFORCING
PLAN SHOWING BOTTOM REINFORCING
30 Spa. @ 8" = 20’-0"
10 Spa. @ 2’-0" = 20’-0"
Structure
Structure
3"
3"
3"
#5 B
ars S
pa.
@ 8"
Max.
3"
3"
3"
591 B
ars S
pa.
@ 6"
Max.
31 - #5 Bars
#5 x 20’-2"
11 - #5 Bars
591
E 609-RCBA-01
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
DATECHIEF ENGINEER
DATEDESIGN STANDARDS ENGINEER
SEPTEMBER 2014
SQUARE
REINFORCED CONCRETE BRIDGE APPROACH
PCCP = Portland Cement Concrete Pavement
RCBA = Reinforced Concrete Bridge Approach
:KEY
RCBA shall be surface sealed.5.
extensions used with bridge railing transitions.
See Standard Drawings E 609-TBAE-01 through -04 for RCBA 4.
slab details.
See Standard Drawing E 503-BATJ-01 for terminal joint and sleeper 3
detail, and reinforcing bar bending diagram.
See Standard Drawing E 609-RCBA-03 for section, pavement ledge 2
All reinforcing bars shall be epoxy-coated.1.
NOTES:
EISGER
DTE
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OF
No.
A
STATE OF
IN AD G
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LIPS
10200124
/s/ Elizabeth W. Phillips 03/04/14
/s/ Mark A. Miller 03/04/14
Approach Roadway
Sleeper Slab with PCCP
Approach Roadway
Sleeper Slab with PCCP
-
3
2
Bridge Deck
Pavement Ledge
3"
RC
BA Width to b
e S
ho
wn o
n Pla
ns
Lap
2’-0"
20’-6"
3
2
Bridge Deck
Pavement Ledge
3"
RC
BA Width to b
e S
ho
wn o
n Pla
ns
20’-6"
PLAN SHOWING TOP REINFORCING
PLAN SHOWING BOTTOM REINFORCING
Structure
Structure
6
Lap
2’-0"
6
30 Spa. @ 8" = 20’-0"
10 Spa. @ 2’-0" = 20’-0"
#5
3"
#5 & 5
91 B
ars S
pa.
@ 6"
Max.
3"
#5
#5 B
ars S
pa.
@ 8"
Max.
3"
3"
3"
3"
Lengths
#5, Variable
Variable Lengths
#5 @ 8",
31 - #5
#5 x 20’-2"
Variable Lengths
#5 @ 2’-0", 11 - #5
Lengths
#5, Variable
591
E 609-RCBA-02
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
DATECHIEF ENGINEER
DATEDESIGN STANDARDS ENGINEER
SEPTEMBER 2014
PCCP = Portland Cement Concrete Pavement
RCBA = Reinforced Concrete Bridge Approach
:KEY
SKEWED
REINFORCED CONCRETE BRIDGE APPROACH
RCBA shall be surface sealed.7.
reinforcing bars shall be provided.
shorter than 2’-0", a fanned configuration of three #5 x 5’-0"
For skew > 15° where variable-length transverse bars would be 6
extensions used with bridge railing transitions.
See Standard Drawings E 609-TBAE-01 through -04 for RCBA 5.
on the plans.
Variable-length #5 bars shall be detailed by means of cutting diagrams 4.
slab details.
See Standard Drawing E 503-BATJ-01 for terminal joint and sleeper 3
detail, and reinforcing bar bending diagram.
See Standard Drawing E 609-RCBA-03 for section, pavement ledge 2
All reinforcing bars shall be epoxy-coated.1.
NOTES:
EISGER
DTE
PR
I N
E
S
OF
No.
A
STATE OF
IN AD G
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. PHIL
LIPS
10200124
/s/ Elizabeth W. Phillips 03/04/14
/s/ Mark A. Miller 03/04/14
3 - #5 x 5’-0"
3 - #5 x 5’-0"
Approach Roadway
Sleeper Slab with PCCP
Approach Roadway
Sleeper Slab with PCCP
-
Subbase
6" Dense Graded
#5 (Typ.)
Bridge Deck
RC
BA T
hickness
(Typ.)
8"
Pv
mt. T
hickness
7Joint with PCCP Only
Sleeper Slab and Terminal
SECTION THROUGH APPROACH
See Detail.
Pavement Ledge
Tie-Bar Assy.
#5 Threaded
(Typ.)
2’-0"
#5 @ 8" Max.
591 @ 6" Max.#5 @ 6" Max.
20’-2"
591 x 20’-9"
PAVEMENT LEDGE DETAIL
Min. Thickness 6 Mils
2 Layers of Polyethylene,
1"
2 1/2
"
2"
Polystyrene
1/2" x 2" Expanded
Polystyrene
1/2" x 4" Expanded
2"
2"
6"
1’-6"
45°
Thickness
Approach
Min.
6"
2" Cl.
Bridge Deck
(Billed With Superstructure)
Tie-Bar Assy. Spa. @ 2’-0"
#5 x 6’-0" Epoxy-Coated Threaded
RCBA
E 609-RCBA-03
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
DATECHIEF ENGINEER
DATEDESIGN STANDARDS ENGINEER
SEPTEMBER 2014
SECTION AND PAVEMENT LEDGE DETAIL
REINFORCED CONCRETE BRIDGE APPROACH
slab details.
See Standard Drawing E 503-BATJ-01 for terminal joint and sleeper 7
details and notes.
See Standard Drawing E 703-BRST-01 for reinforcing-bar bending 6.
Joint type I-A. See Standard Drawing E 609-BRJT-01 for details.5
Same as pavement thickness, if pavement thickness = 12 in.
12 in. if pavement thickness < 12 in.
For PCCP:4
12 in. if design year AADT = 1000
10 in. if design year AADT < 1000
For HMA pavement:3
See plans for approach thickness.2
All reinforcing bars shall be epoxy-coated.1.
NOTES:
PCCP = Portland Cement Concrete Pavement
RCBA = Reinforced Concrete Bridge Approach
:KEY
EISGER
DTE
PR
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No.
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STATE OF
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ELIZ
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LIPS
10200124
/s/ Elizabeth W. Phillips 02/21/14
/s/ Mark A. Miller 03/03/14
23
4
Dense Graded Subbase
2
5
3 4
-
5901
5
42
5904
EPOXY-COATED REINFORCING BARS
269 LBS
2.7 SYS
BILL OF MATERIALS
MISCELLANEOUS
SIZE
MARK OR
BARS
NO. OFLENGTH WEIGHT
4’-2"
16’-7"
Reinforcing BarsTotal Epoxy-Coated
RCBA Extension Area
RCBA extension
Quantities are for one
SECTION B-B
PLAN
A
A
B B
1’-6"
2"
2"
3"
3" 2"
16’-5"
2’-0"
2"
16’-5"
Concrete Bridge Railing Transition Type TFC, TPF-1, TPF-2, TPS-1, or TPS-2 Limits
(Bottom)
3 - 5904
(Top)
2 - 5904
59045901 (Typ.)
5901 (Typ.)
6"
6"
3"
3"
Railing LimitsConcrete Bridge
R.C.
Bridge A
ppro
ach
33-5901 (Top), Lap with #4 Bars in R.C. Bridge Approach
32 Spa. @ 6" = 16’-0" (Top)
9-5901 (Bottom), Lap with #5 Bars in R.C. Bridge Approach
8 Spa. @ 2’-0" = 16’-0 (Bottom)
SECTION A-A
1’-6"
5901
R.C. Bridge Approach
5904 (Typ.)
2" Clr. 2"
Clr.
2"
Clr.
5901 x 4’-2"
5904 x 16’-7"
16’-0"
3’-7"
E 609-TBAE-01
5 6
1
1
65
TFC, TPF-1, TPF-2, TPS-1, OR TPS-2
BRIDGE RAILING TRANSITION
RCBA EXTENSION FOR
3
See Standard Drawing E 609-TBAE-04 for General Notes .3.
railing transition type TPS-2 details.
See Standard Drawings E 706-TTPP-07 and -08 for concrete bridge
railing transition type TPS-1 details.
See Standard Drawings E 706-TTPP-05 and -06 for concrete bridge
railing transition type TPF-2 details.
See Standard Drawings E 706-TTPP-03 and -04 for concrete bridge
railing transition type TPF-1 details.
See Standard Drawings E 706-TTPP-01 and -02 for concrete bridge 2
bridge railing transition type TFC details.
See Standard Drawings E 706-TTFC-01 through -03 for concrete 1
NOTES
2
2
12
SEPTEMBER 2013
DATECHIEF ENGINEER
EISGER
DTE
PR
I N
E
S
OF
No.
A
STATE OF
IN AD G
E
E
I
E
R
NR
SNO
IA
NL
ELIZ
AB
ETH W
. PHIL
LIPS
10200124DATEDESIGN STANDARDS ENGINEER
STANDARD DRAWING NO.
INDIANA DEPARTMENT OF TRANSPORTATION
/s/ Elizabeth W. Phillips 02/28/13
/s/ Mark A. Miller 03/27/13
-
E 609-TBAE-02
5 6
1
1
TFT, TTF-2, OR TTX
BRIDGE RAILING TRANSITION
RCBA EXTENSION FOR
See Standard Drawing E 609-TBAE-04 for General Notes .4.
railing transition type TTX details.
See Standard Drawing E 706-TTTX-01 and -02 for concrete bridge 3
bridge railing transition type TTF-2 details.
See Standard Drawing E 706-TTTF-01 through -04 for concrete 2
bridge railing transition type TFT details.
See Standard Drawing E 706-TTFT-01 through -03 for concrete 1
NOTES
2 3
SEPTEMBER 2013
DATECHIEF ENGINEER
EISGER
DTE
PR
I N
E
S
OF
No.
A
STATE OF
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NL
ELIZ
AB
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. PHIL
LIPS
10200124DATEDESIGN STANDARDS ENGINEER
3
STANDARD DRAWING NO.
INDIANA DEPARTMENT OF TRANSPORTATION
/s/ Elizabeth W. Phillips 02/28/13
/s/ Mark A. Miller 03/27/13
20’-6"
PLAN
SECTION D-D
C
C
D
2" 2"
3"3"
3" 3"
20’-6"
1’-6"
R.C.
Bridge A
ppro
ach
(Bottom)
3-5902
(Top)
2-5902
5902
5901 (Typ.)
5901 (Typ.)6"
2"
6"
6"
3"
3"
D
41 - 5901 (Top), Lap with #4 Bars in R.C. Bridge Approach
40 Spa. @ 6" = 20’-0" (Top)
11 - 5901 (Bottom), Lap with #5 Bars in R.C. Bridge Approach
10 Spa. @ 2’-0" = 20’-0" (Bottom)
Concrete Bridge Railing Transition Type TFT, TTF-2, or TTX Limits
Railing Limits
Concrete Bridge
5901
5
52
5902
MISCELLANEOUS
EPOXY-COATED REINFORCING BARS
333 LBS
3.4 SYS
BILL OF MATERIALS
SIZE
MARK OR
BARS
NO. OFLENGTH WEIGHT
4’-2"
20’-7"
Reinforcing BarsTotal Epoxy-Coated
RCBA Extension Area
RCBA extension
Quantities are for one
5901 x 4’-2"
5902 x 20’-7"
20’-0"
3’-7"
SECTION C-C
1’-6"
5902 (Typ.)
5901
R.C. Bridge Approach2" Clr.
2 1/2
" Clr.
2"
Clr.
3 2
1
2
65
-
5900
35
11
5901
EPOXY-COATED REINFORCING BARS
312 LBS
3.4 SYS
BILL OF MATERIALS
5903 5
2
MISCELLANEOUS
SIZE
MARK OR
BARS
NO. OFLENGTH WEIGHT
5’-0"
4’-2"
18’-1"
3’-6"#5
Reinforcing BarsTotal Epoxy-Coated
RCBA Extension Area
RCBA extension
Quantities are for one
5901 x 4’-2"5900 x 5’-0"
5903 x 18’-1"
3’-7"4’-5"
17’-6"
SECTION E-E
5903 (Typ.)
1’-6"
5901
SECTION F-F
5903 (Typ.)
2’-4"
5900
#5
Approach
R.C. Bridge
Approach
R.C. Bridge
4" Clr.2" Clr. 2"
Clr.
2"
Clr.
3"
Clr.
3"
Clr.
E
E
G
PLAN
SECTION G-G
F
F
(1 Top & 1 Bottom)
2 - #5 X 3’-6"
1’-6"
10"
4’-0"14’-0"
18’-0"
2’-4"
1’-6"
18’-0"
5903
(Bottom)
3 - 5903
(Top)
2 - 5903
Railing LimitsConcrete Bridge
28 - 5901 (Top), Lap with #4 Bars in R.C. Bridge Approach R.C. Bridge Approach
Lap with #4 Bars in
8 - 5900 (Top),
Bridge Approach
with #4 Bars in R.C.
3 - 5900 (Bottom), Lap
7 - 5901 (Bottom), Lap with #5 Bars in R.C. Bridge Approach
6"
G
R.C.
Bridge A
ppro
ach
Concrete Bridge Railing Transition Type WFC Limits
35 Spa. @ 6" = 17’-6" (Top)
8 Spa. @ 2’-0" = 16’-0" (Bottom) 2" Clr.
2" Clr.4" Clr.
4" Clr.
3"
Clr.
2" Clr.4" Clr.4"
Clr.
4" Clr.
E 609-TBAE-03
SEPTEMBER 2013
1
3
2
5 6
1
1
WFC
BRIDGE RAILING TRANSITION
RCBA EXTENSION FOR
See Standard Drawing E 609-TBAE-04 for General Notes .2.
bridge railing transition WFC details.
See Standard Drawings E 706-TWFC-01 through -03 for concrete 1
NOTES
2
5 6 5 6
DATECHIEF ENGINEER
EISGER
DTE
PR
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A
STATE OF
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ELIZ
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LIPS
10200124DATEDESIGN STANDARDS ENGINEER
STANDARD DRAWING NO.
INDIANA DEPARTMENT OF TRANSPORTATION
/s/ Elizabeth W. Phillips 02/28/13
/s/ Mark A. Miller 03/27/13
6"
-
STANDARD DRAWING NO.
INDIANA DEPARTMENT OF TRANSPORTATION
E 609-TBAE-04
SEPTEMBER 2012
GENERAL NOTES
BRIDGE RAILING TRANSITION
RCBA EXTENSION FOR
DATECHIEF ENGINEER
/s/ Mark A. Miller
DATESUPERVISOR, ROADWAY STANDARDS
09/04/12
09/04/12STATE OF
No.
AADIN I N
PR
OFE
S
OIS
N LANE
I
G
EN
RE
RGEISTER
DE
RIC
HA
RD L. VanCLE
AVE
9750
/s/ Richard L. Van Cleave
GENERAL NOTES
cement concrete pavement.
See the plans for thickness of RCBA and its extension to be used with a terminal joint and portland 6
See the plans for thickness of RCBA and its extension to be used with asphalt pavement.5
See Standard Drawing E 703-BRST-01 for reinforcing-bar bending details and notes.4.
bridge end as shown on the plans.
This end of the reinforced concrete bridge approach extension shall match the construction at the 3
Construction joint type A. See Standard Drawing E 702-CJTA-01 for details.2
See Standard Drawing E 609-RCBA-01 and the plans for reinforced concrete bridge approach details.1
-
.
-
.
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
E 610-MBAP-01
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
DATECHIEF ENGINEER
DATEDESIGN STANDARDS ENGINEER
SEPTEMBER 2014
(V = 50 MPH)
HIGH SPEED ROADWAY
MAILBOX APPROACHES
pavement section.
Mailbox approach pavement section shall be the same as the shoulder 3.
See plans for W.2
S = Normal width of paved shoulder as shown on plans.1
NOTES:
IR
C
R
AH
ESIET
DRE
D
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. VanCleave 02/20/14
/s/ Mark A. Miller 03/03/14
TYPICAL MAILBOX APPROACH
R = 25’-0"
Direction of Traffic
Direction of Traffic
Direction of Traffic
Edge of Travelway
Edge of Paved Shoulder
6’-8" Min.
22’-0"
6’-8" Min.
SS W
16’-6"22’-0"
Shoulder 20:1
Taper Paved
SWS
Shoulder 20:1
Taper Paved
Shoulder 20:1
Taper Paved
Mailbox Assemblies
16’-6"
Shoulder 20:1
Taper Paved
SW 1
2(Mailbox Located Beyond Drive)
COMBINATION MAILBOX APPROACH & DRIVE
(Mailbox Located in Advance of Drive)
COMBINATION MAILBOX APPROACH & DRIVE
Shoulder Break
S 1
Shoulder Break(Typ.)
2’-6" Min.
R = 15’-0"
Shoulder Break
(Typ.)
2’-6" Min.Break
Shoulder
(Typ.)
2’-6" Min.
R = 15’-0"
Shoulder Break
Edge of Travelway
Edge of Paved Shoulder
Edge of Travelway
Edge of Paved Shoulder
Drive
Drive
R = 25’-0"
1
2
11
2
1
AssemblyMailbox
AssemblyMailbox
-
E 610-MBAP-02
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
DATECHIEF ENGINEER
DATEDESIGN STANDARDS ENGINEER
SEPTEMBER 2014
pavement section.
Mailbox approach pavement section shall be the same as the shoulder 3.
See plans for W.2
S = Normal width of paved shoulder as shown on plans.1
NOTES:
(V = 45 MPH)
LOW SPEED ROADWAY
MAILBOX APPROACHES
IR
C
R
AH
ESIET
DRE
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9750
E
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No.
STATE OF
ANI
D
O
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IN
R
ER
ENSI N
AL
/s/ Richard L. VanCleave 02/20/14
/s/ Mark A. Miller 03/03/14
12:1 Taper
Direction of Traffic
12:1 Taper
12:1 Taper
12:1 Taper
Direction Of Traffic
Direction of Traffic
TYPICAL MAILBOX APPROACH
(Mailbox Located Beyond Drive)
COMBINATION MAILBOX APPROACH & DRIVE
(Mailbox Located in Advance of Drive)
COMBINATION MAILBOX APPROACH & DRIVE
S
16’-6"
W
S
R=25’-0"
22’-0"
S
W
SS
R=15’-0"
22’-0" 16’-6"
R=25’-0"
W
S
6’-8" Min. Mailbox Assemblies
6’-8" Min.
1
2
11
2
1
1
2
1
Drive
Drive
Edge of Travelway
Edge of Travelway
R=15’-0"
Edge of Paved ShoulderEdge of Paved Shoulder (Typ.)
2’-6" Min.(Typ.)
2’-6" Min.Shoulder Break
Shoulder Break
Edge of Paved ShoulderEdge of Paved Shoulder
Shoulder Break Shoulder Break
(Typ.)
2’-6" Min.
Edge of Paved Shoulder
Shoulder Break
Edge of Paved Shoulder
Shoulder Break
(Typ.)
2’-6" Min.
Mailbox Assembly
Mailbox Assembly
Edge of Travelway
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATE
-
DESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
DESIGN STANDARDS ENGINEER
DATEDESIGN STANDARDS ENGINEER
CHIEF HIGHWAY ENGINEER DATE
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V.C. = 20'-0"
Vertical Scale Exaggerated for Clarity
GRADE OF U-TURN MEDIAN OPENING
4'-0"4'-0"
R=
W/2
R=W/2
A A
30'-0"
4'-0"
4'-0"
Traffic
Traffic
PLAN
10'-0"
10'-0"10'-0"
Vertical Scale Exaggerated for Clarity
SECTION A-A
3"
Cro
wn
30'-0"
10'-0"
(typ.)
No Corrugations in This Area (Typ.)
Variable
Variable
Survey
Survey
HMA or PCCP Shoulder
W
HMA or PCCP Shoulder
HMA or PCCP Shoulder
HMA or PCCP Shoulder
E 610-UTMO-01
INDIANA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWING NO.
DATECHIEF ENGINEER
U-TURN MEDIAN OPENING
SEPTEMBER 2017
DATEDESIGN STANDARDS ENGINEER
EISGER
DTE
PR
I N
E
S
OF
No.
A
STATE OF
IN AD G
E
E
I
E
R
NR
SNO
IA
NL
ELIZ
AB
ETH W
. PHIL
LIPS
10200124
04/28/17/s/ John Leckie
04/27/17/s/ Elizabeth W. Phillips
2.0%2.0%
HMA or PCCP ShoulderHMA or PCCP Shoulder
W
165 lb/syd HMA Surface Type B
495 lb/syd HMA Intermediate Type B
4" Compacted Aggregate, No.53, Base
Subgrade Treatment, Type II
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DESIGN STANDARDS ENGINEER
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E601-CWGSE601-CWGS-01E601-CWGS-02E601-CWGS-03E601-CWGS-04E601-CWGS-05E601-CWGS-06
E601-CWGTE601-CWGT-01E601-CWGT-02
E601-GAIAE601-GAIA-01E601-GAIA-01aE601-GAIA-02E601-GAIA-03
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E601-GRBAE601-GRBSE601-GRBS-01E601-GRBS-02E601-GRBS-03E601-GRBS-04E601-GRBS-05E601-GRBS-06E601-GRBS-07E601-GRBS-08
E601-GRETE601-GRET-04E601-GRET-05E601-GRET-06E601-GRET-07E601-GRET-08E601-GRET-09E601-GRET-10E601-GRET-11E601-GRET-12
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E601-RHPGE601-RHPG-01E601-RHPG-02E601-RHPG-03E601-RHPG-04
E601-TBGCE601-TBGC-01E601-TBGC-02
E601-TMTTE601-TPGPE601-TPGP-01E601-TPGP-02
E601-TTGBE601-TTGB-01E601-TTGB-02E601-TTGB-03E601-TTGB-04E601-TTGB-05
E601-TTGPE601-TTGP-01E601-TTGP-02E601-TTGP-03
E601-TTGTE601-TTGT-01E601-TTGT-02
E601-TTMSE601-TTVHE601-TTVH-01E601-TTVH-02
E601-TWGBE601-TWGB-01E601-TWGB-02E601-TWGB-03
E601-TWGTE601-WBGAE601-WBGA-01E601-WBGA-02E601-WBGA-03E601-WBGA-06
E601-WBGCE601-WBGC-01E601-WBGC-02E601-WBGC-03
E602-CCMBE602-CCMB-01E602-CCMB-02E602-CCMB-03E602-CCMB-04
E603-CLTFE603-CLTF-01E603-CLTF-02E603-CLTF-03
E603-FFTFE603-FFTF-01E603-FFTF-02E603-FFTF-03E603-FFTF-04
E604-CCSJE604-NVUF604-NVUF-01604-NVUF-02
E604-SDWK604-SDWK-01604-SDWK-02604-SDWK-03
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E605-CNCCE605-CNCC-01E605-CNCC-02E605-CNCC-03
E605-CTCGE605-CTCG-01E605-CTCG-02
E605-ERCNE605-ERCN-01E605-ERCN-02
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E606-SHCGE606-SHCG-01E606-SHCG-02E606-SHCG-03E606-SHCG-04E606-SHCG-05
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E610-MBAPE610-MBAP-01E610-MBAP-02
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E610-PRCOE610-PRCO-01E610-PRCO-01aE610-PRCO-02E610-PRCO-03E610-PRCO-04E610-PRCO-05E610-PRCO-06E610-PRCO-07
E611-MBASE611-MBAS-01E611-MBAS-02E611-MBAS-03E611-MBAS-04
E616-SWCOE616-SWCO-01E616-SWCO-02E616-SWCO-03E616-SWCO-04E616-SWCO-05E616-SWCO-06E616-SWCO-07
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