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New York State
Department of
Transportation
ENGINEERING
BULLETIN
EB
13-030
Expires one year after issue unless replaced sooner
Title: HIGHWAY DESIGN MANUAL REVISION N0. 73 - CHAPTER 2 - DESIGN CRITERIA
Target Audience:
Manufacturers (18)
Local Govt. (31)
Agencies (32)
Surveyors (33)
Consultants (34)
Contractors (39)
____________(
Approved:
/s/Stephen A. Zargham___________
)
Stephen A. Zargham, PE
Director, Design Quality Assurance Bureau
ADMINISTRATIVE INFORMATION:
• This Engineering Bulletin (EB) is effective beginning with projects submitted for design
•
•
approval on or after January 1, 2014, but designers may begin implementation before the
effective date.
Superseded Issuances: None
Disposition of Issued Materials: These changes will be incorporated into the Highway Design
Manual, Chapter 2 by this revision.
PURPOSE: The purpose of this EB is to announce the availability of Revision 73 to the
Highway Design Manual (HDM) – Chapter 2 – Design Criteria.
TECHNICAL INFORMATION:
•
•
HDM Exhibit 2-9 Traveled Way Widths for Ramps and Turning Roadways is revised to:
1) Simplify the traveled way width determination by providing one table for interstate
ramps and another table for non-interstate ramps and turning roadways, including
non-interstate highways that are designated as Qualifying Highways (see HDM
section 2.5.3.2). This results in minimum and economical traveled way widths while
meeting AASHTO recommendations for large vehicle accommodation. Since Exhibit
2-9a directly addresses the requirements for the interstate tractor trailer (WB-67/WB20), Condition D is no longer needed.
2) Update the values and instructions to reflect guidance in the 2011 AASHTO Green
Book;
3) Correct errors in the traveled way width values in the previous version of HDM
Exhibit 2-9.
Highway Design Manual (HDM) Section 2.7.5.2B Lane Width is revised to read:
“B. Traveled Way Width
Determine minimum traveled way width from Exhibits 2-9a or 2-9b, as appropriate. Use
Exhibit 2-9a for interstate ramps and Exhibit 2-9b for non-interstate ramps and turning
roadways, including non-interstate highways that are designated as Qualifying
Highways.”
9/03/13
Date
EB 13-030 Page 2 of 2
•
•
Typographical errors on 2 additional pages have been corrected. On page 2-37 Note 7 has
been corrected to read “For bridges, determine the lane and shoulder width from the
NYSDOT Bridge Manual, Section 2.” On page 2-49 the last 2 bullets next to the text
have been removed. The text remains.
A correction was made on page 2-27. The following language was added under Grade in
Section 2.7.2.1 E to correct a previous omission: “Determine maximum from Exhibit 23”.
TRANSMITTED MATERIALS:
•
Revised Exhibits 2-9a and 2-9b and a metric version (Exhibits M2-9a and M2-9b) are
available at: https://www.dot.ny.gov/divisions/engineering/design/dqab/hdm/chapter-2
Revision to HDM Section 2.7.5.2B Lane Width is also available at the above link.
•
The pages modified by this revision can be found in the HDM Revisions Log at:
https://www.dot.ny.gov/divisions/engineering/design/dqab/hdm/hdm-revised-logs
CONTACT: Direct questions regarding this issuance to Mary Ricard, PE
([email protected]) of the Design Quality Assurance Bureau.
HIGHWAY DESIGN MANUAL
Chapter 2 Design Criteria
Revision 73
(Limited Revision)
September 3, 2013
Section
Changes
2.7.2.1
Language was added under Grade in item E to correct a previous omission:
“Determine maximum from Exhibit 2-3”.
Exhibit 2-5
Typographical error corrected in Note 7 to read “For bridges, determine the lane
and shoulder width from the NYSDOT Bridge Manual, Section 2.”
2.7.5.2A
Removed the last 2 bullets next to the text. The text remains.
2.7.5.2B
Revised to properly refer to revised Exhibits 2-9a and 2-9b.
Exhibit 2-9
Changed to simplify the traveled way width determination by providing one table for
interstate ramps and another table for non-interstate ramps and turning roadways,
including non-interstate highways that are designated as Qualifying Highways.
Eliminates the need for traffic condition D.
Exhibit 2-9
Updates the values and instructions to reflect guidance in the 2011 AASHTO Green
Book.
Exhibit 2-9
Corrected errors in the traveled way width values.
9/3/2013
2.9
REFERENCES ............................................................................................................. 2-65
APPENDIX A- METRIC VALUES FOR STANDARDS ............................................................. 2-66
M2.7.1 Interstates and Other Freeways ........................................................................... 2-66
M2.7.2 Arterials ................................................................................................................ 2-71
M2.7.3 Collector Roads and Streets ................................................................................ 2-79
M2.7.4 Local Roads and Streets ...................................................................................... 2-86
M2.7.5 Other Roadways ................................................................................................... 2-93
LIST OF EXHIBITS
Exhibit
2-1
2-1a
2-2
2-3
2-4
2-5
2-6
2-7
2-8
2-9a
2-9b
2-10
2-11
2-12
2-13
2-14
2-15
2-16
Title
Page
Functional Classification of Highways - Various Sources ........................................... 2-7
Horizontal Clearance ................................................................................................ 2-18
Design Criteria for Interstates and Other Freeways ................................................. 2-26
Design Criteria for Rural Arterials.............................................................................. 2-29
Design Criteria for Urban Arterials ............................................................................ 2-33
Design Criteria for Rural Collectors ........................................................................... 2-37
Design Criteria for Urban Collectors.......................................................................... 2-41
Design Criteria for Local Rural Roads ....................................................................... 2-44
Design Criteria for Local Urban Streets..................................................................... 2-48
Traveled Way Widths for Interstate Ramps............................................................. 2-53a
Traveled Way Widths for Non-Interstate Ramps and Turning Roadways ............... 2-53b
Design Criteria for Turning Roadways ...................................................................... 2-54
Minimum Radii and Superelevation for Low-Speed Urban Streets ........................... 2-57
Minimum Radii for Design Superelevation Rates, Design Speeds, and emax = 4% ... 2-58
Minimum Radii for Design Superelevation Rates, Design Speeds, and emax = 6% ... 2-59
Minimum Radii for Design Superelevation Rates, Design Speeds, and emax = 8% ... 2-60
Nonstandard Feature Justification Form ................................................................... 2-63
Design Criteria Table ................................................................................................ 2-64
M2-2
M2-3
M2-4
M2-5
M2-6
M2-7
M2-8
M2-9a
M2-9b
M2-10
M2-11
M2-12
M2-13
M2-14
Design Criteria for Interstates and Other Freeways ................................................. 2-70
Design Criteria for Rural Arterials.............................................................................. 2-74
Design Criteria for Urban Arterials ............................................................................ 2-78
Design Criteria for Rural Collectors ........................................................................... 2-81
Design Criteria for Urban Collectors.......................................................................... 2-85
Design Criteria for Local Rural Roads ....................................................................... 2-88
Design Criteria for Local Urban Streets..................................................................... 2-92
Traveled Way Widths for Interstate Ramps............................................................. 2-97a
Traveled Way Widths for Non-Interstate Ramps and Turning Roadways ............... 2-97b
Design Criteria for Turning Roadways ...................................................................... 2-98
Minimum Radii and Superelevation for Low-Speed Urban Streets ......................... 2-101
Minimum Radii for Design Superelevation Rates, Design Speeds, and emax = 4% . 2-102
Minimum Radii for Design Superelevation Rates, Design Speeds, and emax = 6% . 2-103
Minimum Radii for Design Superelevation Rates, Design Speeds, and emax = 8% . 2-104
9/3/2013
2-27
DESIGN CRITERIA
2.7.2
Arterials
2.7.2.1 Rural Arterials
The design criteria for undivided and divided rural arterials are:
A. Design Speed
The design speed is either: maximum functional class speed or a speed based on the
anticipated (post-construction) off-peak 85th percentile speed within the range of functional
class speeds as shown below. Refer to Section 2.6.1 for guidance on design speed and
Chapter 5 of this manual, Section 5.2.4 for methods to determine the off-peak 85th percentile
speed. The following are the range of design speeds.
Terrain
Minimum Design Speed
Maximum Design Speed
Level
40 mph
60 mph
Rolling
40 mph
60 mph
Mountainous
40 mph
50 mph
B. Lane Width
Determine from Exhibit 2-3.
C. Shoulder Width
Determine from Exhibit 2-3.
D. Bridge Roadway Width
Determine from NYSDOT Bridge Manual, Section 2. Note that the bridge roadway width
includes the lane and shoulders and is often based on the approach lane and shoulder width
determined from Sections B and C, above.
E. Grade
Determine maximum from Exhibit 2-3.
F. Horizontal Curvature
Determine minimum radius from Exhibit 2-3. For curves flatter than the minimum radius, the
radius and superelevation on each horizontal curve shall be correlated with the design speed in
accordance with the appropriate emax table (Exhibit 2-13 for e max. = 6% or Exhibit 2-14 for emax. =
8%).
G. Superelevation
8% maximum. A 6% maximum may be used in suburban areas to minimize the effect of
negative side friction during peak periods with low travel speeds.
9/3/2013
§2.7.2.1
DESIGN CRITERIA
2-37
Exhibit 2-5 Design Criteria for Rural Collectors
1,7
Design
Speed
(mph)
Travel Lane Width (ft.)
Based on Design Year ADT
ADT
Under
400
ADT
4001500
ADT
15003
2000
ADT
Over
3
2000
Turn Lane (ft.)
Minimum Desirable
Maximum Percent Grade
2
Level
Rolling
Mountainous
Min.
Stopping
Sight
Distance
(ft.)
Terrain
Min.
Radius Curve
(ft.)
emax = 6%
Min.
Radius Curve
(ft.)
emax = 8%
20
10
4
10
11
12
7
10
12
115
81
76
25
10
4
10
11
12
7
10
11
155
144
134
30
10
4
10
11
12
7
9
10
200
231
214
35
10
4
10
11
12
7
9
10
250
340
314
40
10
4
11
11
12
7
8
10
305
485
444
45
10
4
11
11
12
7
8
10
360
643
587
50
10
4
11
11
12
6
7
9
425
833
758
10
Match
Travel
Lane
Width
55
11
11
12
12
6
7
9
495
1060
960
60
11
11
12
12
5
6
8
570
1330
1200
Shoulder Width (ft.)
All
Speeds
9/3/2013
2
5
5
6
6
7
8
Notes:
1. Routes designated as Qualifying Highways on the national network of Designated
Truck Access Highways require 12 ft. travel lanes.
2. Short lengths of grade in rural areas, such as grades less than 490 ft. in length, one—way downgrades,
and grades on low-volume (<1500 vpd) rural collectors may be up to 2% steeper than the grades shown
above.
3. 11 ft. lanes may be retained where accident rates are acceptable.
4. 9 ft. lanes may be used for design volumes under 250 vpd.
5. .Minimum width is 4 ft. if roadside barrier is used. 4 ft. shoulder is desirable if the shoulder is intended for
occasional pedestrian and/or bicycle use.
6. Shoulder width may be reduced to 4 ft. for design speeds of 40 mph to 60 mph.
7. For bridges, determine the lane and shoulder width from the NYSDOT Bridge Manual, Section 2.
§2.7.3.1
2-49
2.7.5
DESIGN CRITERIA
Other Roadways
2.7.5.1 Parkways
Parkways that are multilane, divided freeways, or expressways with occasional at-grade
intersections should follow the standards in Section 2.7.1.2 Other Freeways. Parkways that are twolane highways or multilane, divided highways with signalized intersections should follow the
standards of the design classification established for the subject parkway.
2.7.5.2 Ramps (Turning Roadways for Grade-Separated Highways)
Ramps are turning roadways to accommodate high volumes of turning movements between gradeseparated highways. Ramps are functionally classified based on the higher-type highway they
service. For example, all the ramps to and from an interstate are considered part of the Interstate
System. The design criteria for ramps are:
A. Design Speed
A ramp speed study is not required to determine the ramp design speed. The ramp design
speed for the design criteria applies to the sharpest ramp curve, usually on the ramp proper.
The ramp design speed does not apply to the ramp terminals, which should include transition
curves and speed change lanes based on the design speeds of the highways and ramps
involved.
Desirably, ramp design speed should approximate the off-peak running speeds (50th percentile
speeds) on the higher speed intersecting highway, but not exceed 50 mph. Ramps with design
speeds over 50 mph should be designed using Section 2.7.1 of this chapter. The minimum
design speeds based on ramp type (as illustrated in Exhibit 10-55 of AASHTO’s A Policy on
Geometric Design of Highways and Streets, 2004) are:




9/3/2013
Loop ramps – 25 mph minimum for highways with design speeds of more than 50 mph.
Semidirect connection ramps – 30 mph minimum.
Direct connection ramps – 40 mph minimum; 50 mph preferred.
Diagonals, outer connections, and one-quadrant ramps - Below is the minimum ramp
design speed related to the highway design speed. The highway design speed is the
higher design speed of the interchanging roadways.
Highway Design Speed (mph)
40 45 50 55 60 70 75
Min. Ramp Design Speed (mph)
20 25 25 30 30 40 45
§2.7.5.2
2-53a
DESIGN CRITERIA
Exhibit 2-9a Traveled Way Widths for Interstate Ramps(1)
Radius on
Inside
Edge of
Traveled
Way, R (ft)
50
Traveled Way Width (ft)(2)
One-Lane, One-Way
Two-Lane Operation(3) –
Operation
One-Way or Two-Way
See note 4
See note 4
75
See note 4
See note 4
100
See note 4
See note 4
150
23 (17)(5)
32
200
(5)
30
(5)
29
(5)
28
(5)
28
300
400
500
Tangent
(≥1000 ft)
21 (16)
19 (15)
18 (15)
17 (15)
15
26
Width Modification for Edge Conditions
No Stabilized
Shoulder
Sloping Curb
Vertical Curb
One Side
Two Sides
Paved
Shoulder, one
or both sides
None
None
None
None
Add 1 ft
Add 1 ft
Add 2 ft
Add 2 ft
Traveled way width for
Deduct 2 ft where the
tangent (R≥1000 ft) may be
combined left and right
reduced to 12 ft where the
shoulder width is 4 ft or
combined left and right
wider
shoulder width is 4 ft or
wider.
1
For non-interstate ramps and turning roadways use Exhibit 2-9b.
2
The ramp traveled way width may vary according to the radius encountered. In general, the least width is
selected, with the width increased in curved segments of the ramp. Taper between different widths in accord
with HDM Chapter 5.
3
These widths (from AASHTO Green Book 2011 Table 3-29) reflect a combination of separate design
vehicles, and will only accommodate two WB-40 design vehicles passing one another. For the rare cases
where the design must accommodate WB-67 design vehicles passing one another, use AASHTO Green Book
2011 Table 3-28b to determine the required width.
4
These radii are associated with design speeds lower than the minimum required for interstate ramps in New
York State. Retaining these radii on existing interstate ramps requires Non-Standard Feature Justification(s)
with a safety and operational analysis of the impact on larger vehicles. New or reconstructed ramps should
not use less than a 150 ft radius.
5
The reduced traveled way width included in parenthesis may be used instead if BOTH of the following apply:
a)
Right and left shoulders are full depth (required for new or reconstructed ramps only) and widths
meet or exceed the minimum shoulder widths from Exhibit 2-10.
b)
The cross slope of traveled way and shoulders is on a single plane, as shown in HDM Figure 35, 3rd section from top, with no rollover.
9/3/2013
§2.7.5.2
DESIGN CRITERIA
2-53b
Exhibit 2-9b Traveled Way Widths for Non-Interstate Ramps and
Turning Roadways(1)
(2)
Radius on
Inner Edge
of Traveled
Way, R (ft)
50
75
100
150
200
300
400
500
Tangent
(≥1000 ft)
No Stabilized
Shoulder
Sloping Curb
Vertical Curb
One Side
Two Sides
Paved
Shoulder, one
or both sides
Traveled Way Width (ft)
Case I
Case II
Case III
One-Lane, One-Way
One-Lane, One-Way
Two-Lane Operation –
Operation – no provision
Operation – with
One-Way or Two-Way
for passing a stalled
provision for passing a
vehicle
stalled vehicle
Design Traffic Condition (see definitions below)
A
B
C
A
B
C
A
B
C
18
18
23
20
26
30
31
36
45
16
17
20
19
23
27
29
33
38
15
16
18
18
22
25
28
31
35
14
15
17
18
21
23
26
29
32
13
15
16
17
20
22
26
28
30
13
15
15
17
20
22
25
28
29
13
15
15
17
19
21
25
27
28
12
15
15
17
19
21
25
27
28
12
14
14
17
18
20
24
26
26
Width Modification for Edge Conditions
None
None
None
None
None
None
Add 1 ft
None
Add 1 ft
Add 2 ft
Add 1 ft
Add 2 ft
Traveled way width for
Deduct the combined left
Deduct 2 ft where the
tangent (R≥1000 ft) may be
and right shoulder width,
combined left and right
reduced to 12 ft where the
but the traveled way width
shoulder width is 4 ft or
combined left and right
cannot be less than that
wider.
3
shoulder width is 4 ft or
required under Case I.
wider.
Design Traffic Condition Definitions
A = Predominantly P vehicles, but some consideration for SU trucks
B = Single-Unit (SU) Truck and Semitrailer vehicles comprise 5-10% of traffic volume
C = Bus and Semitrailer vehicles comprise over 10% of traffic volume
1
For non-interstate highways designated as Qualifying Highways (see section 2.5.3.2), use Design Traffic
Condition C and ensure that the design permits a WB-67 design vehicle to negotiate the non-interstate
ramp/turning roadway using the full width of the roadway (traveled way plus shoulders).
2
Values are from AASHTO Green Book 2011 Table 3-29. The traveled way width may vary according to the
radius encountered. In general, the least width is selected, with the width increased in curved segments. Taper
between different widths in accord with HDM Chapter 5.
3
For example, for R=150 ft, Case II, Condition B and combined left and right shoulder width of 9 ft, the
traveled way width required is 21-9=12 ft. However, it cannot be less than that required under Case I so 15 ft
is required.
§2.7.5.2
9/3/2013
2-94
DESIGN CRITERIA
B. Traveled Way Width
Determine minimum traveled way width from Exhibits M2-9a or M2-9b, as appropriate. Use
Exhibit M2-9a for interstate ramps and Exhibit M2-9b for non-interstate ramps and turning
roadways, including non-interstate highways that are designated as Qualifying Highways.
C. Shoulder Width
Determine minimum shoulder widths from Exhibit M2-10.
D. Bridge Roadway Width
The lane and shoulder widths are to be carried across all ramp structures.
E. Grade
Determine maximum from Exhibit M2-10.
F. Horizontal Curvature
Determine minimum radius from Exhibit M2-10. For curves flatter than the minimum radius, the
radius and superelevation on each horizontal curve shall be correlated with the design speed in
accordance with the appropriate e max table (Exhibit M2-13 for e max. = 6% or Exhibit M2-14 for
e max. = 8%).
G. Superelevation
8% maximum. A 6% maximum may be used in urban and suburban areas to minimize the
effect of negative side friction during peak periods with low travel speeds.
H. Stopping Sight Distance (Horizontal and Vertical)
Determine minimum and desirable stopping sight distance from Exhibit M2-10.
I. Horizontal Clearance
Right side = greater of shoulder width or 1.8 m and left side = 1.0 m minimum. Where ramps
pass under structures, there should be an additional 1.2 m clearance beyond the outside of
shoulders to bridge piers or abutments.
'M2.7.5.2
9/3/2013
DESIGN CRITERIA
2-97a
Exhibit M2-9a Traveled Way Widths for Interstate Ramps(1)
Radius on
Inner Edge
of Traveled
Way, R (m)
15
Traveled Way Width (m)(2)
One-Lane, One-Way
Two-Lane Operation(3) –
Operation
One-Way or Two-Way
See note 4
See note 4
25
See note 4
See note 4
30
See note 4
See note 4
50
(5)
9.5
75
(5)
5.9 (4.8)
8.9
100
5.5 (4.8)(5)
8.7
125
(5)
8.5
(5)
8.4
150
Tangent
(≥300 m)
6.7 (5.0)
5.3 (4.8)
5.2 (4.5)
4.5
7.9
Width Modification for Edge Conditions
No Stabilized
Shoulder
Sloping Curb
Vertical Curb
One Side
Two Sides
Paved
Shoulder, one
or both sides
None
None
None
None
Add 0.3 m
Add 0.3 m
Add 0.6 m
Add 0.6 m
Traveled way width for
Deduct 0.6 m where the
tangent (R≥300 m) may be
combined left and right
reduced to 3.6 m where the
shoulder width is 1.2 m or
combined left and right
wider
shoulder width is 1.2 m or
wider.
1
For non-interstate ramps and turning roadways use Exhibit 2-9b.
2
The ramp traveled way width may vary according to the radius encountered. In general, the least width is
selected, with the width increased in curved segments of the ramp. Taper between different widths in accord
with HDM Chapter 5.
3
These widths (from AASHTO Green Book 2011 Table 3-29) reflect a combination of separate design
vehicles, and will only accommodate two WB-12 design vehicles passing one another. For the rare cases
where the design must accommodate WB-20 design vehicles passing one another, use AASHTO Green Book
2011 Table 3-28a to determine the required width.
4
These radii are associated with design speeds lower than the minimum required for interstate ramps in New
York State. Retaining these radii or proposing them for new/reconstructed ramps requires Non-Standard
Feature Justification(s) with a safety and operational analysis of the impact on larger vehicles. New or
reconstructed ramps should not use less than a 50 m radius.
5
The reduced traveled way width included in parenthesis may be used instead if BOTH of the following apply:
a)
Right and left shoulders are full depth (required for new or reconstructed ramps only) and widths
meet or exceed the minimum shoulder widths from Exhibit 2-10.
b)
The cross slope of traveled way and shoulders is on a single plane, as shown in HDM Figure 35, 3rd section from top, with no rollover.
9/3/2013
'M2.7.5.2
2-97b
Exhibit M2-9b Traveled Way Widths for Non-Interstate Ramps and
Turning Roadways(1)
(2)
Radius on
Inner Edge
of Traveled
Way, R (m)
15
25
30
50
75
100
125
150
Tangent
(≥300 m)
No Stabilized
Shoulder
Sloping Curb
Vertical Curb
One Side
Two Sides
Paved
Shoulder, one
or both sides
Traveled Way Width (m)
Case I
Case II
Case III
One-Lane, One-Way
One-Lane, One-Way
Two-Lane Operation –
Operation – no provision
Operation – with
One-Way or Two-Way
for passing a stalled
provision for passing a
vehicle
stalled vehicle
Design Traffic Condition (see definitions below)
A
B
C
A
B
C
A
B
C
5.4
5.5
7.0
6.0
7.8
9.2
9.4
11.0
13.6
4.8
5.0
5.8
5.6
6.9
7.9
8.6
9.7
11.1
4.5
4.9
5.5
5.5
6.7
7.6
8.4
9.4
10.6
4.2
4.6
5.0
5.3
6.3
7.0
7.9
8.8
9.5
3.9
4.5
4.8
5.2
6.1
6.7
7.7
8.5
8.9
3.9
4.5
4.8
5.2
5.9
6.5
7.6
8.3
8.7
3.9
4.5
4.8
5.1
5.9
6.4
7.6
8.2
8.5
3.6
4.5
4.5
5.1
5.8
6.4
7.5
8.2
8.4
3.6
4.2
4.2
5.0
5.5
6.1
7.3
7.9
7.9
Width Modification for Edge Conditions
None
None
None
None
None
None
Add 0.3 m
None
Add 0.3 m
Add 0.6 m
Add 0.3 m
Add 0.6 m
Traveled way width for
Deduct the combined left
Deduct 0.6 m where the
tangent (R≥300 m) may be
and right shoulder width,
combined left and right
reduced to 3.6 m where the but the traveled way width
shoulder width is 1.2 m or
combined left and right
cannot be less than that
wider.
3
shoulder width is 1.2 m or
required under Case I.
wider.
Design Traffic Condition Definitions
A = Predominantly P vehicles, but some consideration for SU trucks
B = Single-Unit (SU) Truck and Semitrailer vehicles comprise 5-10% of traffic volume
C = Bus and Semitrailer vehicles comprise over 10% of traffic volume
1
For non-interstate highways designated as Qualifying Highways (see section 2.5.3.2), use Design Traffic
Condition C and ensure that the design permits a WB-20 design vehicle to negotiate the non-interstate
ramp/turning roadway using the full width of the roadway (traveled way plus shoulders).
2
Values are from AASHTO Green Book 2011 Table 3-29.
3
For example, for R=50 m, Case II, Condition B and combined left and right shoulder width of 3 m, the width
required is 6.3 – 3 =3.3 m. However, it cannot be less than that required under Case I so 4.6 m is required.
'M2.7.5.2
9/3/2013