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Concrete Bridge Approach Pavements: A Survey of State Practices
Prepared for
Wisconsin Highway Research Program Rigid Pavements Technical Oversight Committee
Prepared by
CTC & Associates LLC WisDOT Research & Library Unit
January 15, 2010
Transportation Synthesis Reports are brief summaries of currently available information on topics of interest to WisDOT staff throughout the department. Online and print sources for TSRs include NCHRP and other TRB programs, AASHTO, the research and practices of other transportation agencies, and related academic and industry research. Internet hyperlinks in TSRs are active at the time of publication, but changes on the host server can make them obsolete. To request a TSR, e-mail [email protected] or call (608) 267-6977. Request for Report Many state DOTs use concrete slabs to connect the decks of bridges with adjoining roadways. These approaches are meant to provide a smooth transition from roadway to deck. However, the settlement of embankments supporting these slabs can lead to their cracking, as well as the failure of the expansion joints connecting them to roadway pavements. The Rigid Pavements Technical Oversight Committee of the Wisconsin Highway Research Program is interested in other states’ experiences with cracking and expansion joint failure in concrete bridge approach pavements. Summary We conducted a brief survey of state DOTs consisting of the following questions:
1. What problems has your state experienced with cracking of concrete approach slabs adjacent to skewed bridge decks?
2. Have you had instances of expansion joint failure at concrete approach slabs, and if so, to what extent? 3. Could you please attach or provide a link to your agency’s designs or specifications on concrete bridge
approach pavements? 4. What is the name, phone number and e-mail address of the appropriate person in your agency to talk to
about this topic? Eighteen state DOTs responded to the survey. See Survey Results beginning on page 2 of this report for the full text of these survey responses. State specifications provided by survey respondents are included in Appendices A through K.
Key findings from the survey follow.
• Of 18 respondents, 17 use concrete approach slabs and one (Maryland) does not. • Of those agencies using approach slabs, 14 (82 percent) reported problems with cracking, two (12 percent)
had no problems, and one (6 percent) could not say because of difficulties with inspection. • Of 14 agencies reporting cracking, eight (57 percent) reported problems in the acute corners of skewed
approach slabs, and six (43 percent) said the cracking problem was the same for skewed and nonskewed bridges. Three of 14 agencies (21 percent) said that cracking was a minor problem, and five (36 percent) reported settling or erosion of underlying subgrade soils beneath slabs as a possible cause of cracking.
• Of 17 agencies using approach slabs, 13 (76 percent) use expansion joints. For those agencies using expansion joints, 12 (92 percent) had a problem with joint failure and one (8 percent) did not. For the 12 agencies with expansion joint problems, three (25 percent) reported this failure as uncommon and two (17 percent) as not attributable to approach slabs specifically.
Survey Results The full text of each survey response is provided below. For reference, we have included an abbreviated version of each question before the response; for the full question text, please see the Summary on page 1 of this report.
Alaska Contact: Design: Elmer Marx, Alaska Department of Transportation and Public Facilities, (907) 465-6941, [email protected]; Inspection: Drew Sielbach, Alaska Department of Transportation and Public Facilities, (907) 465-6942, [email protected]. 1. Problems with cracking: Alaska typically overlays the approach slabs with asphalt, making a direct
visual observation impossible. Cracking of asphalt in the acute areas has been observed at several locations.
2. Expansion joint failure: In-House Design Practices
o Alaska rigidly attaches the approach slab to the abutment backwall with no expansion joint present.
o Alaska uses flexible pavements on the approach roadway. No expansion joint is provided at the interface of the flexible pavement with the approach slab. The asphalt at this location typically cracks.
Contractor Design/Build Several bridges were designed attaching the approach slab to the abutment backwall with a dowel, which allowed ¾" movement. The compression seals installed at this location are loose, with some sections missing.
3. Designs or specifications: See Appendix A. Arkansas Contact: Glenn Cheatham, Arkansas State Highway and Transportation Department, (501) 569-2466, [email protected]. 1. Problems with cracking: The concrete approach slab used for transitioning from roadway to bridge has
always been a problem in AR. Whether from poor compaction at the bridge end or from material washing out from under the slab, our slabs are typically cracked or settled. Many have asphalt overlays placed to repair the bump at the end of the roadway. Similar problems occur whether square or skewed. I have not noticed skewed being any worse than square. See pictures of a typical problem in AR in Appendix B.
2. Expansion joint failure: Yes. The expansion joint material does not last very long. Incompressibles get in the joints, causing edge spalls and cracks in the approach slabs.
2
3. Designs or specifications: A List of Standard Bridge Drawings, including approach slabs and gutters, can be viewed at http://www.arkansashighways.com/bridge_division/list_standard_drawings.aspx.
Colorado Contact: Expansion Joints: Behrooz Far, Colorado DOT, (303) 757-9193; Concrete Approaches: Mohamed Zaina, Colorado DOT, (303) 757-9196; Abutment/Wingwall/Approach Slabs: Trever Wang, Colorado DOT, (303) 512-4072, or Steve Yip, Colorado DOT, (303) 512-4171. 1. Problems with cracking: We have experienced cracking with skewed and nonskewed bridge decks. This
may be caused by the materials, construction or approach slab design. The cracking of skewed concrete approach slabs is also caused by:
• Thermal load—the load will result in a gap at the corner having an obtuse angle with the approach slab and acute angle with the bridge deck. Water flowing through this gap causes settlement of the approach slab.
• The skew angle of the approach slab, which results in an uneven distribution of slab moment due to live load.
2. Expansion joint failure: Yes. There are many instances of failure for 0-4" expansion joints. The main cause is the lack of consolidation of concrete behind the expansion joints. We have also had failures due to snowplows catching the edge of expansion joints and ripping them out, because the contractor didn’t follow directions and recessed the expansion joint 1/8" below the deck surface. Failures have also been noted for 0-2" asphaltic plug joints when they have been used in curved bridges, steep inclines or poor installations.
3. Designs or specifications: See Appendix C. Florida Contact: Andre Pavlov, Florida DOT, (850) 921-7111, [email protected]. 1. Problems with cracking: No problems. 2. Expansion joint failure: No failures. 3. Designs or specifications: See Appendix D. Indiana Contact: David Andrewski, Indiana DOT, (317) 232-5452, [email protected]. 1. Problems with cracking: We have seen cracking in the corners of approach slabs. 2. Expansion joint failure: Occasionally we have seen expansion joint failure at the approach slabs but it
has not normally been attributed to the approach slab condition. 3. Designs or specifications: See Appendix E. Iowa Contact: Scott Neubauer, Iowa DOT, (515) 239-1290, [email protected]. 1. Problems with cracking: We have not documented approach issues with relation to skew. We do not see
obvious issues related to skew. We have cracking in the bridge approach slabs due to settlement. It is common for a dip to develop about 20' to 30' from the abutment. We have recently used flooding during placement of the granular fill behind abutments to try to reduce the settlement.
2. Expansion joint failure: We have approach slabs that have dropped because the abutment paving notch/corbel failed or there was fill material on the paving notch/corbel when the approach was placed and the fill washed away, allowing the slab to drop. We recently updated our approach standard to address these issues. I am unclear as to what you are calling joint failure.
3
3. Designs or specifications: Our standard approach details are at
http://www.iowadot.gov/design/stdrdpln.htm under the RK section “Bridge Approach Pavement,” Standard RK-20, “Double Reinforced 12" Approach.”
Kansas Contact: Andrew Gisi, Kansas DOT, (785) 291-3856, [email protected]. 1. Problems with cracking: We experience cracking in the bridge approach slabs regardless of the angle of
the bridge end to the roadway. The reason for the cracking is loss of support under the approach slab due either to erosion or settlement of subgrade soil. Our bridges are founded on rock or piles, which makes them a fixed object. Our pavements are founded on compressible soil, which makes them a movable object. The result is settlement in the embankment soils and a void created below the pavement. This causes the approach slab to crack.
2. Expansion joint failure: The 4" joint approximately 30' from the EWS will generally close up and maintenance forces will have to reconstruct.
3. Designs or specifications: http://kart.ksdot.org/; click on “KDOT Standard Drawings” and look at RD 711-715. [A free account is required to view the standards.]
Kentucky Contact: Jamie Bewley Byrd, State Highway Engineer’s Office, (502) 564-3730 ext. 3128, [email protected]. 1. Problems with cracking: We have gone to using buried approach slabs to allow for easier wedging of
pavements at bridge ends. Inspections for cracking would be difficult. 2. Expansion joint failure: We generally use integral end bents with buried approach slabs, and so
expansion joint devices are not used. 3. Designs or specifications: See Appendix F. Louisiana Contact: Jenan Nakhleh, Louisiana Department of Transportation & Development, (225) 379-1061, [email protected]. 1. Problems with cracking: Some problems we have had with skewed approach slabs would be cracking
near the sharp corners of the slab. 2. Expansion joint failure: We have had the usual joint failure due to pavement growth. That is a
continuous maintenance issue. 3. Designs or specifications: Our current detail for a skewed approach slab is to have the far end normal to
the center line of the bridge with the shorter side not less than 12 feet long. Maryland Contact: Jeff Robert, Maryland State Highway Administration, (410) 545-8327, [email protected]. 1. Problems with cracking: The Maryland State Highway Administration does not use concrete approach
slabs. 2. Expansion joint failure: N/A. 3. Designs or specifications: N/A.
4
Minnesota Contact: Paul Rowekamp, Minnesota DOT, (651) 366-4484, [email protected]. 1. Problems with cracking: Cracking in the acute corner of the adjoining approach slab. 2. Expansion joint failure: Yes, especially since we’ve built more integral abutment bridges. Our existing
joint sealers aren’t performing well with the wide openings we have at the end of integral abutment bridges with the approach panels tied to the bridge.
3. Designs or specifications: See Appendix G. Mississippi Contact: John Vance, Mississippi DOT, (601) 359-7111, [email protected]. 1. Problems with cracking: The problems that we are having include hard-to-get compaction and the slabs
tending to drop when the material underneath settles; we do have cracking in many approach slabs but not associated with skewed bridges (acute angle breaks).
2. Expansion joint failure: We have experienced joint failures causing undermining of the slab. This does not happen on what I would call a common basis. The approach slab joints (on paving brackets) are generally not a big problem. The approach slabs have on several occasions tended to migrate away from the end walls. We have a much bigger problem with the joints between the end walls and bridge decks.
3. Designs or specifications: See Appendix H. Missouri Contact: Gregory Sanders, Missouri DOT, (573) 526-0245, [email protected]. 1. Problems with cracking: Our reinforced bridge approach slabs are tied to the abutments with
reinforcement in the middle of our 12" min slab. We don’t see much cracking in the slabs except for slight cracking in the top at the end that is tied to our reinforcement detail where high steel permits movement.
2. Expansion joint failure: Our bridge approach is seated on an approach notch, poured flush with the abutment face on one end and tied, and rests on a sleeper slab on the other end where a 3/4" expansion (filled) joint is used. These joints are easily replaced. Additionally, there is a 2" filled expansion joint at the end of our 15' concrete approach pavement that abuts the bridge approach slab and sits on a concrete sill.
3. Designs or specifications: Standard Drawings: http://www.modot.mo.gov/business/consultant_resources/bridgestandards.htm Approach Slab Sheets: http://www.modot.mo.gov/business/standard_drawings2/approachslab_new_title_block.htm
New Mexico Contact: Ray M. Trujillo, New Mexico DOT, (505) 827-5448, [email protected]. 1. Problems with cracking: Have had cracking at acute corners of concrete approach slabs. This usually
occurs when skew angles are greater than 30°. 2. Expansion joint failure: Very few. Cause of failure for the few we have had was due to approaches
settling considerably. 3. Designs or specifications: See Appendix I.
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New York Contact: Arthur P. Yannotti, New York State DOT, (518) 457-4453, [email protected]. 1. Problems with cracking: The approach slab frequently cracks perpendicular to the abutment on skewed
bridges. This occurs much more often when there is no expansion joint at the abutment. 2. Expansion joint failure: Yes. Almost all expansion joints leak in time. 3. Designs or specifications:
A3. Bridge Manual: https://www.nysdot.gov/divisions/engineering/structures/repository/manuals/brman-usc/Section_13_US_2008_1st.pdf BD Sheet: https://www.nysdot.gov/main/business-center/engineering/cadd-info/drawings/bridge-detail-sheets-usc/sa-approach-slabs-usc
North Dakota Contact: Tim Schwagler, North Dakota DOT, (701) 328-4421, [email protected]. 1. Problems with cracking: North Dakota has not experienced cracking of approach slabs adjacent to
skewed bridge decks. 2. Expansion joint failure: Expansion joints are not next to approach slabs. 3. Designs or specifications: See Appendix J. Texas Contact: Brian Merrill, Texas DOT, (512) 416-2232, [email protected]. 1. Problems with cracking: We do get cracks in concrete approach slabs that are perpendicular to the
expansion joint on skewed bridges. There seem to be few negative consequences from these cracks. 2. Expansion joint failure: Expansion joint failure occurs with and without the presence of a concrete
approach slab. We have seen no correlation between joint failures and approach slabs. 3. Designs or specifications: TxDOT’s standard drawings for approach slabs, BAS-A and BAS-C, can be
found at http://www.dot.state.tx.us/insdtdot/orgchart/cmd/cserve/standard/bridge-e.htm#Miscellaneous; or see Appendix K.
Washington Contact: Bruce Thill, Washington State DOT, (360) 705-7393, [email protected]. 1. Problems with cracking: Cracking of the approach slabs is generally the same in nature as that of the bridge
deck, but less frequent. 2. Expansion joint failure: Joint failure of the approach slabs is of the same nature, but less frequent due to
smaller joints. Large expansion movements are located at bridge joints. Generally, the smaller the joint gap, the less impact and the lower the risk of deterioration.
3. Designs or specifications: http://www.wsdot.wa.gov/eesc/bridge/drawings/index.cfm?fuseaction=drawings§ion_nbr=8&type_id=34.
B
A
B
B
3" c
l.
2" C
L.
3" c
l.
3’-0"
1’-
0"
1’-
0"
1’-0"6"
2’-0"
1’-
0"
3"
8"
6"
Centerline of Roadway
Ò Brg. Abut.
#
4 @
1’-6"
Top o
f s
lab
1’-
0"
6 1/2 "
2’-4
"
#5 @ 1’-0"
Top of slab
Ro
ad
way
PLAN
A
B
BB
A
B
#5 @
1’-0"
#
6 @
6"
Bo
tt.
of s
lab
#5 @ 1’-0"
Bott. of slab
#4 @ 1’-6"
Detail "B"#5 @ 1’-0"
#6 @ 6" #5 @ 1’-0"
20 gauge galv. sheet metal
(To be included in the work)
#5 (6 Tot.)
SECTION
3" Hot Bituminous
Pavement over
waterproofing
membrane.
Slope for drainage
.02 ft/ft min.
1/2 Exp’n joint material
SECTION
2" deep poured
joint filler
1/2 " Exp’n joint mat’l
Contractor may use
1’-0"
7"
#4 @ 1’-6"
DETAIL "B"
Approach Slab
#5 project
1’-6" into approach
slab.
NOTES:
B-601-1
Concrete class d (Bridge) shall be used for
approach slabs.
Approach slab concrete shall be cured in
accordance with the Specifications for Bridge
Deck Concrete in Subsection 601.
The top surface of the post-tensioning block,
if any, shall be covered with 1" of low density
polystyrene foam. See Dwg. No. B______.
1/2 "expansion joint material shall meet AASHTO
Spec. M213.
Designer: Do not use this sheet when the bridge length
exceeds 250’ on bridges with integral abutments, nor
when the approach roadway is concrete.
14’-0" Sin
With ashphalt roadway
For type 3 guardrail,notch sleeper slab forguardrail post. Cutreinforcing at notch.For type 7 guardrail,place end of guardrailon sleeper slab.
Designer: Use #9 for approach slabs
greater than 20’and less than 31’ long
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Phone: 303-757-9352 FAX: 303-757-9197
Colorado Department of Transportation
Denver, CO 80222-3400
Staff Bridge Branch
4201 East Arkansas Avenue
Room 303
Initials
14’-0" (minimum length)
Sleeper
Slab
X-XX-XX
X-XX-XX
Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
Bridge
XXXXXXXX
XXXXXXXX
Sheet NumberSubset Sheets: B00 of
Init.CommentsDate:
Sheet Revisions As Constructed Project No./Code
APPROACH SLAB DETAILSDrawing File Name:
10/29/2007Print Date:
Horiz. Scale: 1:1
Unit Information Unit Leader Initials
Vert. Scale: As Noted
Sheet_B-601-1.dgn
#4 @ 1’-6"
3/07
6/04
4/02
5/00
11/9
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15’-3 7/8 "
3" c
lr.
(ty
p.)
3" c
lr.
2’-0"
20’-0"
NOTES:
B-601-1BF
Centerline of Roadway
#
4 @
1’-6"
Top o
f s
lab
1’-
0"
2’-4
"
#5 @ 1’-0"
Top of slab
PLAN
A
B
A
B
Ro
ad
way
#5 @
1’-0"
Ò Abutment
B
B
C
B
6"
B
BSECTION
Approach slab
Bridge rail
Sleeper slab
Expansion joint
VIEW TYPE 7 RAIL
SECTIONB
C
#5
2’-9
"1’-
0"
1’-
0"
#4 @ 1’-0"
2 - #4’s x 2’-2" lg.
1’-8"
2’-2"
Construction Joint
#6 @ 6"
#4 @ 1’-6"
Contractor may use
1’-0"
6"
#5 @ 1’-0"
2’-6"
1’-
6"
2’-7"
7"
#5 @ 1’-0"
#5 @ 1’-0"
SECTIONB
A
Room 107
Phone:
Denver, CO 80222-3406
4201 East Arkansas Avenue
303-757-9352 FAX: 303-757-9197
Colorado Department of Transportation
Staff Bridge Branch Initials
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Slope 4"ß trimmed
plastic pipe to
drain (2% min.)
Extend 4"ß trimmed plastic
pipe 4" (min.) beyond
outside face of wingwalls.
20 ga. galvanized sheet
metal (to be included in
the work)#5 (cont.)
(tot. 6)
Concrete Class D (Bridge) shall be used for
approach slabs.
1/2 " expansion joint material shall meet AASHTO
Spec. M213.
For expansion device details see Dwg. No. B___.
For curb and rail details see Dwg. No. B___.
Approach slab concrete shall be cured in accordance
with the Specifications for Bridge Deck Concrete in
Subsection 601.
The top surface of the post-tensioning block, if any,
shall be covered with 1" of low density polystyrene
foam. See Dwg. No. B___.
Slope for drainage0.02 ft/ft min.
1/2 " Exp’n.Joint Mat’l
#4 (tot. 3)
For transition seeM-606-13 sheet 2,
or M-606-1 sheet 10.
Slope for drainage
0.02 ft/ft min.
1/2 " Exp’n. Joint Mat’l.
Sleeper
Slab
#
6 @
6"
Bo
tto
m o
f s
lab
#5 @ 1’-0"
Bottom of slab
X-XX-XX
X-XX-XX
Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
Bridge
XXXXXXXX
XXXXXXXX
Sheet NumberSubset Sheets: B00 of
Init.CommentsDate:
Sheet Revisions As Constructed Project No./Code
APPROACH SLAB DETAILSDrawing File Name:
10/29/2007Print Date:
Horiz. Scale: 1:1
Unit Information Unit Leader Initials
Vert. Scale: As Noted
Sheet_B-601-1BF.dgn
3/07
6/0
4
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s(P
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Sta
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3"
"W"
Expansion joint
Expansion Joint
1’-
0"
20’-0" Sin
3" c
l.
2" c
l.
6"
3"
1’-
0"
1’-0"
4’-0"
1’-
3"
3" c
lr.
1’-
0"
1’-6"1’-0"1’-6"
20’-0" (minnimum length)
Centerline of Roadway
#
4 @
1’-6"
Top o
f s
lab
1’-
0"
2’-4
"
#5 @ 1’-0"
Top of slab
PLAN
A
B
A
B
Ro
ad
way
#5 @
1’-0"
B
B
C
B
6"
Ò Brg. Abut.
Wingwall
B
BSECTION
Approach slab
Bridge rail
Sleeper slab
SECTIONB
A
#4 @ 1’-6"
#6 @ 6"
#5 @ 1’-0"
#5 @ 1’-0"
With Hot Bituminous Pavement roadway
SECTIONB
C
#5
2’-9
"1’-
0"
1’-
0"
#4 (tot. 3)
#4 @ 1’-0"
2 - #4’s x 2’-2" LG.
1’-8"
2’-2"
Approach slab
Sleeper slab
Bridge curb
Approach Slab
DETAIL "B"
#4 @ 1’-6"
1’-0"
7"
2" deep poured joint filler.
SLEEPER SECTION
Taken normal to expansion device
#5 tot. 10
Expansion device
#5 tot. 2
8"
2’-2"
2’-8"
7"
1’-
9"#5 @ 1’=0"
(2 ea. place)
Hot Bituminous
Pavement over
Waterproofing
Membrane.
B-601-1EA
NOTES:
ISOMETRIC VIEW TYPE 7 RAIL
ISOMETRIC VIEW TYPE 3 OR 10 RAILS
Concrete Class D (Bridge) shall be used for
approach slabs.
1/2 " expansion joint material shall meet AASHTO
Spec. M213.
For expansion device details see Dwg. No. B___.
For curb and rail details see Dwg. No. B___.
Approach slab concrete shall be cured in accorcance
with the Specifications for Bridge Deck Concrete in
Subsection 601.
The top surface of the post-tensioning block, if any,
shall be covered with 1" of low density polystyrene
foam. See Dwg. No. B___.
#5 @ 1’-0"
Bott. of slab
#
6 @
6"
Bo
tt.
of s
lab
Sleeper
Slab
Designer: Use #9 for approach
slabs greater than 20’ and less
than 31’ long.
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Detail "B"
Contractor may use .
#5 @ 1’-0"
(Proj. 1’-6"
into appr. slab)
1/2 " Expansion
Joint Mat’l.
Slope for drainage
0.02 ft/ft min.
1/2 " Exp’n. Joint Mat’l.
For transition see
M-606-13 sheet 2,
or M-606-1 sheet 10.
(Use with appropriate
exp’n device sheets)
Slope for drainage
0.02 ft/ft min.
1/2 " Exp’n.
Joint Mat’l
20 gage galvanized
sheet metal (to be
included in the work)
X-XX-XX
X-XX-XX
Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
Bridge
XXXXXXXX
XXXXXXXX
Sheet NumberSubset Sheets: B00 of
Init.CommentsDate:
Sheet Revisions As Constructed Project No./Code
APPROACH SLAB DETAILSDrawing File Name:
10/29/2007Print Date:
Horiz. Scale: 1:1
Unit Information Unit Leader Initials
Vert. Scale: As Noted
Sheet_B-601-1EA.dgn
Room 107
Phone:
Denver, CO 80222-3406
4201 East Arkansas Avenue
303-757-9352 FAX: 303-757-9197
Colorado Department of Transportation
Staff Bridge Branch Initials
3/07
6/04
9/0
24/02
5/00
11/9
93
/99
1/9
7
Rev
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s(P
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min
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Sta
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)
3"
"W"
EXPANSION JOINT
6"
1’-
0"
Expansion Joint
6" 20’-0" Sin
3" c
l.
2’-0"
1’-
0"
1’-6"1’-0"1’-6"
4’-0"
1’-
0"
3" c
lr.
1’-
0"
3" c
l.
Centerline of Roadway
#
4 @
1’-6"
Top o
f s
lab
1’-
0"
2’-4
"
#5 @ 1’-0"
Top of slab
PLAN
A
B
A
B
Ro
ad
way
#5 @
1’-0"
B
B
C
B
6"
Ò Brg. Abut.
B
BSECTION
Approach slab
Bridge rail
Sleeper slab
VIEW TYPE 7 RAIL
SECTIONB
A
#4 @ 1’-6"
#6 @ 6"
With concrete roadway slab
Contractor may use
1’-0"
6"
#5 @ 1’-0"
#5 @ 1’-0"
SECTIONB
C
#5
2’-9
"1’-
0"
1’-
0"
#4 (tot .3)
#4 @ 1’-0"
2 - #4’s x 2’-2" lg.
1’-8"
2’-2"
VIEW TYPE 3 OR 10 RAILS
Approach Slab
DETAIL "B"
#4 @ 1’-6"SLEEPER SECTION
Taken normal to expansion device
#5 tot. 6
Expansion device
#5 tot. 2
8"
2’-2"
2’-8"
7"
1’-
9"#5 @ 1’=0"
(2 ea. place)
B-601-1EC
NOTES:
Room 107
Phone:
Denver, CO 80222-3406
4201 East Arkansas Avenue
303-757-9352 FAX: 303-757-9197
Colorado Department of Transportation
Staff Bridge Branch Initials
INIT
IAL
Desi
gn
Desi
gn
ed
By
Checked B
y
DA
TE
DA
TE
DA
TE
INIT
IAL
INIT
IAL
Deta
ilQ
uan
titi
es
Deta
iled
By
Checked B
yC
hecked B
y
Qu
an
titi
es
By
MM
/YY
MM
/YY
MM
/YY
MM
/YY
MM
/YY
MM
/YY
XX
X
XX
X
XX
X
XX
X
XX
X
XX
X
#5 @ 1’-0"
Bottom of slab
#
6 @
6"
Bo
tto
m o
f s
lab
Sleeper
Slab
Detail "B"
Polysulfide or silicone
sealant. Extend 6" up face
of curb or bridge rail.
#5 @ 1’-0"
(Proj. 1’-6"
into appr. slab)
1/2 " Expansion
Joint Mat’l.
Slope for drainage
0.02 ft/ft min.
1/2 " Exp’n. Joint Mat’l.
For transition see
M-606-13 sheet 2,
or M-606-1 sheet 10.
(Use with appropriate
exp’n device sheets)
Slope for drainage
0.02 ft/ft min.
1/2 " Exp’n.
Joint Mat’l
Sleeper slab
Bridge rail
Approach slab
20 gage galvanized
sheet metal (to be
included in the work)
Concrete Class D (Bridge) shall be used for
approach slabs.
1/2 " expansion joint material shall meet AASHTO
Spec. M213.
For expansion device details see Dwg. No. B___.
For curb and rail details see Dwg. No. B___.
Approach slab concrete shall be cured in
accordance with the Specifications for Bridge
Deck Concrete in Subsection 601.
The top surface of the post-tensioning block,
if any, shall be covered with 1" of low density
polystyrene foam. See Dwg. No. B___.
Designer: Use #9 for approach
slabs greater than 20’and less
than 31’ long.
X-XX-XX
X-XX-XX
Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
Bridge
XXXXXXXX
XXXXXXXX
Sheet NumberSubset Sheets: B00 of
Init.CommentsDate:
Sheet Revisions As Constructed Project No./Code
APPROACH SLAB DETAILSDrawing File Name:
10/29/2007Print Date:
Horiz. Scale: 1:1
Unit Information Unit Leader Initials
Vert. Scale: As Noted
Sheet_B-601-1EC.dgn
20’-0" (minimum length)3/07
6/04
9/0
24/02
5/00
11/9
93
/99
1/9
7
Rev
isio
n D
ate
s(P
reli
min
ary
Sta
ge O
nly
)
Sheet No.
Index No.
2010 FDOT Design StandardsRevision
20900
07/01/07��� 1 of 2
Last
Sheet No.
Index No.
2010 FDOT Design StandardsRevision
20900
01/01/08��� 2 of 2
Last
Sheet No.
Index No.
2010 FDOT Design StandardsRevision
20910
07/01/07��� 1 of 2
Last
Sheet No.
Index No.
2010 FDOT Design StandardsRevision
20910
01/01/08��� 2 of 2
Last
BRIDGE
< ROADWAY
BRIDGE
1:6
APPROACH PANEL APPROACH PANEL
1:6
SHOULDER
SHOULDER SHOULDER
SHOULDER
20’-0" 20’-0"
STANDARD SHEET NO.
STANDARD APPROVED:
TITLE:
__
__
__
__
APPROACH PANEL PLAN
APPROACH PANEL PLAN
A
B
B
A
A A
A A
B
B
A A
(CONCRETE BARRIER ON WINGWALL)
B
B
BRIDGE NO. _____
STA. ________
EL. ______STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______ STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
________
BRIDGE
1:6
< ROADWAY
1:6
BRIDGE
STA. ________
EL. ______
APPROACH PANEL
SHOULDER
SHOULDER
SHOULDER
APPROACH PANEL
STA. ________
EL. ______STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______STA. ________
EL. ______
STA. ________
EL. ______
________
10’-0"
SHOULDER
GUTTER LINE
GUTTER LINE
GUTTER LINE
______
______
GUTTER LINE
SQUARE TO 10^ SKEW, BARRIER ON WINGWALL
OVER 10^ SKEW, BARRIER ON WINGWALL
SHEET NO. OF SHEETS(TH )STATE PROJ. NO.
1
2
3
4
NOTES:
E8H
NONE
STRIP SEAL
3
4
GENERAL NOTES:
BRIDGE APPROACH PANELLAYOUT
5-297.222
CORNER DETAIL "D"
GUTTER LINE
_____
1’
1"
5’ 0" 2’ 0"
7’ 0"
CURB TRANSITION
4" CURB
END OF BRIDGE CONCRETE BARRIER
5-5/8
"
7-3/8
"
CONCRETE BARRIER
(PLAN VIEW)
SEE CORNER DETAIL "D"
AT RIGHT (TYP.)
C
C
E8H
NONE
STRIP SEAL
3
4EXPANSION JOINT TYPE -
(TYPICAL)
EXPANSION JOINT TYPE -
(TYPICAL)
C
C
______
(TYP.)
10’ 0" MIN.
(TYP.)
10’ 0" MIN.
BB
CERTIFIED BY
LIC. NO.
DATELICENSED PROFESSIONAL ENGINEER
EDGE OF WINGWALL
2
GU
TT
ER
LIN
E T
O G
UT
TE
RL
INE
GU
TT
ER
LIN
E T
O G
UT
TE
RL
INE
TYPICAL1
TYPICAL1
5’-0"
MIN.
(TYP.)3’-0" MIN.
(TYP.)
3’-0" MIN.
(TYP.)5’-0"
MIN.
(TYP.)
REFERENCE DATE
11-09-09
5
1’
0"
5
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
SEE CORNER DETAIL "D"
AT RIGHT (TYP.)
PRINTED NAME:
EDGE OF PANEL PERPENDICULAR TO GUTTER FOR SKEWS OVER 45^ (TYP).
MIN. (TYP.)
1
10’ 0" MIN.
(TYP.)
1
(TYP.) 1
SEE BRIDGE PLAN FOR PAY ITEM AND DETAILS.
SECTION A-A IS SHOWN ON STANDARD PLAN 5-297.227. SECTIONS B-B AND C-C
ARE SHOWN ON STANDARD 5-297.223 AND SHOW THE STATION AND ELEVATION
AT END LOCATIONS ON THE APPROACH PANEL.
A CONCRETE SILL IS REQUIRED BENEATH EXPANSION JOINT TYPES E8H AND STRIP
SEALS. EXTEND THE EXPANSION JOINT AND THE SILL ALONG THE FULL WIDTH OF
THE TRAFFIC LANES, SHOULDERS AND CURB. CONCRETE SILL AND CURBING, IF
REQUIRED, ARE INCLUDED IN THE APPROACH PANEL PAY ITEM.
SEE THE SPECIAL PROVISIONS FOR APPROACH PANEL PAYMENT INFORMATION.
AT THE END OF THE CONCRETE BARRIER, TRANSITION FACE OF 4 INCH CURB INTO
PROFILE OF CONCRETE BARRIER. SEE CURB TRANSITION DETAILS ON STANDARD
PLAN 5-297.227. IF THERE IS NO ROADWAY CURB AT THE END OF THE APPROACH
PANEL, TRANSITION THE APPROACH PANEL CURB HEIGHT FROM 4 INCH TO 0 INCH
IN THE LAST 3’-4" SECTION (1:10 OR FLATTER SLOPE).
PANEL SIZE AND REQUIREMENTS FOR TRANSVERSE AND LONGITUDINAL
JOINTS ARE SHOWN ON STANDARD PLANS 5-297.228 AND 5-297.229.
GENERAL DRAINAGE DETAILS ARE SHOWN ON BRIDGE APPROACH PANEL
DRAINAGE DETAILS, STANDARD PLAN 5-297.231. ADDITIONAL CATCH BASIN
DETAILS ARE SHOWN ON DRAINAGE PLAN SHEETS.
CONCRETE MIX SHALL BE 3A42 FOR APPROACH PANEL AND SILL.
E8H QUANTITY SHALL BE PAID FOR SEPARATELY, MEASURED FROM BACK OF
CURB TO BACK OF CURB.
4 INCH CURB DESIGN IS USED FOR ANY CURB OFF THE APPROACH PANELS.
SEE STANDARD PLATES FOR B4 CURB
SEE STANDARD PLAN 5-297.231 FOR DRAINAGE DETAILS AND ADDITIONAL
REQUIREMENTS.
STANDARD SHEET NO.
STANDARD APPROVED:
TITLE:
ROADWAY <
GUTTERLINE
4’’
GUTTERLINE
WINGWALL SEE
BRIDGE PLAN
BARRIER SEE
BRIDGE PLAN
12’’
APPROACH
PANEL 1
BAR LENGTH SHAPE LOCATIONNO.
’- BOTTOM LONGITUDINAL AP1901E
AP1302E ’-
BOTTOM TRANSVERSE AP1603E ’-
TOP LONGITUDINAL
AP1304E ’- TOP TRANSVERSE
’-
AP1605E
AP1306E
AP1307E
AP1608E
AP1609E ’-
TOP TRANSVERSE
BOTTOM TRANSVERSE
APPROACH PANEL
TRANSVERSE SECTION B-B
SEGM
ENT I
AP1312E
AP1611E
AP1310E
’- TOP TRANSVERSE
BOTTOM TRANSVERSE
BOTTOM TRANSVERSE
TOP TRANSVERSE
APPROACH PANEL
’-
’-
’-
’-
’- TO
’- TO
’- TO
’- TO
AP
PR
OA
CH
PA
NE
L W
IDT
H
AP
PR
OA
CH
PA
NE
L W
IDT
H
AP1314E
AP1913E
’-
’-
’- TO
’- TOTOP LONGITUDINAL
BOTTOM LONGITUDINAL
GENERAL NOTES:
2
1
CURB
SILL
7.0 FT. CURB TRANSITION
SILL (IF REQUIRED)
BRIDGE TO CONTRACTION JOINT
PANEL
(SQ. TO 10^)
BRIDGE TO END OF
APPROACH PANEL
CONTRACTION JOINT TO END
OF APPROACH PANEL
48.5 LB./SQ. YD.
PANEL SEGMENT I
(OVER 10^)
PANEL SEGMENT II
(OVER 10^)
48.5 LB./SQ. YD.
12’’
3’’
CL
R.
3’’
PERMISSIBLE LONGITUDINAL JOINT
1
3" CLR.
3 1/2 " CLEAR COVER
SEE PLAN VIEW FOR
BAR SIZE & SPACING
3"3"
12" MAX. SPACING4 3/8 "
6" MAX. SPACING4 SPS. @ 6" = 2’-0"
CURB DETAIL
(CONCRETE BARRIER ON WINGWALL)
ESTIMATED REINFORCEMENT QUANTITY FOR BRIDGE APPROACH PANELS
2’-7 3/8 "
B424 STANDARD
PLATE 7100H
SEE JOINT DETAIL ON
STANDARD 5-297.229
SPACING ONLY FOR B4 INTEGRANT CURB. SEE CURB DETAIL
FOR SPACING FOR USING B424 CURB AND GUTTER.
CURB DESIGN
B4 INTEGRAL
APPROACH PANEL REINFORCEMENT
APPROACH PANEL REINFORCEMENT
3’’ CLEAR COVER
6" 6"
4"
4"
4"
4"
AP
1901E
BO
TT
OM
AP
13
02
E T
OP
12" MAX. SPG.
AP1603E BOTTOM &
AP1304E TOP
POINT OF
STATION &
ELEVATION
POINT OF
STATION &
ELEVATION
4"
4"
4"
4"
AP
1901E
BO
TT
OM
AP
13
02
E T
OP
6"
SQUARE TO 10^ SKEWS
POINT OF
STATION &
ELEVATION
OVER 10^ SKEWS
SEGMENT II
12
" M
AX
. S
PG
. P
AR
AL
LE
L T
O R
OA
DW
AY
2
6"
2’-0" 12" MAX. SPG.
AP1611E (B)
AP1312E (T)AP1306E (T)
AP1605E (B)
2’-0"
12"
6"12"
6"
OF
SER.
OF
SER.
OF
SER.
OF
SER.
12" MAX. SPG.
12" MAX. SPG. 2’-0"
OF
SER.
OF
SER.
4"
4"
14.0 LBS/LIN FT.
19.0 LBS/EACH
TYPE LOCATION ESTIMATIED WEIGHT
3 1/2 " CLEAR COVER
12
" M
AX
. S
PG
. P
AR
AL
LE
L T
O R
OA
DW
AY
2
6" M
AX
. S
PG
. P
AR
AL
LE
L T
O R
OA
DW
AY
2
12
" M
AX
. S
PG
. P
AR
AL
LE
L T
O R
OA
DW
AY
2
6" M
AX
. S
PG
. P
AR
AL
LE
L T
O R
OA
DW
AY
2
(B424 MODIFIED CURB AND GUTTER)
4 3/8 "
CONTRACTION JOINT SEE
SHEET 5-297.229 FOR DETAILS
AND DOWEL BAR PLACEMENT
SHEET NO. OF SHEETS(TH )STATE PROJ. NO.
REINFORCEMENT DETAILS
BRIDGE APPROACH PANEL5-297.223
AP1302E BARS @ 12" MAX. O.C. PARALLEL TO ROADWAY (TOP) 2
AP1901E BARS @ 6" MAX. O.C. PARALLEL TO ROADWAY (BOTTOM) 2
AP1315E ’-
12"
6"
NOTES:
II
I
ROADWAY < GUTTERLINE
GUTTERLINE
TRANSVERSE SECTION C-C
CURB DESIGN
B4 INTEGRALCURB TRANSITION
SEE 5-297.227 FOR BAR
SPACING AND SIZE
AP1310E BARS @ 12’’ O.C.
AP1609E BARS @ 12’’ O.C.
3’’ CLEAR COVER
POINT OF
STATION &
ELEVATION
POINT OF
STATION &
ELEVATION
POINT OF
STATION &
ELEVATION
VAR.
3-1/2" CLEAR COVER
12’’
APPROACH
PANEL 1
FROM STANDARD PLAN 5-297.222
AP1314E BARS @ 12" MAX. O.C. PARALLEL TO ROADWAY (TOP)
AP1913E BARS @ 12" MAX. O.C. PARALLEL TO ROADWAY (BOTTOM)
AP1603E (BOT.)
AP1304E (TOP)
AP1605E (BOT.)
AP1306E (TOP)
AP1609E (BOT.)
AP1310E (TOP)
FOR AP1302E (TOP),
AP1314E (TOP),
AP1913E (BOTTOM)
FOR AP1302E (TOP),
AP1314E (TOP),
AP1913E (BOTTOM)
FOR AP1901E (BOTTOM) FOR AP1901E (BOTTOM)
2 SPS. @
1’0" = 2’0"
AP
19
13
E B
OT
TO
M &
AP
13
14
E T
OP
4 3/8 "
(4 3/8 " MIN. 10" MAX.)
3 EXTEND REINFORCEMENT INTO CURB AS SHOWN IN TRANSVERSE
SECTION B-B AND C-C.
TOP & BOTTOM EDGE
8’-0
TOP & BOTTOM EDGE
AP1608E
DETAIL "E"
AP1315E
(TOP & BOT.)
AP1307E
(TOP & BOT.)
3
SEE
DETAIL "E"
SEE
DETAIL "E"TYP.
3 TYP.
AP1304E BARS @ 12’’ MAX. O.C.
PARALLEL TO SKEW
AP1603E BARS @ 12’’ MAX. O.C.
PARALLEL TO SKEW
FROM STANDARD PLAN 5-297.222
REFERENCE DATE
11-09-09
FAN 4-AP1608E BARS AS SHOWN
IN ACUTE CORNERS FOR SKEWS OVER 30^.
TOP CORNER - FAN
BACKFILL TO THE
TOP OF CURB
(INCIDENTAL) (TYPICAL).
DOWEL BAR
SEE BRIDGE PLAN
APPROACH SLAB THICKNESS SHOWN INCLUDES 2 INCH CONCRETE WEARING
COURSE THAT MAY BE REQUIRED. CHECK BRIDGE PLANS FOR CONCRETE
WEARING COURSE. CONCRETE WEARING COURSE IS BE INCLUDED IN
BRIDGE PLAN QUANTITIES.
AS PER MNDOT SPEC. 3301, USE EPOXY COATED GRADE 60 REINFORCEMENT BARS
IN APPROACH PANEL, CONCRETE SILL AND CURB TRANSITION.
THE FIRST TWO DIGITS OF EACH BAR MARK INDICATE THE BAR NUMBER WHICH
APPROXIMATES THE NOMINAL DIAMETER OF THE BAR IN MILLIMETERS (mm).
BARS MARKED WITH THE SUFFIX "E" SHALL BE EPOXY COATED IN ACCORDANCE
WITH Mn/DOT SPEC. 3301.
FOR VARIABLE ROADWAY WIDTHS, VARY THE LAP LENGTH OF THE
REINFORCEMENT.
MINIMUM REINFORCEMENT LAP LENGTHS ARE AS FOLLOWS; NO. 13 BAR = 1’-8",
NO. 16 BAR = 2’-1", NO. 19 BAR = 2’-6".
BILL OF REINFORCEMENT FOR
BRIDGE APPROACH PANELS
CONTRACTOR IS REQUIRED TO COMPLETE THE BILL OF
REINFORCEMENT TABLE AND PREPARE SHOP DRAWINGS
AND SUBMIT THEM TO THE PROJECT ENGINEER AT
LEAST 3 WEEKS BEFORE REBAR FABRICATION.
35.0 LBS/SQ. YD.
CLR. (TYP.)
3" CLR. (TYP.)3" CLR. (TYP.)
4
3" CLR. (TYP.) 3" CLR. (TYP.)
4
4
TRANSVERSE BARS IN BOTH PANEL SEGMENTS
ARE PERPENDICULAR TO ROADWAY CENTERLINE
EXCEPT AP1307E ARE PARALLEL TO SKEW IN
SEGMENT AND AP1315E ARE PARRALLEL TO
SKEW IN SEGMENT .
LONGITUDINAL BARS IN BOTH PANEL SEGMENTS
ARE PARALLEL TO ROADWAY CENTERLINE.
AP1916E 5’-0 C2H-D JOINT
IF THE APPROACH PANEL IS TIED TO THE BRIDGE ABUTMENT WITH REINFORCEMENT
BARS, PLACE 12 MIL POLYETHYLENE SHEETING (OR 2 LAYERS OF 6 MIL) UNDER THE
LIMITS OF THE APPROACH PANEL TO ALLOW THE PANEL TO MOVE LONGITUDINALLY
ON THE GRADE. SHEETING IS INCLUDED IN THE APPROACH PANEL PAY ITEM.
BRIDGEBRIDGE
1:6
APPROACH PANEL APPROACH PANEL
1:6
SHOULDER
SHOULDER SHOULDER
SHOULDER
20’-0" 20’-0"
STANDARD SHEET NO.
STANDARD APPROVED:
TITLE:
GENERAL NOTES:
__
__
__
__
CORNER DETAIL "D"
APPROACH PANEL PLAN
APPROACH PANEL PLAN
C
C
B
A
C C
A A
B
C
B
B
C
C
AA
AA
A
2
1
1
3
< ROADWAY ___
_______________
STA. ________
EL. ______STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______ STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
________
BRIDGE
1:61:6
BRIDGE
STA. ________
EL. ______
APPROACH PANEL
SHOULDER
SHOULDER
SHOULDER
APPROACH PANEL
STA. ________
EL. ______
STA. ________
EL. ______STA. ________
EL. ______
STA. ________
EL. ______STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______
STA. ________
EL. ______STA. ________
EL. ______
STA. ________
EL. ______
________
10’ 0"
SHOULDER
GUTTER LINE
GUTTER LINE
GUTTER LINE
GUTTER LINE
GUTTER LINE
_____
1’
1"
SEE CORNER DETAIL "D"
AT RIGHT (TYP.)
AP
PR
OA
CH
PA
NE
L W
IDT
H
AP
PR
OA
CH
PA
NE
L W
IDT
H
____________
5’ 0" 2’ 0"
7’ 0"
CURB TRANSITION
4" CURB
SQUARE TO 10^ SKEW, BARRIER ON APPROACH PANEL
OVER 10^ SKEW, BARRIER ON APPROACH PANEL
(TYP.)
1
2
3
4 SEE BRIDGE PLAN FOR PAY ITEM AND DETAILS.
(TYP.)
BRIDGE NO. _____
STA. ________
EL. ______
5-5/8
"
7-3/8
"
SHEET NO. OF SHEETS(TH )STATE PROJ. NO.
NOTES:
3 (TYP.)
2(TYP.)
5-297.224
CONCRETE BARRIER
(PLAN VIEW)
EXPANSION JOINT TYPE -
(TYPICAL)
E8H
NONE
STRIP SEAL
3
4EXPANSION JOINT TYPE -
(TYPICAL)
E8H
NONE
STRIP SEAL
3
4
APPROACH PANELAPPROACH PANELAPPROACH PANEL
______
(TYP.)
< ROADWAY ___
_______________
10’ 0" MIN.
(TYP.)
10’ 0" MIN.
(TYP.)
5’-0"
MIN.
(TYP.)3’-0" MIN.
(TYP.)
3’-0" MIN.
(TYP.)5’-0"
MIN.
(TYP.)
BRIDGE APPROACH PANELLAYOUT
(CONCRETE BARRIER ON APPROACH PANEL)
2
4 INCH CURB DESIGN IS USED FOR ANY CURB OFF THE APPROACH PANELS.
SEE STANDARD PLATES FOR B4 CURB.
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
C
END OF BRIDGE CONCRETE BARRIERSEE BRIDGE PLAN.
5
5 (TYP.)
(TYP.)5
CERTIFIED BY
LIC. NO.
DATELICENSED PROFESSIONAL ENGINEER
REFERENCE DATE
11-09-09
PRINTED NAME:
SEE STANDARD PLAN 5-297.231 FOR DRAINAGE DETAILS AND ADDITIONAL
REQUIREMENTS.
FOR PARALLEL WINGWALLS THE BARRIER MUST EXTEND OUT TO AT LEAST
THE END OF THE WINGWALL. REFER TO BRIDGE PLAN FOR BARRIER
REINFORCEMENT AND PAYMENT.
MIN. (TYP.)
1
1
10’ 0" MIN.
(TYP.)
1
1
SECTION A-A IS SHOWN ON STANDARD PLAN 5-297.227.
SECTIONS B-B AND C-C ARE SHOWN ON STANDARD PLAN 5-297.225
AND SHOW THE STATION AND ELEVATION AT END LOCATIONS ON THE
APPROACH PANEL.
A CONCRETE SILL IS REQUIRED BENEATH EXPANSION JOINT TYPES E8H AND
STRIP SEALS. EXTEND THE EXPANSION JOINT AND THE SILL ALONG THE FULL
WIDTH OF THE TRAFFIC LANES, SHOULDERS AND CURB. CONCRETE SILL
AND CURBING, IF REQUIRED, ARE INCLUDED IN THE APPROACH
PANEL PAY ITEM.
SEE THE SPECIAL PROVISIONS FOR APPROACH PANEL PAYMENT INFORMATION.
AT THE END OF THE CONCRETE BARRIER, TRANSITION FACE OF 4 INCH CURB
INTO PROFILE OF CONCRETE BARRIER. SEE CURB TRANSITION DETAILS ON
STANDARD PLAN 5-297.227 IF THERE IS NO ROADWAY CURB AT THE END OF
THE APPROACH PANEL, APPROACH PANEL CURB HEIGHT FROM 4 INCH TO 0 INCH
IN THE LAST 3’-4" SECTION (1:10 OR FLATTER SLOPE).
PANEL SIZE AND REQUIREMENTS FOR TRANSVERSE AND LONGITUDINAL
JOINTS ARE SHOWN ON STANDARD PLANS 5-297.228 AND 5-297.229.
GENERAL DRAINAGE DETAILS ARE SHOWN ON BRIDGE APPROACH PANEL
DRAINAGE DETAILS, STANDARD PLAN 5-297.231. ADDITIONAL CATCH BASIN
DETAILS ARE SHOWN ON DRAINAGE PLAN SHEETS.
CONCRETE MIX SHALL BE 3A42 FOR APPROACH PANEL AND SILL.
E8H QUANTITY SHALL BE PAID FOR SEPARATELY, MEASURED FROM BACK OF
CURB TO BACK OF CURB.
EDGE OF DECK OR APPROACH PANEL
STANDARD SHEET NO.
STANDARD APPROVED:
TITLE:
ROADWAY < GUTTERLINE
4’’ 4’’
GUTTERLINE
WINGWALL SEE
BRIDGE PLAN
BARRIER SEE
BRIDGE PLAN
BARRIER SEE
BRIDGE PLAN
12’’
APPROACH
PANEL 1
GENERAL NOTES:
BAR LENGTH SHAPE LOCATIONNO.
’- BOTTOM LONGITUDINAL AP1901E
AP1302E ’-
BOTTOM TRANSVERSE AP1603E ’-
TOP LONGITUDINAL
AP1304E ’- TOP TRANSVERSE
’-
BILL OF REINFORCEMENT FOR
BRIDGE APPROACH PANELS
AP1605E
AP1306E
AP1307E
AP1608E
AP1609E ’-
TOP TRANSVERSE
BOTTOM TRANSVERSE
APPROACH PANEL
TRANSVERSE SECTION B-B
CURB
SILL
7.0 FT. CURB TRANSITION
SILL (IF REQUIRED)
BRIDGE TO CONTRACTION JOINT
SEGM
ENT I
PANEL
(SQ. TO 10^)
BRIDGE TO END OF
APPROACH PANEL
CONTRACTION JOINT TO END
OF APPROACH PANEL
48.5 LB./SQ. YD.
PANEL SEGMENT I
(OVER 10^)
PANEL SEGMENT II
(OVER 10^)
1
AP1312E
AP1611E
AP1310E
’- TOP TRANSVERSE
BOTTOM TRANSVERSE
BOTTOM TRANSVERSE
TOP TRANSVERSE
APPROACH PANEL
’-
’-
’-
’-
’- TO
’- TO
’- TO
’- TO
AP
PR
OA
CH
PA
NE
L W
IDT
H
AP
PR
OA
CH
PA
NE
L W
IDT
H
AP1314E
AP1913E
’-
’-
’- TO
’- TOTOP LONGITUDINAL
BOTTOM LONGITUDINAL
48.5 LB./SQ. YD.
ROADWAY < GUTTERLINE
GUTTERLINE
TRANSVERSE SECTION C-C (CONCRETE BARRIER ON APPROACH PANEL)
ESTIMATED REINFORCEMENT QUANTITY FOR BRIDGE APPROACH PANELS
APPROACH PANEL REINFORCEMENT
APPROACH PANEL REINFORCEMENT
CURB DESIGN
B4 INTEGRALCURB TRANSITION
SEE 5-297.227 FOR BAR
SPACING AND SIZE
CONTRACTOR IS REQUIRED TO COMPLETE THE BILL OF
REINFORCEMENT TABLE AND PREPARE SHOP DRAWINGS
AND SUBMIT THEM TO THE PROJECT ENGINEER AT
LEAST 3 WEEKS BEFORE REBAR FABRICATION.
3’’ CLEAR COVER
6" 6"
4"
4"
4"
4"
6" M
AX
. S
PG
. P
AR
AL
LE
L T
O R
OA
DW
AY
12
" M
AX
. S
PG
. P
AR
AL
LE
L T
O R
OA
DW
AY
AP
19
01
E B
OT
TO
M
AP
13
02
E T
OP
12" MAX. SPG.
AP1603E BOTTOM &
AP1304E TOP
POINT OF
STATION &
ELEVATION
POINT OF
STATION &
ELEVATION
4"
6" M
AX
. S
PG
. P
AR
AL
LE
L T
O R
OA
DW
AY
4"
4"
4"
12
" M
AX
. S
PG
. P
AR
AL
LE
L T
O R
OA
DW
AY
AP
19
01
E B
OT
TO
M
AP
13
02
E T
OP
6"
AP
19
13
E B
OT
RT
OM
& A
P1
31
4E
TO
P
SQUARE TO 10^ SKEWS
14.0 LBS/LIN FT.
19.0 LBS/EACH
POINT OF
STATION &
ELEVATION
1’
5"
1’-
5"
OVER 10^ SKEWS
SEGMENT II
TYPE LOCATION ESTIMATIED WEIGHT
6"
2’-0" 12" MAX. SPG.
AP1611E (B)
AP1312E (T)AP1306E (T)
AP1605E (B)
2’-0"
12"
6"
12"
6"
OF
SER.
OF
SER.
OF
SER.
OF
SER.
12" MAX. SPG.
12" MAX. SPG. 2’ 0"
OF
SER.
OF
SER.
APPROACH PANEL WIDTH
12
" M
AX
. S
PG
. P
AR
AL
LE
L T
O R
OA
DW
AY
3’’ CLEAR COVER
POINT OF
STATION &
ELEVATION
POINT OF
STATION &
ELEVATION
POINT OF
STATION &
ELEVATION
APPROACH PANEL WIDTH
VAR.
CONTRACTION JOINT SEE
SHEET 5-297.229 FOR DETAILS
AND DOWEL BAR PLACEMENT
35.0 LBS/SQ. YD
3-1/2 " CLEAR COVER
3-1/2" CLEAR COVER
SHEET NO. OF SHEETS(TH )STATE PROJ. NO.
BRIDGE APPROACH PANELREINFORCEMENT DETAILS
5-297.225
12’’
APPROACH
PANEL 1
2
2
FROM STANDARD PLAN 5-297.224
AP1314E BARS @ 12" MAX. O.C. PARALLEL TO ROADWAY (TOP)
AP1913E BARS @ 12" MAX. O.C. PARALLEL TO ROADWAY (BOTTOM)
AP1302E BARS @ 12" MAX. O.C. PARALLEL TO ROADWAY (TOP)
AP1901E BARS @ 6" MAX. O.C. PARALLEL TO ROADWAY (BOTTOM)
FROM STANDARD PLAN 5-297.224
2 2
2 2
12"
6"
12’’
3’’
CL
R.
3’’
PERMISSIBLE LONGITUDINAL JOINT
1
3" CLR.
3 1/2 " CLEAR COVER
SEE PLAN VIEW FOR
BAR SIZE & SPACING
3"3"
12" MAX. SPACING4 3/8 "
2 SPS. @
1’-0" = 2’-0"
6" MAX. SPACING4 SPS. @ 6" = 2’-0"
CURB DETAIL
2’-7 3/8 "
B424 STANDARD
PLATE 7100H
(B424 MODIFIED CURB AND GUTTER)
AP1315E ’- TOP & BOTTOM EDGE
2
AP1603E (BOT.)
AP1304E (TOP)
AP1605E (BOT.)
AP1306E (TOP)
AP1609E (BOT.)
AP1310E (TOP)
FOR AP1302E (TOP),
AP1314E (TOP),
AP1913E (BOTTOM)
FOR AP1302E (TOP),
AP1314E (TOP),
AP1913E (BOTTOM)
4 3/8 "
(4 3/8 " MIN. 10" MAX.)
FOR AP1901E (BOTTOM) FOR AP1901E (BOTTOM)
SEE
DETAIL "E"SEE
DETAIL "E"
AP1307E
(TOP & BOT.)
AP1315E
(TOP & BOT.)
3TYP.
8’-0
TOP & BOTTOM EDGE
3 EXTEND REINFORCEMENT INTO CURB AS SHOWN IN TRANSVERSE
SECTION B-B AND C-C.
AP1608E
DETAIL "E"
FAN 4-AP1608E BARS AS SHOWN
IN ACUTE CORNERS FOR SKEWS OVER 30^.
AP1609E BARS @ 12’’ MAX. O.C.
AP1310E BARS @ 12’’ MAX. O.C.
MATCH PROJECTION ON BRIDGE
REFERENCE DATE
11-09-09
AP1304E BARS @ 12’’ MAX. O.C.
AP1603E BARS @ 12’’ MAX. O.C.
TOP CORNER - FAN
DOWEL BAR
SEE BRIDGE PLAN
BACKFILL TO THE
TOP OF CURB
(INCIDENTAL) (TYPICAL).
DOWEL BAR
SEE BRIDGE PLAN
APPROACH SLAB THICKNESS SHOWN INCLUDES 2 INCH CONCRETE WEARING
COURSE THAT MAY BE REQUIRED. CHECK BRIDGE PLANS FOR CONCRETE
WEARING COURSE. CONCRETE WEARING COURSE IS INCLUDED IN
BRIDGE PLAN QUANTITIES.
THE FIRST TWO DIGITS OF EACH BAR MARK INDICATE THE BAR NUMBER WHICH
APPROXIMATES THE NOMINAL DIAMETER OF THE BAR IN MILLIMETERS (mm).
BARS MARKED WITH THE SUFFIX "E" SHALL BE EPOXY COATED IN ACCORDANCE
WITH Mn/DOT SPEC. 3301.
4
AS PER MNDOT SPEC. 3301, USE EPOXY COATED GRADE 60 REINFORCEMENT
BARS IN APPROACH PANEL, CONCRETE SILL AND CURB TRANSITION.
FOR VARIABLE ROADWAY WIDTHS, VARY THE LAP LENGTH OF THE REINFORCEMENT.
MINIMUM REINFORCEMENT LAP LENGTHS ARE AS FOLLOWS; NO. 13 BAR = 1’-8",
NO. 16 BAR = 2’-1", NO. 19 BAR = 2’-6".
SPACING ONLY FOR B4 INTEGRANT CURB. SEE CURB DETAIL FOR SPACING
FOR USING B424 CURB AND GUTTER.
CLR. (TYP.)
3" CLR. (TYP.) 3" CLR. (TYP.)
3" CLR. (TYP.) 3" CLR. (TYP.)
4
4
NOTES:
II
I
TRANSVERSE BARS IN BOTH PANEL SEGMENTS
ARE PERPENDICULAR TO ROADWAY CENTERLINE
EXCEPT AP1307E ARE PARALLEL TO SKEW IN
SEGMENT AND AP1315E ARE PARRALLEL TO
SKEW IN SEGMENT .
LONGITUDINAL BARS IN BOTH PANEL SEGMENTS
ARE PARALLEL TO ROADWAY CENTERLINE.
AP1916E 5’-0 C2H-D JOINT
IF THE APPROACH PANEL IS TIED TO THE BRIDGE ABUTMENT WITH REINFORCEMENT
BARS, PLACE 12 MIL POLYETHYLENE SHEETING (OR 2 LAYERS OF 6 MIL) UNDER THE
LIMITS OF THE APPROACH PANEL TO ALLOW THE PANEL TO MOVE LONGITUDINALLY
ON THE GRADE. SHEETING IS INCLUDED IN THE APPROACH PANEL PAY ITEM.
BAR LENGTH SHAPE LOCATIONNO.
3’ 6" CURB VERTICAL C1301E
BAR NO. LENGTH SHAPE LOCATION
S1301E 3’ 2" SILL VERTICAL
S1302E 5’ 6" SILL TIE
S1603E ’- SILL HORIZONTAL
C1302E 3’ 9"
C1303E
C1304E
C1305E 4’ 5"
C1306E 6’ 9" CURB LONGITUDINAL
CURB VERTICAL
CURB VERTICAL
CURB VERTICAL
CURB VERTICAL
4’ 3"
*
ROADWAY <CONCRETE ROADWAY
SHOULDER SHOULDER
GUTTERLINE GUTTERLINE
4’’
C1301EC1302EC1303EC1304EC1305E
CL
R.
1’ 1’’
7’ 0’’
1’
0’’
4’’
B4 CURB
2’’
C1301E-C1305E
10
’’
10
’’SECTION D-DINSIDE ELEVATION
(FOR F - SHAPE SAFETY RAIL)
BRIDGE
LONGITUDINAL SECTION A-A
12
1
LEVEL, SMOOTH TROWELED SURFACE3
4’’
S1302E @
1’-6’’ SPG.
4’’
4’-0’’ SILL
S1301E @ 1’ 6’’ SPG.
112
APPROACH
PANEL
4’’
6’’
13
’’
CL
R.
2
2’ 0’’ 2’ 0’’
3’’
3’’
1’’
3’’
3’’
1’-
6’’
SILL DETAILS(CONCRETE MAINLINE SHOWN)
(BITUMINOUS MAINLINE SIMILAR)
2
3 REQUIRED CONSTRUCTION JOINT.
4
1
NOTES:
12
’’
12’’
1’
8’’
3’ 6’’
S1301E
S1302E
4
12
6’’
C1
30
1E
C1
30
2E
C1
30
3E
C1
30
4E
C1
30
5E
2’’ RAD.
12’’
C1301E - C1305E
1’
2’’
8’’
PERMISSIBLE
CONSTRUCTION
JOINT
D
D
C1306E BAR,
6’ 9’’ LG.
7’ 0’’
2’-0’’
6’’
TO
P
3’’ 3’’
1’
1’’
PLAN VIEW
SEE STD. PLATE FOR
B4 INTEGRANT CURB OR
B424 CURB & GUTTER
GUTTER LINE
BITUMINOUS ROADWAY
SEE ROADWAY PLANS
FOR DETAILS
END OF APPROACH PANEL
CURB TRANSITION DETAILS
SILL ELEVATION
(REINFORCEMENT IN PAVEMENT NOT SHOWN)
1’ 4
-1/2
’’
1’ 3
-1/2
’’
1’ 0
-1
/2 ’
’
4’ 0"
7-3/8’’
1-1/2 ’’ CLR.
C1306E BAR,
6’ 9’’ LG.
THREE S1603E
TWO SPS. @ 1’ 8" = 3’ 4’’
FOUR SPS. AT 1’ 7-1/2 ’’ =
6’ 6’’ C1305E - C1301E
CONCRETE ROADWAY
SEE ROADWAY PLANS
FOR DETAILS
BITUMINOUS ROADWAY SEE ROADWAY
PLANS FOR DETAILSSTANDARD SHEET NO.
STANDARD APPROVED:
5-297.227
TITLE:
LANES LANES
12" 1
END OF APPROACH PANEL
SILL & CONCRETE MAINLINE
3" CLEAR COVER
END OF APPROACH PANEL
SILL & BITUMINOUS MAINLINE
SEE SILL DETAILS
BITUMINOUS MAINLINE WITHOUT SILL
3-1/2" CLEAR COVER
END OF APPROACH PANEL
SEE SILL DETAILS
SHEET NO. OF SHEETS(TH )STATE PROJ. NO.
END OF APPROACH PANEL
EXPANSION JOINT TYPE NONE
NO. 19 BARS IN BRIDGE
DESIGN PLANS (FOR
JOINTLESS ABUTMENT ONLY)
CONTRACTOR IS REQUIRED TO COMPLETE THE BILL OF
REINFORCEMENT TABLE AND PREPARE SHOP DRAWINGS
AND SUBMIT THEM TO THE PROJECT ENGINEER AT
LEAST 3 WEEKS BEFORE REBAR FABRICATION.
CONTRACTOR IS REQUIRED TO COMPLETE THE BILL OF
REINFORCEMENT TABLE AND PREPARE SHOP DRAWINGS
AND SUBMIT THEM TO THE PROJECT ENGINEER AT
LEAST 3 WEEKS BEFORE REBAR FABRICATION.
BRIDGE APPROACH PANEL
MISCELLANEOUS DETAILS
EXPANSION JOINT
TYPE E8H/STRIP SEAL
4EXPANSION JOINT
TYPE E8H/STRIP SEAL 4
FROM SHEET 5-297.222
& SHEET 5-297.224
SEE STANDARD 5-297.231
FOR DRAINAGE DETAIL (TYP).
THREE S1603E BARS
(TOP & BOTTOM)
ROADWAY
CONSTRUCTION JOINT IF
BITUMINOUS ROADWAY.
CONCRETE END BLOCK
(PLACED PARALLEL TO < ROADWAY)
TWO S1301E & TWO S1302E @ 1’ 6" MAX. SPACING
11’’
RO
AD
WA
YS
ILL
5 FROM BACK SIDE OF CURB TO GUTTERLINE.
5
APPROACH PANEL
2
REFERENCE DATE
7-15-09
CURB TRANSITION
CURBISOMETRIC VIEW
END POST
FOR W-BEAM GUARDRAIL TO
F-SHAPE SAFETY BARRIER OPTION
PROVIDE 2’ 1" MINIMUM LAP IF TWO BARS REQUIRED*
SEE DETAIL "A"
6" 6"
1/2" X 12" BIT. FELT
FULL WIDTH OF
APPROACH PANEL
SILL
DETAIL "A"
CONCRETE AND S1301E BARS
INCLUDED WITH THE SILL.
AS PER MNDOT 3301, USE EPOXY COATED GRADE 60 REINFORCEMENT
BARS.
APPROACH SLAB THICKNESS SHOWN INCLUDES 2 INCH CONCRETE
WEARING COURSE THAT MAY BE REQUIRED. CHECK BRIDGE PLANS
FOR CONCRETE WEARING COURSE. CONCRETE WEARING COURSE
IS INCLUDED IN BRIDGE PLAN QUANTITIES.
SEE STANDARD PLANS 5-297.222 & 5-297.224 FOR TYPE OF
EXPANSION JOINT. DETAILS OF EXPANSION JOINT TYPE E8H,
ARE SHOWN ON STANDARD PLAN 5-297.229. DETAILS OF
EXPANSION JOINT TYPE STRIP SEAL ARE SHOWN ON BRIDGE PLAN.
PLACE PLASTIC SHEETING (MNDOT 3756) AS APPROVED BY THE
ENGINEER TO BREAK BOND. COVER AREA SHOWN IN DETAIL.
(INCIDENTAL TO THE APPROACH PANEL PAY ITEM).
BILL OF REINFORCEMENT
FOR CURB TRANSITION
BILL OF REINFORCEMENT
FOR CONCRETE SILL
3" (TYP.) 3" (TYP.)
CLR.
(TYP.)
CONTRACTION
JOINT
3" CLR. (TYP.)
BACKER ROD
1’’ POLYSTYRENE
TYPE B
SEE NOTES A-F
TOP OF CURB
TOP OF
APPROACH
PANEL
REINFORCING BARS
APPROACH PANEL CONCRETE ROADWAY
L1TH
JOINT DETAILEXPANSION JOINT NOTES:
REINFORCING BARS
SEE DETAILS ON
SHEET 5-297.231
ELEVATION
E8H JOINT AT CURB
SEE DETAIL
ABOVE
SEE DETAIL
ABOVE
SEE DETAIL
ABOVE
E8H JOINT DETAIL AT PAVEMENT
SECTION THRU CURB
E8H PRESSURE RELIEF JOINT MATERIAL
INSTALLATION INSTRUCTIONS:
STANDARD SHEET NO.
STANDARD APPROVED:
TITLE:
PREFORMED JOINT FILLER MATERIAL, SPEC. 3702.
EXPANSION JOINTS
THE JOINT FACES SHALL BE CLEANED AND DRIED BY SANDBLASTING AND AIR BLASTING
PRIOR TO SEALING THE JOINT.
4"
4"
4
1"
4" 1
4
1
1"
1"
1
2
3
4
INSTALL JOINT MATERIAL IN ACCORDANCE WITH THE MANUFACTURER’S
RECOMMENDATIONS AND THE FOLLOWING:
A)
B)
C)
D)
E)
5
6
7
3"
12"
12"
3"
12"
6"
3"3"
MIN. MIN.CL
R.
CL
R.
CL
R.
CL
R.
(CONCRETE BARRIER ON WINGWALL)
3"
CL
R.
CL
R.
LO
W S
LU
MP
AP
PR
OA
CH
FU
LL
DE
PT
H
AP
PR
OA
CH
PA
NE
L
PA
NE
L
5-297.229
(SAWED & SEALED PER SPEC. 3725)(SAWED & SEALED PER SPEC. 3725)
1/8"
5/8"
CO
NC
RE
TE
WE
AR
ING
CO
UR
SE
1/8"
3-1/2
"
3-1/2
"
3-1/2
"
SHEET NO. OF SHEETS(TH )STATE PROJ. NO. REFERENCE DATE
BRIDGE APPROACH PANEL
JOINT DETAILS
CONCRETE SILL
HOT POUR SEALANT
HOT POUR JOINT SEALER SPEC. 3725. TOP OF SEALER FLUSH TO 1/8 INCH BELOW TOP OF
PAVEMENT SURFACE. MAKE TOP OF SEALER FOR CURB SECTION E8H JOINTS FLUSH
WITH SURFACE (+ 1/8 INCH OR - 1/8 INCH).
2 1
/2" D
EP
TH
OF
CU
T
2"
1/2"
2 1
/2" D
EP
TH
OF
CU
T
JOINT NOTES:
3
2
(TYP.)
JOINT DETAIL
(CONCRETE BARRIER ON APPROACH PANEL)
1 1/2 ’’ POLYSTYRENE
TYPE B
SAW OR FORM THE JOINTS 4 INCHES WIDE BY THE FULL-DEPTH OF THE PANEL.
INSPECT TO ASSURE THAT THE INSIDE WALLS OF THE JOINT HAVE BEEN
SANDBLASTED, ARE DRY, SMOOTH AND FREE OF DEBRIS AND LOOSE PARTICLES.
APPLY TAPE TO THE TOP 1 INCH OF THE INSIDE WALLS TO PREVENT THE
LUBRICANT ADHESIVE FROM CONTAMINATING THE CONCRETE BONDING
SURFACES OF THE SUBSEQUENTLY PLACED HOT POUR JOINT SEALER.
PAINT THE INSIDE WALLS OF THE JOINT WITH LUBRICANT ADHESIVE AT THE
RATE OF 1 GALLON PER 50 LINEAL FEET OF JOINT.
PINCH THE BOTTOM OF THE MATERIAL TOGETHER AND PUSH IT DOWN INTO
THE JOINT. WALK THE MATERIAL DOWN INTO THE JOINT; USE A SLEDGEHAMMER
AND A 2 X 4 IF NECESSARY. APPLY LUBRICANT ADHESIVE TO THE ENDS OF
THE PREFORMED FOAM MATERIAL WHEN BUTTING TWO PIECES TOGETHER.
INSTALL THE FOAM RELIEF JOINT MATERIAL TO A DEPTH OF APPROXIMATELY
7/8 INCH BELOW THE FINISHED CONCRETE SURFACE. AFTER INSTALLATION,
REMOVE THE TAPE AND FILL THE VOID ON TOP OF THE FOAM MATERIAL WITH
APPROXIMATELY 1/2 INCH OF HOT POUR JOINT SEALER (MNDOT 3723 OR 3725)
TO A LEVEL OF 3/8 INCH +/- 1/4 INCH BELOW THE FINISHED CONCRETE
SURFACE. THE HOT POUR JOINT SEALER SHOULD ONLY SLIGHTLY MELT INTO
THE FOAM JOINT MATERIAL (TO PREVENT EXCESSIVE MELTING OF THE JOINT
MATERIAL, PLACE THE HOT POUR SEALER AT THE LOWER END OF THE
TEMPERATURE SPECIFICATION). CHECK FOR CORRECT TEMPERATURE BY PLACING
HOT POUR SEALER ON A SAMPLE OF WASTE FOAM MATERIAL.
http://www.dot.state.mn.us/productsSEE APPROVED/QUALIFIED PRODUCTS LIST AT
FOR ALL PRODUCTS USED.
EXPANSION JOINT FILLER MATERIALS USED FOR A 4 INCH PRESSURE RELIEF JOINT
CONSISTS OF A PREFORMED FOAM PRODUCT HAVING MINIMUM DIMENSIONS OF
4.5 INCHES IN WIDTH (MAY BE LAMINATED) AND 8 INCHES IN DEPTH, AND A
MINIMUM LENGTH OF 10 FEET. WHEN THE CONCRETE DEPTH IS GREATER THAN THE
DEPTH OF THE PRESSURE RELIEF MATERIAL, FILL THE VOID BELOW THE MATERIAL
WITH POLYSTYRENE. INSTALL THE JOINT MATERIAL UNDER COMPRESSION WITH A
LUBRICANT ADHESIVE APPLIED TO THE CONCRETE CONTACT SURFACES.
CLEAN AND DRY JOINT FACES BY SANDBLASTING PRIOR TO SEALING THE JOINT.
PLACE PLASTIC SHEETING SPEC. 3756 AS APPROVED BY THE ENGINEER TO BREAK BOND.
COVER AREA SHOWN IN DETAIL. SEE SILL DETAILS ON STANDARD PLAN 5-297.227.
SLOPE UP
AT JOINT
6 6
66
7
5
11-09-09
L1TH
(AT CONSTRUCTION JOINT)
WHEN CONSTRUCTING A L1TH JOINT UNDER STAGED CONSTRUCTION EXTEND NO. 13 BARS
1’-8" AND NO. 16 BARS 2’-1" PAST THE EDGE OF THE FIRST CONCRETE POUR. CONSTRUCT
L1TH JOINT ACCORDING TO DETAIL SHOWN AFTER ADJACENT POUR IS COMPLETE.
1 1/2 "
PERMISSIBLE CONSTRUCTION JOINT. AP1916E BARS AT 12 INCH SPACING AT MID DEPTH
OF SLAB, PARALLEL TO THE CENTERLINE OF THE ROADWAY. AP1916E BARS ARE 5’-0" LONG.
PLACE THE BAR WITH 2’-0" ON ONE SIDE OF THE JOINT AND 3’-0" ON THE OPPOSITE SIDE
OF THE JOINT. ALTERNATE THE 2’-0" AND 3’-0" DIMENSION AS SHOWN ON THE PLAN.
AP1916E 5
5
2’-0" 3’-0"
ALTERNATE DIMENSIONS EVERY OTHER BAR
PERMISSIBLE CONSTRUCTION JOINT
C2H & L1TH WITH
CONCRETE WEARING COURSEC2H & L1TH WITHOUT
CONCRETE WEARING COURSE
SECTION AT DOWELED JOINT
APPROACH PANEL JOINT LAYOUT NOTES:
STANDARD SHEET NO.
STANDARD APPROVED:
TITLE:
C2H CONTRACTION JOINT.3
2
1
5-297.228
SHEET NO. OF SHEETS(TH )STATE PROJ. NO.
BRIDGE APPROACH PANEL
JOINT LAYOUT
BRIDGE NO. _____
4 MAXIMUM PANEL LENGTH OF 20’-0" FOR UP TO 40^ SKEWS,
15’-0" FOR SKEWS OVER 40^.
6
1
3
BRIDGE
< ROADWAY
SILL
6
6
1:6
SHOULDER
SHOULDER
SHOULDER
SHOULDER
1:6
BRIDGE
3
6
6
< ROADWAY
SILL
1
APPROACH PANELS - SQUARE TO 10^ SKEWS 5
APPROACH PANELS - OVER 10^ SKEWS 5
1:6
SHOULDER
SHOULDER
SILL
6
1
1
2
BRIDGE
3
3
BRIDGE
1
12
SILL
1:6
SHOULDER
SHOULDER
20’-0"
20’-0"
7 TYPICAL
7 TYPICAL
44
66
6
7 SEE STANDARD PLANS 5-297.222 OR 5-297.224 FOR TYPE
OF EXPANSION JOINT.
_____
_____
_____
_____
_____
_____
REFERENCE DATE
11-09-09
8
LIMITS OF JOINT DETAIL 8 (TYP.)
_____
_____
_____
_____
_____
_____
_____
L1TH
L1TH
C2H
C2H
C2H
C2H
L1TH
L1TH
E8H
E8HE8H
E8H
E8H
E8H E8H
E8H
L1TH
L1TH
_____ _____
_____ _____
3 C2H 4
3 C2H 4
CERTIFIED BY
LIC. NO.
DATELICENSED PROFESSIONAL ENGINEER
PRINTED NAME:
SEE STANDARD PLANS 5-297.229 OR 5-297.231
FOR JOINT DETAIL FOR CONCRETE BARRIER ON WINGWALL.
L1TH LONGITUDINAL JOINT. SEE STANDARD PLAN 5-297.229 FOR
REINFORCEMENT LAP LENGTH REQUIREMENTS FOR STAGED
CONSTRUCTION.
2’-O"
3’-0"
C2HD JOINT
AP1916E STAGGER
AS SHOWN (TYP.)
STAGGER DIAGRAM
SEE STAGGER DIAGRAM
SEE STAGGER DIAGRAM
5 ALL JOINTS SHALL BE SAWCUT. SAWCUTS SHALL BE MADE WHILE
THE CONCRETE IS STILL GREEN. WHEN A CONCRETE WEARING
COURSE IS SPECIFIED, THE JOINTS SHALL BE SAWN THROUGH BOTH
THE WEARING COURSE AND THE UNDERLYING APPROACH SLAB IN A
SINGLE OPERATION.
C2H
C2H
PERMISSIBLE CONSTRUCTION JOINT. USE JOINT TYPE C2H WITH
AP1916E BARS AT 12 INCH SPACING AT MID DEPTH OF THE SLAB,
PARALLEL TO THE CENTERLINE OF THE ROADWAY. AP1916E BARS
ARE 5’-0" LONG. PLACE THE BAR WITH 2’-0" ON ONE SIDE OF
THE JOINT AND 3’-0" ON THE OPPOSITE SIDE OF THE JOINT.
ALTERNATE THE 2’-0" AND 3’-0" DIMENSIONS AS SHOWN ON THE
PLAN. THE C2H JOINT AND AP1916E BARS ARE REQUIRED ON ALL
PANELS WITH A SKEW OVER 10 DEGREES.
E8H JOINT REQUIRED IN CURB ADJACENT TO E8H JOINT, E8H
QUANTITY SHALL BE PAID FOR SEPARATELY, MEASURED FROM BACK
OF CURB TO BACK OF CURB.
BRIDGE
< ROADWAY
1:6
DIVIDED-URBAN ROADWAY PLAN
SHOULDER
SHOULDER
STANDARD SHEET NO.
STANDARD APPROVED:
TITLE:
DIVIDED-URBAN ROADWAY PLAN
2’’ THICK STYROFOAM TO SEPARATE CONCRETE
ADJUSTING RINGS FROM APPROACH SLAB, TO
PREVENT MOVEMENT OF MANHOLE.
2’’ STYROFOAM TYPE B
SECTION C-C
PLAN VIEW OF C.B. CASTING
CC
112
MIN
.
APPROACH
PANEL
12’’
6’’
1’’
5-297.231
APPROACH PANEL
EXPANSION JOINT
6’’
MORTAR BETWEEN CASTING, RINGS AND
STRUCTURE EXCEPT AS SHOWN. SEE
SPEC. 2506.2B FOR MORTAR MIX REQUIREMENT.
3’’
3’’
6
2
DRAINAGE AT PANEL EDGE OF JOINT
A A
AA
NOTES:
1- 1
/2 "
LOCATE BETWEEN GUARDRAIL POST OR AS DETERMINED BY THE DESIGNER.
1:6
BRIDGE
SHOULDER
SHOULDER
SQUARE TO 10^ SKEWS
COUPLING
NON-PERFORATED PIPE
CATCH BASIN
PERFORATED
PIPE
CATCH
BASIN
PERFORATED
PIPE
CATCH BASIN
NON-PERFORATED PIPE
COUPLING
( GRATE NOT SHOWN )
3
3
1
1
3
5’-0’’ MIN.
5’ 0’’ MIN.
3’-0’’ MIN.
3’-0’’
3’ 0’’
APPROACH PANEL
4
5’ 0’’ MIN.
5’-0’’ MIN.
CATCH BASIN 3
SEE ROADWAY PLAN FOR ADDITIONAL CATCH BASIN DETAILS.
4
4
1
4
1
5
5
5
1
2
4
5
6
3’ 0’’
5
3
SHEET NO. OF SHEETS(TH )STATE PROJ. NO. REFERENCE DATE
7-15-09
BRIDGE APPROACH PANEL
DRAINAGE DETAILS
1
2
F
F
1
6’’
SILL
MIN
.
6’’
1- 1
/2 "2
DRAINAGE AT EXPANSION JOINT DETAIL
SECTION A-ASECTION F-F
OVER 10^ - SKEWS
BACKFILL WITH FINE AGGREGATE (MNDOT 3149) MODIFIED TO 0-3% PASSING A
NO. 200 SIEVE (INCIDENTAL TO THE APPROACH PANEL PAY ITEM).
ENCASE CASTING AND RINGS WITH A CONCRETE
COLLAR. USE THE SAME MIX AS USED IN CONCRETE
CURB AND GUTTER OR USE MORTAR MIX
(MNDOT 2506.2B) FOR THE CONCRETE COLLAR.
2 INCH OR 4 INCH NOMINAL DIAMETER THERMOPLASTIC PIPE, AS PER ASTM
D1785M, SCHEDULE 40. SLOPE PIPE TO DITCH. WRAP PERFORATED PIPE
WITH GEOTEXTILE AS PER SPEC. 3733. 1/8 INCH PER 12 INCH MINIMUM
SLOPE (INCIDENTALTO THE APPROACH PANEL PAY ITEM).PRECAST CONCRETE HEADWALL
(SEE STANDARD PLATE 3131)
OR DRAIN INTO CATCH BASIN.
PRECAST CONCRETE HEADWALL
(SEE STANDARD PLATE 3131)
OR DRAIN INTO CATCH BASIN.
(THIS DETAIL IS USED IF THE CONCRETE BARRIER
IS MOUNTED ON THE WINGWALL. DO NOT USE THIS DETAIL
IF THE BARRIER IS MOUNTED ON THE APPROACH PANEL).
2 INCH NOMINAL DIAMETER THERMOPLASTIC PIPE, AS PER ASTM D1785M, SCHEDULE
40. SLOPE PIPE TO DITCH. WRAP PERFORATED PIPE WITH GEOTEXTILE AS PER
SPEC. 3733. 1/8 INCH PER 12 INCH MINIMUM SLOPE. FURNISHING AND INSTALLING
THE DRAIN SYSTEM IS INCIDENTAL TO THE APPROACH PANEL.
REFER TO THE DRAINAGE PLAN TO DETERMINE WHETHER A FLUME OR A
CATCH BASIN REQUIRED.
SECTION 502 - PORTLAND CEMENT CONCRETE BRIDGE END PAVEMENT
502.01--Description. This work consists of bridge end pavement of portland cement concrete with reinforcement as shown on the plans, constructed in one course on a prepared base in accordance with these specifications, and in reasonably close conformity with the lines, grades, thickness, and cross section shown on the plans or as directed. 502.02--Materials. On bituminous paving contracts, concrete for this work may be Class "B" Structural Concrete meeting the applicable requirements of Subsection 804.02. Sampling and testing of concrete for acceptance and control purposes shall be in accordance with Subsection 804.02.3. Reinforcing steel shall meet the requirements of Subsection 711.02. 502.03--Construction Requirements. 502.03.1--General. The requirements specified for concrete pavement in Section 501, shall apply in all respects to bridge end pavement except where otherwise indicated in the specific requirements below, or on the plans. When the plans specify a certain thickness of hot mix asphalt under the bridge end pavement, the Contractor may substitute Class "B" Structural Concrete base in lieu of the hot mix asphalt. The concrete base shall be constructed in one course on a prepared base in accordance with these specifications, and in reasonably close conformity with the lines, grades, thickness, and typical cross-sections as shown on the plans or as directed. The concrete base will be allowed to cure 24 hours prior to placement of the bridge end pavement. A one-inch premolded expansion joint will be required along the face of the paving bracket. See Section 403 for measurement and payment of substituted concrete base material. 502.03.2--Specific Requirements. 502.03.2.1--Final Screeding and Finishing. The final screeding shall be performed by hand methods. The concrete shall be screeded longitudinally using the bridge floor for a gauge on one end, and a temporary bulkhead cut and securely installed true to crown and grade on the other end. In the event the concrete pavement, adjacent to the bridge end pavement, has been previously poured, the end of the pavement shall be used as a gauge in lieu of the temporary bulkhead. The final finish of the bridge end pavement shall be that designated on the plans. If a finish is not designed, the finish shall be transverse tined finish. 502.03.2.2--Joints. Concrete bridge end pavement shall be constructed monolithically, unless construction joints are specifically indicated on the plans. 502.04--Method of Measurement. Portland cement concrete bridge end pavement, complete in place and accepted, will be measured as specified in Subsection 501.04.
502.05--Basis of Payment. Portland cement concrete bridge end pavement will be paid for at the contract unit price per square yard in accordance with the methods as provided in Subsection 501.05. The prices thus paid shall be full compensation for completing the work. Payment will be made under: 502-A: Reinforced Cement Concrete Bridge End Pavement- per square yard
#4TA2 (TYP.)
#4TA1 (TYP.)
#7BA1
#5BA2
#6AD12 DOWELS (TYP.)
14'-0"
PLAN
ABUTMENT NO. 2
N
ABUTMENT NO. 1
N
| BRG.ABUTMENT
| CONSTRUCTION
#4AS2
#4AS3
#4AS5 #4AS1
B
A
A
3"
18 SPACES @ 9" = 13'-6"
19-#4TA2 TOP MAT
19-#5BA2 BOTTOM MAT
3"
A
B
A
B
ABUTMENT DIAPHRAGM
APPROACH SLAB
SLEEPER FOOTER REINFORCEMENT SEE SECTION B-B &SLEEPER FOOTER DETAIL
EVAZOTE 380 SEAL (SEE DETAIL 1)THIS SHEET.
B
1'-0" EXTENSION OF BRIDGE JOINT STRIP SEAL (TYP.)
1'-0"
2-#4AS4 AT END OFSLEEPER
2-#4AS4 AT END OF SLEEPER
SPACE EQUAL TO #4TA1 BARS
*
*
*
*
*
*
518"
ABUTMENT DIAPHRAGM
#7BA1
#4AS2
#4TA2 (TYP.)#4TA1
A-1-a MATERIAL
#5BA2 (TYP.)
16 GAGE GALVANIZED SHEET METAL TO RUN FULL LENGTH & WIDTH OF SLEEPER
FOOTER (INCIDENTAL TO COST OF SUPERSTRUCTURE CONCRETE).
312"
2'-0"
312"
212"
1'-0"
2"(± )14'-0"
SECTION B-B
114" x 2" EVAZOTE 380
SEAL (SEE DETAIL 1)THIS SHEET.
TRANSITION SLABJOINT SEAL ASSEMBLYSEE DETAIL NEXT SHEET
#4AS3
#4AS1 (4 REQ'D)
| BRG. ABUT.
1'-0"
1'-0"
#4AS5 (8 REQ'D)
1" NORMAL TO DECK
#6AD12
1'-6"MIN.
NOTESCONCRETE FOR APPROACH SLABS AND SLEEPER FOOTERS SHALL
BE SUPERSTRUCTURE CONCRETE CLASS "AA".
DIMENSIONS ARE TO THE CENTERLINE OF BARS. ALL BARS ARE EPOXY COATED REINFORCING BARS GRADE 60.
THE EVAZOTE 380 SEALS BETWEEN APPROACH SLABS AND DECK
SLAB (SEE DETAIL 1), AND SLEEPER SLAB AND TRANSITION SLAB SHALL BE INCLUDED IN THE UNIT BID PRICE FOR SUPERSTRUCTURE
CONCRETE, CLASS "AA".
TOP SURFACES OF THE APPROACH SLABS SHALL BE MACHINEGROOVED IN CONFORMANCE WITH SUBSECTION 512.3.10.3 OF THESTANDARD SPECIFICATIONS.
TOP SURFACE OF THE TRANSITION SLAB SHALL MATCH APPROACHSLAB FINISHED GRADE.
1.
2.
3.
4.
5.
1" NOMINAL
8"
2"
RECESS EVAZOTE 18"BELOW ROADWAY SURFACE
PRIMER OR ADHESIVE
AS REQ'D BY MFG'R
114" X 2" EVAZOTE SEAL
DECK SLAB
ABUTMENT CAP
DETAIL 1
1" PREFORMED BITUMINOUSJOINT FILLER BELOW EVAZOTE
APPROACH SLAB
1'-0"
3"CLR.
6"
3" EXTRUDED POLYSTYRENE 3"
3"
2"
3"
6"
DRIP-GROOVE FORM
W/34" HALF-ROUND.
DETAIL 2
APPROACH SLAB
WINGWALL
#4BA3 @ 1'-2"(9 TOTAL ON EACH SIDE)
EXTRUDED POLYSTYRENE
(TO BE REMOVED BEFORE BRIDGE IS
OPENED TO TRAFFIC)
EXTEND FROM ABUTMENT DIAPHRAGM TO END OF WINGWALLS.
312"
4'-9"
212"
312"
1'-6"
312" 2'-0"
11" 1'-4"2 EQUAL SPA.= 1'-7"
512"512"
SLEEPER FOOTER DETAILSECTION TAKEN PERPENDICULAR TO SLEEPER FOOTER
#4AS3
#4AS2
#4AS1(4 REQ'D)
#4AS5(8 REQ'D)
1'-9" 1'-6"
2% 2%
#4TA1 (TYP.)
3"
#7BA1 (TYP.)
WINGWALL (TYP.)
#6AD12 @ 1'-0" (TYP.)
#5BA2 (TYP.)
3"
#4TA2 (TYP.)
SECTION A-A77 SPACES @ 6" = 38'-6" (78-#7BA1)
| CONSTRUCTI0N
NOT TO SCALE
PROFILE GRADE
3"3"
39'-0"
37 SPACES @ 1'-0" = 37'-0" (38-#4TA1, 40 TOTAL IN SLAB)
#4BA3(TYP.)
SEE DETAIL 2THIS SHEET.
9" 9"
FOR CLARITY SOME REBAR NOT SHOWN
APPROACH SLAB ELEVATION TABLE
A
LOCATION
NOTE: LOCATION A IS NEAR EDGE OF BRIDGE DECK
LOCATION B IS NEAR SLEEPER FOOTER
ABUT. NO. 1
ABUT. NO. 2
POINT LEFT RIGHT
6448.394 6448.386
6448.3896448.397
6448.313
6448.316
6448.321
6448.324
B
A
B
6448.709
6448.706
6448.783
6448.780
| CONSTRUCTION
REVISIONS
NO. DESCRIPTION DATE BY
1
2
3
CHECKED BY:DESIGNED BY: APPROVED FOR CONSTRUCTION: DATE:
OF TRANSPORTATIONNEW MEXICO DEPARTMENT
NEW MEXICO PROJECT NO.
SHEET NO.
CN
SHEET NO.
DRAWN BY: PLOT DATE: DRAWING PATH: 5/28/08RMTTNC BRCOMMON\US 64-LA JARA\24-APPROACH SLAB.dwgTJB
G2735
BR-GRIP-064-4(24)106 5-24
5-24STA. 1722+62.22
DETAILSAPPROACH SLAB
BRIDGE NO. 9424
LA JARA ARROYO
US 64 OVER
4" 4"
8"
10"
10"
14’-0"
4’-8�"
9’-3�"
14’-0"
42’-8"
3’-4"
12’-0"
12’-0"
3’-4"
4"
4"
3’-7�"
1’-0" 3"
3 Sp @ 14’-0" ~ HP10 x 42 Piling
3"
3’-7�"
4 @ 8�" 1’-0"1’-0"1’-0"
1’-0"1’-0" 1’-0"1’-0" 15 Equal Spaces15 Equal Spaces15 Equal Spaces
3’-4"3’-4"
4 @ 7�"4 @ 7�" 3"3"
‘ Roadway
‘ Roadway
42’-8"
‘
Road
way 4’-0"
4’-1"
3
@
7"
4
@
7"
1’-6"
1’-6"
3" 3"
4A802
7A800
7A800
4SN800 or
4SN801
9SA800
8SA801
2-4A8022-7A800
2-8A803
4-7A800
2’-0" 2’-0"
9SA8008SA801
8A803
8A803
4A805
7A801 8A804
7A800
7A801 (typ)
Between Piling
20’-0"
20’-9�" ~ Barrier Length
2-4A805 2-8A804 ~ (typ)
Between Piling
2-7A801 ~ (typ)
Between Piling
8"4"
8"
5�" ~ SB
3�" ~ LB
4"
1’-4"
3"
Cl
3"
Cl
5SN802 or
5SN803
4XA807 ~ SB
4XA808 ~ LB
8’-0"
4’-0"
23’-4" 19’-4"
49’-3�"
4’-8�
"
4’-1�
"
4-8A803
4’-5�"
16 Equal Spaces
4’-8�
"
28 Sp @ 10" ~ 5SA803 ~ Top
3"
Cl
5"
5"
8SA801
(Not Shown)
5XL800, 5XMK800
(Not Shown)
7A800
8A803
8A903
(Sho
win
g Top
Reinforcin
g)
(Sho
win
g
Botto
m
Reinforcin
g)
16 Equal Spaces 16 Equal Spaces
3 Sp @ 12’-0" ~ HP10 x 42 Piling
65 Sp @ 8" ~ 5XK800 & 5XL800 (Not Shown)
5XL800, 5XMK800
(Not Shown)
29 Sp @ 8" ~ 5XK800 & 5XL800 ~ SB
65 Sp @ 8" ~ 5XK800 & 5XL800 ~ LB
1’-2�"
44’-7�" ~ Barrier Length
20 Sp @ 10" ~ 5A806 ~ Top
84 Spaces
@
6"
~ 8S
A801 ~ Top
84 Spaces
@
6"
~ 9S
A800 ~
Bot
8A804 (typ)
Between Piling
29 Sp @ 8" ~ 5A806 ~ Bot
29 Sp @ 8" ~ 5XK800 & 5XL800
35 Sp @ 8" ~ 5SA802 ~ Bot
5XL800 &
5XMK800
9SA800
5SN802 5SN803
4 @ 8�"
5C800
8SA801
9SA800
4SN8014SN800
STATENO.
ND
PROJECT NUMBERSHEET
NO.
SECTION
12/2/2009 R:\project\40002144.058\BRIDGE\2-144.205L\170BR_026_BEGAPPRBR.dgn
170
JRT
BRN-4-002(058)144
08LCS088
AA B
B
B-B
C
C
D
D
C-C D-D
This document
was originally issued and
on and the original
document is stored at the North
Dakota Department of
Transportation
sealed by
Registration Number PE
23 U.S.C. 409
NDDOT Reserves All Objections
BNSF RAILROAD OVERHEAD
SECTION @ ‘ ROADWAY
SECTION @ GUTTER LINE
PLAN
SB = Short Barrier
LB = Long Barrier
26
5048,
Jason R Thorenson,
2-144.205L-26
QUANTITIES
SEE DWG 2-144.205L-27
WARD COUNTY
WEST MINOT
A-A
BEGIN APPROACH SLAB
1/26/09
SIZE MARK NO. LENGTH
7
7
4
SKEW ANGLE = 30^
5 5’-11"
5 5’-0"
REINFORCING STEEL
(LBS)
CONCRETE
(CY)
4 9
5 4 3’-10"
5
1
8 1
5 1
5 1
4
1
5 1
11’-8"8"2.5" R
1.25
12 2’-2"
2’-2"
3"
1’-10"
2’-0"
Vertical
1’-8"
8"
8.5
12
1’-2"
2.5" R
11"
1’-10"
8"
1’-0"
8"
a
b
e = No.
Eq. Sp.
SA BARS
6
6
(ONE SLAB)
a
b
6"
(typ) 6"
(typ)
1’-8" 1’-8"e = No.
Eq. Sp.
SN BARS
3"
1’-7"
10"
7" 2"
*
* 10" R
(Optional)
1�" x 5�"
Keyway
2’-8�
"
Top of Slab
1" Polystyrene
Polyethylene
Membrane
BRIDGE
10"
8"
1" Sawed or Hand
Tool Formed
Tie
Bar 4"
APPROACH SLAB
�" x 4"
Pref Exp
Jt Filler
�"Silicone Sealant (Type 5)
Leave joint sealer 0" to
�" below finished surface.
É 1" | Std Pipe (A 501)
Welded to ˝ 11� x
� x 1’-2�" behind
each hole (typ).
5"
1’-4"2’-2"
4"
2"
(typ)
3�" 3�"
7�"
É ˝ 11� x
� x 1’-2�"
(M270 Grade 36)
É �" | Std
Pipe (A 501)
4"
‘ �" | Std
Pipe (A 501)
É Galvanize after
fabrication.
a b e
SA BAR TABLE
19’-10"
SN BAR TABLE
a b e
3’-5"
Surface Finish "D" shall be required on the inside
and top surfaces of the approach slab barriers
and curbs. See note 602 SURFACE FINISH "D"
for colors.
6"
1’-3"
8.5
12
8"
4"
MK800
1�"
Cl
5XMK800
4XA807 or
4XA808 (typ)
5 4’-1"
2.5 R
2.5 R
5.5"
6.5"
10"
11"
2XMK800
98
SN803
SN802
3’-11"
3’-11"3’-6"
31
25
33
21
4’-1"
4’-1"
3’-11"
19’-10" 44’-1"
44’-1" 84
3541’-7"1’-2"
1’-7" 42’-0" 28
42’-4"
8 42’-4"
8
8
4 10 48’-11"
42’-4"515
4 20’-5"9XA807
44’-3"
9 2748’-5"
2748’-5"
769’-6"
632’-0"
5 6’-9"
96
5 1
1 373’-4"
305’-6"
419’-4"
262’-2"SN803
13’-6"
3’-6"
25,328
XA808
1�"
Cl
4XA807 or
4XA808 (typ)
The estimated material quantities shown are for
information purposes only. All materials including
concrete, reinforcing bars, polyethylene membrane,
preformed joint filler, polystyrene, silicone sealant,
connection plates and pipes, and all labor required
to build the approach slab and barriers shall be
included in the pay item "Pile Supported Approach
Slab." The concrete shall be Class AE-3 and the
reinforcing steel shall be Grade 60. The polyethylene
membrane shall meet the requirements of AASHTO
M 171.
The bar marks beginning with an "X" indicate an
epoxy coated bar.
6
6
48’-11"
3’-5"
4
102.9
SA800
SA801
SA802
SA803
SN800
SN801
5XL800
5XK800
5XL800
5XB800
XB800 C800
XL800 XK800
A800
A804
A805
A801
A802
A803
A806
SA800
SA801
SA802
SA803
XB800
C800
XK800
XL800
SN800
SN801
SN80284
1" Bevel
BAR LIST - ONE SLAB
ESTIMATED MATERIAL QUANTITIES
BENT BAR DETAILS
NOTES:
BNSF RAILROAD OVERHEAD
APPROACH SLAB JOINT DETAIL
CONNECTION PLATE DETAILS
STATENO.
ND
PROJECT NUMBERSHEET
NO.
SECTION
12/2/2009 R:\project\40002144.058\BRIDGE\2-144.205L\170BR_027_BEGAPPRBR1.dgn
170
JRT
BRN-4-002(058)144
08LCS089
This document
was originally issued and
on and the original
document is stored at the North
Dakota Department of
Transportation
sealed by
Registration Number PE
23 U.S.C. 409
NDDOT Reserves All Objections
27
5048,
Jason R Thorenson,
2-144.205L-27
WEST MINOT
BEGIN APPROACH SLAB
(SHOWING DIMENSIONS) (SHOWING REINFORCING)
(SHOWING FRONT FACE) (SHOWING REINFORCING)
(DIMENSIONS SHOWN ARE OUT TO OUT)
BARRIER DETAILS
QUANTITIES
153.2 SYPILE SUPPORTED APPROACH SLAB
1/26/09
![RAC Best Practices - RAC SIG 9Dec05[1]](https://img.pdfslide.us/doc/110x75/577dae001a28ab223f8fdbb4/rac-best-practices-rac-sig-9dec051.jpg)
