michigan dot standard_plan_distribution
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Michigan dot standardTRANSCRIPT
Index to Road Standard Plans
September 10, 2010
STANDARD PLAN
NUMBER
NUMBER OF
SHEETS TITLE
F.H.W.A. APPROVAL DATE
OR * SPECIAL DETAIL
R-1-E 5 DRAINAGE STRUCTURES 9-16-2009 R-2-D 4 MANHOLE BASE TYPE 1 9-14-2001 R-3-B 2 PRECAST MANHOLE TEES 12-21-2001 R-4-D 3 MANHOLE BASE TYPE 2 9-14-2001 R-7-E 2 COVER B 11-17-2005 R-8-C 3 COVER C 10-27-2004
R-8X-C 3 COVER CX 10-27-2004 R-9-C 2 COVER D 10-27-2004
R-9X-D 2 COVER DX 10-27-2004 R-10-C 1 COVER E 10-27-2004 R-11-D 2 MONUMENT BOXES 6-15-2006 R-12-D 1 COVER G 10-27-2004 R-14-C 2 COVER J 10-27-2004 R-15-E 3 COVER K 9-16-2009 R-18-E 2 COVER Q 4-26-2007 R-19-B 1 SEWER TRAP 9-14-2001 R-20-C 2 COVER R 10-27-2004
R-20X-C 2 COVER RX 10-27-2004 R-22-D 3 COVER V 10-21-2008 R-23-C 2 COVER W 10-27-2004 R-24-C 2 COVER VG 10-27-2004
R-27-E 2 BRIDGE APPROACH CURB & GUTTER (USING EXISTING CATCH BASIN) 4-26-2007
R-28-G 7 SIDEWALK RAMP AND DETECTABLE WARNING DETAILS 9-10-2010
R-29-G 4 DRIVEWAY OPENINGS & APPROACHES, AND CONCRETE SIDEWALK 9-10-2010
R-30-E 2 CONCRETE CURB AND CONCRETE CURB & GUTTER 10-27-2004 R-31-E 2 INTEGRAL CURB AND INTEGRAL CURB & GUTTER 9-10-2010
* SPECIAL DETAILS WILL BE INCLUDED IN THE CONSTRUCTION PLANS
Index to Road Standard Plans
September 10, 2010
STANDARD PLAN
NUMBER
NUMBER OF
SHEETS TITLE
F.H.W.A. APPROVAL DATE
OR * SPECIAL DETAIL
R-32-E 6 APPROACH CURB & GUTTER DOWNSPOUTS (FOR BRIDGE APPROACH CURB AND GUTTER) 10-27-2004
R-33-F 2 CONCRETE VALLEY GUTTER AND URBAN FREEWAY CURB 10-21-2008
R-35-C 2 CONCRETE SHOULDER GUTTER AND SPILLWAY 9-14-2001 R-37-B 2 ISOLATION JOINT DETAILS 9-10-2010 R-38-B 2 CONCRETE DIVIDER 9-14-2001
R-39-I 4 TRANSVERSE PAVEMENT JOINTS (PLAIN CONCRETE PAVEMENT) 9-10-2010
R-40-H 4 LOAD TRANSFER ASSEMBLIES FOR TRANSVERSE JOINTS 9-10-2010
R-41-F 2 LONGITUDINAL PAVEMENT JOINTS 9-10-2010
R-42-E 6 TYPICAL JOINT LAYOUTS FOR CONCRETE PAVEMENT 9-16-2009
R-43-H 2 LOCATION OF TRANSVERSE JOINTS IN PLAIN CONCRETE PAVEMENT 9-10-2010
R-44-F 6 CONCRETE PAVEMENT REPAIR 9-10-2010
R-45-H 2 PAVEMENT REINFORCEMENT FOR BRIDGE APPROACH 9-10-2010
R-46-D 2 PAVED AND COBBLE DITCHES, & DRAINAGE TREATMENT DETAILS 9-10-2010
R-49-F 6 CONCRETE BARRIER 6-15-2006
R-50-E 3 LIGHT STANDARD FOUNDATION (CONCRETE BARRIER, DOUBLE FACE) 11-14-2003
R-51-D 3 SIGN TRUSS FOUNDATION (CONCRETE BARRIER, DOUBLE FACE) 11-14-2003
R-52-E 6 TEMPORARY CONCRETE BARRIER 10-27-2004 R-54-G 4 CONCRETE BARRIER, SINGLE FACE 10-21-2008 R-55-G 4 FILLER WALLS AT BRIDGE PIER COLUMNS 9-10-2010 R-56-D 6 GUARDRAIL MEDIAN OBJECT PROTECTION 11-17-2005 R-59-E 6 GUARDRAIL AT BRIDGES AND EMBANKMENTS 11-14-2003
* SPECIAL DETAILS WILL BE INCLUDED IN THE CONSTRUCTION PLANS
Index to Road Standard Plans
September 10, 2010
STANDARD PLAN
NUMBER
NUMBER OF
SHEETS TITLE
F.H.W.A. APPROVAL DATE
OR * SPECIAL DETAIL
R-60-H 10 GUARDRAIL, TYPES A, B, BD, T, & TD 9-16-2009 R-61-G 14 GUARDRAIL APPROACH TERMINAL TYPES 1B & 1T 10-21-2008 R-62-G 9 GUARDRAIL APPROACH TERMINAL TYPES 2B & 2T 10-21-2008 R-63-B 16 GUARDRAIL APPROACH TERMINAL TYPE 3 10-27-2004 R-66-D 2 GUARDRAIL DEPARTING TERMINAL TYPES B & T 12-21-2001 R-67-F 7 GUARDRAIL ANCHORAGE, BRIDGE, DETAILS 6-15-2006 R-70-C 10 LOW TENSION 3-CABLE BARRIER 4-26-2007 R-71-B 1 GUARDRAIL ANCHORAGE, MEDIAN 12-21-2001 R-72-C 4 W-BEAM BACKED GUARDRAIL INSTALLATIONS 12-21-2001
R-73-E 4 GUARDRAIL OVER LOW-FILL BOX OR SLAB CULVERTS 6-15-2006
R-74-D 2 BUMPER & PARKING RAILS, AND MISC. WOOD POSTS 9-14-2001
R-76-D 2 CONCRETE GLARE SCREEN 9-14-2001
R-80-D 8 GRANULAR BLANKET, UNDERDRAINS, OUTLET ENDINGS FOR UNDERDRAINS, AND SEWER BULKHEADS
4-26-2007
R-82-D 2 BEDDING AND FILLING AROUND PIPE CULVERTS 11-14-2003 R-83-B 3 UTILITY TRENCHES 9-14-2001 R-85-D 2 OUTLET HEADWALLS 11-17-2005
R-86-D 2 PRECAST CONCRETE END SECTION FOR PIPE CULVERT 11-17-2005
R-88-D 4 STEEL END SECTION 11-17-2005 R-92-C 6 STEEL GRATES FOR END SECTIONS 9-14-2001 R-95-F 7 CULVERT SLOPED END SECTIONS 11-17-2005
R-96-E 6 SOIL EROSION & SEDIMENTATION CONTROL MEASURES 9-10-2010
R-97-C 4 HIGH TENSILE EIGHT WIRE FENCE 9-14-2001 R-98-B 2 CHAIN LINK FENCE (USING TENSION WIRE) 9-14-2001
* R-99-B CHAIN LINK FENCE WITH WIRE ROPE SPECIAL DETAIL R-100-F 4 SEEDING AND TREE PLANTING 9-10-2010
* SPECIAL DETAILS WILL BE INCLUDED IN THE CONSTRUCTION PLANS
Index to Road Standard Plans
September 10, 2010
STANDARD PLAN
NUMBER
NUMBER OF
SHEETS TITLE
F.H.W.A. APPROVAL DATE
OR * SPECIAL DETAIL
R-101-B 3 WOVEN WIRE FENCE 9-14-2001
R-102-B 1 INSTALLATION OF WOVEN WIRE FENCE (AT STRUCTURES) 9-14-2001
R-103-C 7 TREATMENT OF PEAT MARSHES 10-21-2008 R-105-D 6 GRADING CROSS-SECTIONS 11-14-2003 R-107-H 7 SUPERELEVATION AND PAVEMENT CROWNS 9-10-2010 R-112-G 8 SHOULDER AND CENTER LINE CORRUGATIONS 9-10-2010
R-113-C 2 TEMPORARY CROSSOVERS FOR DIVIDED ROADWAYS 10-27-2004
R-115-D 2 REMOVAL DETAILS FOR SITE CLEARANCE AREAS 9-14-2001 R-121-B 4 TRACK CROSSINGS 9-14-2001 R-122-C 2 RAILROAD CROSSING SIGNALS 9-16-2009 R-126-H 4 PLACEMENT OF TEMPORARY CONCRETE BARRIER 9-16-2009 R-127-E 7 DELINEATOR INSTALLATIONS 9-16-2009
* SPECIAL DETAILS WILL BE INCLUDED IN THE CONSTRUCTION PLANS
Note: Former Standard Plans IV-87, IV-89, IV-90, and IV-91 Series, used for building cast-in-place concrete headwalls for elliptical and circular pipe culverts, are now being replaced with plans that detail each specific size. The Municipal Utilities Unit will provide special details for inclusion in construction plans for MDOT projects. To assure prompt delivery, request must be made in advance. Contact Steve Urda 517-373-0745.
Former Standard Plans IV-93 and IV-94 series are being replaced with precast concrete slab & box culverts, as per a frequently used special provision (for slab culverts) and the 2003 Standard Specifications for Construction (for box culverts).
Index to Bridge Standard Plans
September 10, 2010
STANDARD PLAN
NUMBER
NUMBER OF
SHEETS TITLE
F.H.W.A. APPROVAL DATE
OR * SPECIAL DETAIL
B-17-D 1 BRIDGE BARRIER RAILING, TYPE 4 10-21-2008 B-20-D 1 BRIDGE BARRIER RAILING, TYPE 5 10-21-2008 B-2I-H 4 BRIDGE RAILING, 2 TUBE 10-21-2008
B-22-D 4 BRIDGE RAILING, THRIE BEAM RETROFIT (R4 TYPE BRIDGE RAILING) 10-21-2008
B-23-D 4 BRIDGE RAILING, THRIE BEAM RETROFIT (OPEN PARAPET TYPE BRIDGE RAILING) 11-17-2005
B-25-F 6 BRIDGE RAILING, AESTHETIC PARAPET TUBE 10-21-2008 B-26-C 8 BRIDGE RAILING, 4 TUBE 10-21-2008
B-32-C 2 FENCING FOR PEDESTRIAN STRUCTURE EXISTING OPEN PARAPET 9-29-2003
B-33-C 2 FENCING FOR PEDESTRIAN STRUCTURE EXISTING METAL RAILING – R4 POST 9-29-2003
B-34-C 2 FENCING FOR PEDESTRIAN STRUCTURE EXISTING METAL RAILING – R5 OR R9 POST 9-29-2003
B-35-C 2 FENCING FOR PEDESTRIAN STRUCTURE EXISTING SOLID PARAPET 9-29-2003
B-37-C 2 FENCING FOR PEDESTRIAN STRUCTURE 2 OR 5 TUBE STEEL RAILING 9-29-2003
B-38-C 2 FENCING FOR PEDESTRIAN STRUCTURE EXISTING TYPE 4 & 5 BARRIER 9-29-2003
B-39-C 2 FENCING FOR PEDESTRIAN STRUCTURE NEW TYPE 4 & 5 BARRIER 9-29-2003
B-40-A 3 FENCING FOR BRIDGE RAILING, 4 TUBE 9-29-2003
B-41-C 3 FENCING FOR BRIDGE RAILING, AESTHETIC PARAPET TUBE 10-21-2008
B-101-E 2 DRAIN CASTING ASSEMBLY DETAILS 10-21-2008 B-102-C 2 STANDARD SLOPE PAVING DETAILS 11-26-2001
B-103-E 1 MOLDING, BEVEL, LIGHT STANDARD ANCHOR BOLT ASSEMBLY AND NAME PLATE DETAILS 10-21-2008
* SPECIAL DETAILS WILL BE INCLUDED IN THE CONSTRUCTION PLANS
A
A
A
* LANDING
A
A
FULL CURB HEIGHT MAY BE
REDUCED TO ACCOMMODATE
MAXIMUM SIDE FLARE SLOPE
PERMANENT
OBSTRUCTION
SIDEWALK RAMP TYPE R
SIDEWALK RAMP TYPE F
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
(ROLLED SIDES)
(FLARED SIDES, TWO RAMPS SHOWN)
B.L.T.
W.K.P. R-28-G7
SIDEWALK RAMP AND
DETECTABLE WARNING DETAILS
* LANDINGROLLED CURB
"NON-WALKING" AREA
1
24" DEEP DETECTABLE WARNING,
EXTENDING THE WIDTH OF THE
RAMP. (NEAREST EDGE AT THE
GRADE BREAK AT THE BACK OF
CURB.)
24" DEEP DETECTABLE WARNING,
EXTENDING THE WIDTH OF THE
RAMP. (NEAREST EDGE AT THE
GRADE BREAK AT THE BACK OF
CURB.)
7-26-2010
** MAXIMUM CROSS SLOPE ON RAMP IS THE SAME AS THAT FOR SIDEWALK (2.0%).
RUNNING SLOPE 5% - 7% (8.3% MAXIMUM) SEE NOTES.
* MAXIMUM LANDING SLOPE IN ANY DIRECTION IS 2.0%. MINIMUM LANDING
DIMENSIONS 5’ x 5’. SEE NOTES.
A
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
REINFORCEMENT AS IN
ADJACENT CURB & GUTTER
SECTION A-A
MAXIMUM SLOPE NOT
TO EXCEED 8.3%
PAVEMENT SHALL END FLUSH
WITH THE GUTTER PAN
SECTION THROUGH CURB CUT
PAVEMENT CURB & GUTTER
1" EXPANSION JOINT
RAMP * LANDING
1/2
" M
AX
.
(TYPICAL ALL RAMP TYPES)
A
SIDEWALK RAMP TYPE RF
(ROLLED / FLARED SIDES)
R-28-G72
GRADE BREAK
WALKING AREA
SIDEWALK RAMP AND
DETECTABLE WARNING DETAILS
* LANDING "NON-WALKING" AREA
ROLLED CURB
24" DEEP DETECTABLE WARNING,
EXTENDING THE WIDTH OF THE
RAMP. (NEAREST EDGE AT THE
GRADE BREAK AT THE BACK OF
CURB.)
24" DEEP DETECTABLE WARNING,
EXTENDING THE WIDTH OF THE
RAMP. (NEAREST EDGE AT THE
GRADE BREAK AT THE BACK OF
CURB.)
RAMP SLOPE 5% - 7%
(8.3% MAXIMUM) SEE NOTES
7-26-2010
** MAXIMUM CROSS SLOPE ON RAMP IS THE SAME AS THAT FOR SIDEWALK (2.0%).
RUNNING SLOPE 5% - 7% (8.3% MAXIMUM) SEE NOTES.
* MAXIMUM LANDING SLOPE IN ANY DIRECTION IS 2.0%. MINIMUM LANDING
DIMENSIONS 5’ x 5’. SEE NOTES.
A
*** 5% MAX.
*** TRANSITION ADJACENT GUTTER PAN
CROSS SECTION TO PROVIDE 5%
MAXIMUM COUNTER SLOPE ACROSS
THE RAMP OPENING.
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ALIGN CURB PARALLEL
WITH CROSSWALK
SIDEWALK RAMP TYPE M
(MEDIAN ISLAND)
SIDEWALK RAMP TYPE P
(PARALLEL RAMP)
DO NOT USE IN AREAS WHERE PONDING MAY OCCUR
* LANDING
"NON-WALKING" AREA
SIDEWALK RAMP TYPE C
"NON-WALKING" AREA
* LANDING
"NON-WALKING" AREA
R-28-G73
USE 24" DEEP DETECTABLE WARNINGS IF MEDIAN
WIDTH IS AT LEAST 6’-0". OTHERWISE NO
DETECTABLE WARNING IS REQUIRED.
SIDEWALK RAMP AND
DETECTABLE WARNING DETAILS
(COMBINATION RAMP)
ROLLED CURB
24" DEEP DETECTABLE WARNING,
EXTENDING THE WIDTH OF THE
RAMP. (NEAREST EDGE AT THE
GRADE BREAK AT THE BACK OF
CURB.)
24" DEEP DETECTABLE WARNING,
EXTENDING THE WIDTH OF THE
RAMP. (NEAREST EDGE AT THE
GRADE BREAK AT THE BACK OF
CURB.)
7-26-2010
** MAXIMUM CROSS SLOPE ON RAMP IS THE SAME AS THAT FOR SIDEWALK (2.0%).
RUNNING SLOPE 5% - 7% (8.3% MAXIMUM) SEE NOTES.
* MAXIMUM LANDING SLOPE IN ANY DIRECTION IS 2.0%. MINIMUM LANDING
DIMENSIONS 5’ x 5’. SEE NOTES.
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
R-28-G74
SIDEWALK RAMP AND
DETECTABLE WARNING DETAILS
7-26-2010
SIDEWALK RAMP TYPE D
(DEPRESSED CORNER)
ROLLED CURB
** MAXIMUM CROSS SLOPE ON RAMP IS THE SAME AS THAT FOR SIDEWALK (2.0%).
RUNNING SLOPE 5% - 7% (8.3% MAXIMUM) SEE NOTES.
* LANDING
24" DEEP DETECTABLE WARNING,
(DOME ORIENTATION IS NOT
SIGNIFICANT ON RADIUS)
"NON-WALKING" AREA
* MAXIMUM LANDING SLOPE IN ANY DIRECTION IS 2.0%. MINIMUM LANDING
DIMENSIONS 5’ x 5’. SEE NOTES.
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
R-28-G75
SIDEWALK RAMP AND
DETECTABLE WARNING DETAILS
SIDEWALK (TYP.)
24" WIDE DETECTABLE WARNING (TYP.)
RAILROAD CROSSING MATERIAL (TYP.)
6’ M
IN
.*
15’
MA
X.*
* THE DETECTABLE WARNING SURFACE SHALL BE LOCATED
SO THAT THE EDGE NEAREST THE RAIL CROSSING IS
6’ MINIMUM AND 15’ MAXIMUM FROM THE CENTERLINE
OF THE NEAREST RAIL. DO NOT PLACE DETECTABLE
WARNING ON RAILROAD CROSSING MATERIAL.
SIDEWALK RAMP TYPE RR
SIDEWALK RAMP TYPE FS
(DETECTABLE WARNING AT RAILROAD CROSSING)
SH
OU
LD
ER
NEAREST EDGE WITHIN
8" OF SHOULDER
SIDEWALK
7-26-2010
(DETECTABLE WARNING AT FLUSH SHOULDER OR ROADWAY)
9-10-2010
SIDEWALK RAMP PERPENDICULAR TO TANGENT CURB
(TYPE F AND TYPE RF SHOWN)
LEGEND
CROSSWALK MARKING
SIDEWALK RAMP ORIENTATION
SIDEWALK RAMP
"NON-WALKING" AREA
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
PAVEMENT CURB & GUTTER
1" EXPANSION JOINT
RAMP
SECTION B-B
2%
* GRADE BREAK
2%
R-28-G76
SIDEWALK RAMP AND
DETECTABLE WARNING DETAILS
SIDEWALK RAMP PERPENDICULAR TO RADIAL CURB (TYPE F SHOWN)
USE WITH RADIAL CURB WHEN THE CROSSWALK AND SIDEWALK
RAMP ARE NOT ALIGNED( )
B
B
24" DEEP DETECTABLE WARNING,
EXTENDING THE WIDTH OF THE
RAMP.
WHERE BOTH ENDS OF THE
BOTTOM GRADE BREAK ARE
WITHIN 5’ OF THE BACK OF
CURB, THE DETECTABLE
WARNING SHALL BE LOCATED
ON THE RAMP SURFACE AT
THE BOTTOM GRADE BREAK.
RAMP SLOPE 5% - 7%
(8.3% MAXIMUM) SEE NOTES
7-26-2010
ALTERNATE LOCATION
OF DRAINAGE INLET
(TYP.)
PREFERRED LOCATION
OF DRAINAGE INLET
(TYP.)
SIDEWALK RAMP LOCATED IN RADIUS (TYPE R SHOWN)
(GRADE BREAK GREATER THAN 5’)
SIDEWALK RAMP LOCATED IN RADIUS (TYPE R SHOWN)
(GRADE BREAK LESS THAN 5’)
5
’
* GRADE BREAK (TYP)
*** 5% MAX.
* GRADE
BREAK
WHERE EITHER END OF THE BOTTOM
GRADE BREAK IS MORE THAN 5’ FROM
THE BACK OF CURB, THE DETECTABLE
WARNING SHALL BE LOCATED ON THE
LOWER LANDING. (DOME ORIENTATION
IS NOT SIGNIFICANT ON RADIUS)
2% MAX. SLOPE UNDER GRADE BREAK
2% MAX. SLOPE UNDER GRADE BREAK
AND DETECTABLE WARNING
* GRADE BREAKS AT THE TOP AND BOTTOM OF
CURB RAMPS SHALL BE PERPENDICULAR TO
THE DIRECTION OF RAMP RUN. AT LEAST
ONE END OF THE BOTTOM GRADE BREAK
SHALL BE AT THE BACK OF CURB.
*** TRANSITION ADJACENT GUTTER PAN CROSS
SECTION TO PROVIDE 5% MAXIMUM COUNTER
SLOPE ACROSS THE RAMP OPENING.
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
NOTES:
CROSSWALK AND STOP LINE MARKINGS, IF USED, SHALL BE SO LOCATED
AS TO STOP TRAFFIC SHORT OF RAMP CROSSINGS. SPECIFIC DETAILS
FOR MARKING APPLICATIONS ARE GIVEN IN THE "MICHIGAN MANUAL OF
UNIFORM TRAFFIC CONTROL DEVICES".
THE TOP OF THE JOINT FILLER FOR ALL RAMP TYPES SHALL BE FLUSH
WITH THE ADJACENT CONCRETE.RAMP WIDTH SHALL BE INCREASED, IF NECESSARY, TO ACCOMMODATE
SIDEWALK SNOW REMOVAL EQUIPMENT NORMALLY USED BY THE
MUNICIPALITY.
CARE SHALL BE TAKEN TO ASSURE A UNIFORM GRADE ON THE RAMP,
FREE OF SAGS AND SHORT GRADE CHANGES. WHERE CONDITIONS
PERMIT, IT IS DESIRABLE THAT THE SLOPE OF THE RAMP BE IN ONLY
ONE DIRECTION, PARALLEL TO THE DIRECTION OF TRAVEL.
SURFACE TEXTURE OF THE RAMP SHALL BE THAT OBTAINED BY A COARSE
BROOMING, TRANSVERSE TO THE SLOPE OF RAMP.
SIDEWALK SHALL BE RAMPED WHERE THE DRIVEWAY CURB IS EXTENDED
ACROSS THE WALK.
SIDEWALK RAMPS ARE TO BE LOCATED AS SPECIFIED ON THE PLANS OR
AS DIRECTED BY THE ENGINEER.
RAMPS SHALL BE PROVIDED AT ALL CORNERS OF AN INTERSECTION
WHERE THERE IS EXISTING OR PROPOSED SIDEWALK AND CURB.
RAMPS SHALL ALSO BE PROVIDED AT WALK LOCATIONS IN MID-BLOCK
IN THE VICINITIES OF HOSPITALS, MEDICAL CENTERS, AND LARGE
ATHLETIC FACILITIES.
24
"
DOME ALIGNMENT
DETECTABLE WARNING DETAILS
DOME SPACING0
.2"
DOME SECTION
0.9"
TO
1.4"
50% TO 65%
OF BASE
1.6" - 2.4"
1.6
" -
2.4
"
0.6
5"
MIN
.
0.65"
MIN.
FLARED SIDES WITH A SLOPE OF 10% MAXIMUM, MEASURED ALONG THE
CURB LINE, SHALL BE PROVIDED WHERE A CIRCULATION PATH CROSSES
THE SIDEWALK RAMP. FLARED SIDES ARE NOT REQUIRED WHERE THE
EDGES OF A SIDEWALK RAMP ARE PROTECTED BY LANDSCAPING OR OTHER
BARRIERS TO TRAVEL BY WHEELCHAIR USERS OR PEDESTRIANS ACROSS
THE EDGE OF THE SIDEWALK RAMP.
CROSSWALK
SIDEWALK
RAMP
90^
ALIGNED IN DIRECTION OF TRAVEL AND
PERPENDICULAR (OR RADIAL) TO GRADE BREAK
DETAILS SPECIFIED ON THIS PLAN APPLY TO ALL CONSTRUCTION,
RECONSTRUCTION, OR ALTERATION OF STREETS, CURBS, OR SIDEWALKS
BY ALL PUBLIC AGENCIES AND BY ALL PRIVATE ORGANIZATIONS
CONSTRUCTING FACILITIES FOR PUBLIC USE.
R-28-G77
SIDEWALK RAMP AND
DETECTABLE WARNING DETAILS
7-26-2010
24" DEEP DETECTABLE WARNING,
EXTENDING THE WIDTH OF THE
RAMP. (NEAREST EDGE AT THE
GRADE BREAK AT THE BACK OF
CURB.)
PROVIDE LANDINGS WHERE PEDESTRIAN TURNING MOVEMENTS ARE
REQUIRED.
WHEN 5’ MINIMUM DIMENSIONS ARE NOT FEASIBLE, RAMP WIDTH MAY BE
REDUCED TO NOT LESS THAN 4’ AND LANDING DIMENSION TO NOT LESS
THAN 4’ x 4’.
FOR NEW ROADWAY CONSTRUCTION, THE RAMP CROSS SLOPE MAY NOT
EXCEED 2%. FOR ALTERATIONS TO EXISTING ROADWAYS, THE CROSS
SLOPE MAY BE TRANSITIONED TO MEET AN EXISTING ROADWAY GRADE.
THE CROSS SLOPE TRANSITION SHALL BE APPLIED UNIFORMLY OVER THE
FULL LENGTH OF THE RAMP.
TRANSITION THE GUTTER PAN CROSS SECTION SUCH THAT THE COUNTER
SLOPE IN THE DIRECTION OF RAMP TRAVEL IS NOT GREATER THAN 5%.
MAINTAIN THE NORMAL GUTTER PAN CROSS SECTION ACROSS DRAINAGE
STRUCTURES.
THE MAXIMUM RUNNING SLOPE OF 8.3% IS RELATIVE TO A FLAT (0%)
REFERENCE. HOWEVER, IT SHALL NOT REQUIRE ANY RAMP OR SERIES
OF RAMPS TO EXCEED 15 FEET IN LENGTH.
DRAINAGE STRUCTURES SHOULD NOT BE PLACED IN LINE WITH RAMPS.
THE LOCATION OF THE RAMP SHOULD TAKE PRECEDENCE OVER THE
LOCATION OF THE DRAINAGE STRUCTURE. WHERE EXISTING DRAINAGE
STRUCTURES ARE LOCATED IN THE RAMP PATH OF TRAVEL, USE A
MANUFACTURER’S ADA COMPLIANT GRATE. OPENINGS SHALL NOT BE
GREATER THAN 1/2 ". ELONGATED OPENINGS SHALL BE PLACED SO THAT
THE LONG DIMENSION IS PERPENDICULAR TO THE DOMINANT DIRECTION
OF TRAVEL.
9-10-2010
1
B.L.T.
W.K.P. 4
DRIVEWAY OPENINGS
& APPROACHES,
AND CONCRETE SIDEWALK
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
PROPERTY LINE
VA
RIA
BL
E
BACK OF CURB
RIGID STRUCTURE
WALK WIDTH AS SPECIFIED ON PLANS
INSOFAR AS POSSIBLE, SIDEWALK SHALL BE DIVIDED
INTO SQUARE UNIT AREAS BY MEANS OF CUT JOINTS
NOT MORE THAN 36 SFT OR LESS THAN 16 SFT.
(TYP.)
LOCATION OF JOINTS IN CONCRETE SIDEWALK
TYPICAL SIDEWALK JOINT LAYOUTS
SIDEWALK INTERSECTIONS SHALL BE CAST
MONOLITHICALLY WITH JOINT LINES PLACED
AS NEAR TO PERPENDICULAR AS POSSIBLE
WITH SIDEWALKS EDGE, TO AVOID NARROW
OR POINTED PIECES OF CONCRETE.
WHERE A PERMANENT STRUCTURE IS LOCATED IN
SIDEWALK, PLACE EXPANSION MATERIAL AROUND
STRUCTURE AND ADJUST JOINT PATTERN TO
INTERSECT STRUCTURE AS ILLUSTRATED.
1/2 " EXPANSION JOINT
4" SIDEWALK
1" EXPANSION JOINT
50’-0" MAXIMUM EXPANSION JOINT SPACING
50’-0" MAXIMUM EXPANSION JOINT SPACING
4" SIDEWALK
1/2 " EXPANSION JOINT
1" EXPANSION JOINT
1/2 " EXPANSION JOINT SHALL BE PLACED
BETWEEN SIDEWALK AND RIGID STRUCTURE.
WHEN DIRECTED BY THE ENGINEER THE
JOINT SHALL BE PLACED 1’-0" FROM
PROPERTY LINE.
1/4 " R
4" CONCRETE SIDEWALK
1/2 " EXPANSION JOINTS
* SEE NOTES
* 2% MAXIMUM TOWARD STREET
R-29-G7-26-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
4
DRIVEWAY OPENINGS
& APPROACHES,
AND CONCRETE SIDEWALK
2
R
0.4 R 0.6 R
W = R - d
WIDTH
DRIVEWAY
d
VA
RIA
BL
E
THICKENED CONCRETE SIDEWALKDR
IVE
WA
Y \
DIRECTION
OF TRAFFIC
FLOW LINE
1" M
IN.
CU
RB
AA
ALIGN DRIVEWAY RETURN TO FIT OPENING IN CURB & GUTTER
FLOW LINECONTRACTION OR PLANE
OF WEAKNESS JOINT
CONTRACTION OR PLANE
OF WEAKNESS JOINT
CONTRACTION OR PLANE
OF WEAKNESS JOINT
CONTRACTION OR PLANE
OF WEAKNESS JOINT
GUTTER PAN
CU
RB
A
GUTTER
PAN
A
ALIGN DRIVEWAY RETURN TO FIT OPENING IN CURB & GUTTER
RADIUS AS SPECIFIED ON PLANS
OR AS DIRECTED BY THE ENGINEER
PLANE OF WEAKNESS JOINT
FLOW LINE
PA
VE
ME
NT
TH
ICK
NE
SS
GUTTER
1"
MIN
.
CU
RB
HE
IGH
T
REINFORCEMENT AS IN ADJACENT CURB & GUTTER
"R"
"R"
B
B
1"
MIN
.
GUTTER
CONCRETE DRIVEWAY OPENING LAYOUT
CONCRETE DRIVEWAY OPENING, DETAIL L
CONCRETE DRIVEWAY OPENING, DETAIL M
SECTION B - BSECTION A - A
SECTION A - A
NOTE:
W = MINIMUM WIDTH OF THICKENED CONCRETE SIDEWALK.
( R - d ) SHALL NOT BE LESS THAN DRIVEWAY WIDTH.
THE "R" DIMENSION IS SPECIFIED IN THE PUBLICATION
"ADMINISTRATIVE RULES REGULATING DRIVEWAYS, BANNERS
AND PARADES ON OR OVER HIGHWAYS".
1/2 " EXPANSION JOINT
1" EXPANSION JOINT
1’-6" + CURB & GUTTER
** 1’-6"** 1’-6"1" EXPANSION JOINT
{ {
** TO FRONT EDGE OF GUTTER PAN
*** NOT USED IF DRIVEWAY AND CURB
ARE POURED INTEGRALLY OR IF
HMA APPROACH IS USED.
{
R-29-G
*** EPOXY COATED #5 BARS
(18" LONG) AT 24" CENTERS
7-26-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
4
DRIVEWAY OPENINGS
& APPROACHES,
AND CONCRETE SIDEWALK
3
8" OR GREATER
W1.4
W2.9
REINFORCEMENT FOR CONCRETE DRIVEWAYS
LESS THAN 8"
WIRE SIZE
(6" x 6" MESH)
21
42
1" TRANSVERSE
EXPANSION JOINT
EXTRA WIDTH TO BE
ADDED AT ALLEYS AND
COMMERCIAL DRIVEWAYS
5’-0"
EXTRA WIDTH TO BE
ADDED AT ALLEYS AND
COMMERCIAL DRIVEWAYS
5’-0""W"
PLANE OF WEAKNESS JOINT
1" TRANSVERSE
EXPANSION JOINT
4" CONCRETE SIDEWALK 4" CONCRETE SIDEWALKSUBBASE WHEN SPECIFIED ON
THE PLANS (4" MIN.)
WHEN CONCRETE DRIVEWAY APPROACH IS SPECIFIED, THE
THICKENED CONCRETE SIDEWALK THICKNESS IS EQUAL TO
THE THICKNESS OF THE CONCRETE DRIVEWAY APPROACH.
WHEN HMA DRIVEWAY APPROACH IS SPECIFIED, THE
THICKENED CONCRETE SIDEWALK THICKNESS IS 6" MIN.
THICKENED CONCRETE SIDEWALK
VA
RIE
S
VARIES FROM ZERO AT
SIDEWALK TO NORMAL
CURB HEIGHT
BACK EDGE
OF GUTTER
SIDEWALK ELEVATION
(TO BE USED WITH DETAIL L OR M)
VA
RIE
S
VARIES FROM ZERO AT
SIDEWALK TO NORMAL
CURB HEIGHT
VARIES
DRIVEWAY
THICKENED
CONCRETE SIDEWALKBACK EDGE
OF GUTTER
SIDEWALK ELEVATION
(TO BE USED WITH DETAIL L)
NOTES:
"W"
"R"
CONCRETE DRIVEWAY APPROACH
MONOLITHIC CURB IS INCLUDED IN THE CONCRETE
DRIVEWAY APPROACH QUANTITY.
REINFORCEMENT IS NOT REQUIRED UNLESS SPECIFIED
ON THE PLANS. WHEN REINFORCEMENT IS SPECIFIED,
SEE CHART ON THIS SHEET.
HMA DRIVEWAY APPROACH
HMA SURFACE
USE WIRE FABRIC REINFORCEMENT SPECIFIED
ON STANDARD PLAN R-37-SERIES
CONCRETE DRIVEWAY
THICKNESS
10’ 10’ 10’ 10’
MAX. MAX. MAX. MAX.
2’ 2’
DRIVEWAY JOINT DETAILS
DRIVEWAY
THICKENED
CONCRETE SIDEWALK
VARIES
"R"
"W"
1/2 " EXPANSION JOINT
CONCRETE DRIVEWAY APPROACH BETWEEN
CURB AND SIDEWALK IS 6" THICK UNLESS
OTHERWISE SPECIFIED ON THE PLANS.
USE "W" JOINTS IF DRIVEWAY AND CURB ARE POURED
MONOLITHICALLY OR "B" JOINTS IF THEY ARE POURED
IN STAGES.
JOINT LAYOUT IS AS INDICATED OR AS DIRECTED BY
ENGINEER.
2d
OR
10
’ M
AX
.
R-29-G
AVERAGE WEIGHT
(LBS/100 SFT)
7-26-20109-10-2010
FOR CURB AND GUTTER DETAILS, SEE STANDARD PLAN R-30-SERIES.
WHEN SETTING GRADES FOR COMMERCIAL DRIVES, THE TYPES OF VEHICLES
USING THE DRIVE SHOULD BE CONSIDERED.
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
4
DRIVEWAY OPENINGS
& APPROACHES,
AND CONCRETE SIDEWALK
4
TRANSVERSE SIDEWALK SLOPES ARE TYPICALLY 1.5% OR 2% MAXIMUM. IN
ORDER TO MEET SITE CONDITIONS, IF THE TRANSVERSE SLOPE IS REQUIRED
TO BE LESS THAN 1.5%, LONGITUDINAL DRAINAGE MUST BE PROVIDED.
NOTES:
FOR DRIVEWAY DESIGN REFER ALSO TO "ADMINISTRATIVE RULES REGULATING
DRIVEWAYS, BANNERS, AND PARADES ON OR OVER HIGHWAYS" AND GEOMETRIC
DESIGN G-680-SERIES, COMMERCIAL DRIVEWAYS.
SIDEWALKDRIVEWAY APPROACH
COMMERCIAL DRIVEWAY PROFILE FOR MAJOR TRAFFIC GENERATORS
CURB &
GUTTERROADWAY DRIVEWAY
MAXIMUM GRADE 1.5% MAXIMUM GRADE 4%
MAXIMUM GRADE 8%
LOW VOLUME COMMERCIAL OR RESIDENTIAL DRIVEWAY SLOPES
8% MAXIMUM SLOPE SIDEWALK
APPROXIMATELY 10’
8% MAXIMUM CHANGE IN SLOPE
AT 10’ INTERVALS (CREST)
12% MAXIMUM CHANGE IN SLOPE
AT 10’ INTERVALS (SAG)
* 2% MAXIMUM SLOPE
10% MAXIMUM SLOPE
* SEE NOTES
R-29-G7-26-20109-10-2010
B.L.T.
W.K.P. 1R-31-E
INTEGRAL CURB AND
INTEGRAL CURB & GUTTER
2
PAVEMENT AREA
PAVEMENT
REINFORCEMENT
PAVEMENT AREA
PAVEMENT AREA
PAVEMENT AREA
SAWED JOINT
(EXPANSION OR CONTRACTION)
BACK OF CURB
A A
APPROX. 8%
APPROX. 8%
APPROX. 8%
APPROX. 8%
BACK OF CURB MAY HAVE SLIGHT BATTER
TO ACCOMMODATE CURB MACHINE
BACK OF CURB MAY HAVE SLIGHT BATTER
TO ACCOMMODATE CURB MACHINE
BACK OF CURB MAY HAVE SLIGHT BATTER
TO ACCOMMODATE CURB MACHINE
BACK OF CURB MAY HAVE SLIGHT BATTER
TO ACCOMMODATE CURB MACHINE
* INSTALL JOINT SEAL TO THIS POINT
B
B
WIDTH OF CONTRACTION
JOINT TO FACE OF CURB
SECTION A - A
SECTION A - A
SECTION A - A
SECTION A - A
SECTION B - B SECTION B - B
PLAN AT TRANSVERSE JOINT
EXPANSION JOINT CONTRACTION JOINT
INTEGRAL CURB & GUTTER, DETAIL F
INTEGRAL CURB & GUTTER, DETAIL D
INTEGRAL CURB & GUTTER, DETAIL C
INTEGRAL CURB & GUTTER, DETAIL B
TO
ACCOMMODATE
FINISHING
MACHINE
TO
ACCOMMODATE
FINISHING
MACHINE
TO
ACCOMMODATE
FINISHING
MACHINE
TO
ACCOMMODATE
FINISHING
MACHINE
2’-8"
2’-6"
2’-6"
2’-6"
1’-0" V.C.
1’-0" V.C.
1’-0" V.C.
1’-0" V.C.
1" PREFORMED
FIBER JOINT FILLER
< 1/4 " SAWED OR
FORMED JOINT
BLOCK OUT FOR JOINT SEAL
( 1/2 " FOR CONTRACTION JOINT)
(1 1/4 " FOR EXPANSION JOINT)
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
8-9-2010
* WHEN CURB AND GUTTER, DETAIL D IS SPECIFIED AND NEOPRENE
JOINT SEALER IS USED IN PAVEMENT, THE NEOPRENE JOINT SEALER
SHALL BE CONTINUOUS ACROSS THE CURB AND GUTTER AND TURNED
DOWN THE OUTSIDE EDGE.
** END DOWELL BARS AT V.C. BEFORE GUTTER PAN.
SEE NOTES IF PAVEMENT REINFORCEMENT IS REQUIRED
** DOWELL
BARS
9-10-2010
R-31-E
INTEGRAL CURB AND
INTEGRAL CURB & GUTTER
22
3"
3"
5 1/
2 "
COVER R
3"
3"
COVER R
3"
3"
COVER R
3"
3"
8 1/4 "
6 1/
2 "
COVER R
CCCOVER R
SECTION C - C
SECTION C - C
SECTION C - C
INTEGRAL CURB & GUTTER, DETAIL F
SECTION C - C
INTEGRAL CURB & GUTTER, DETAIL B
INTEGRAL CURB & GUTTER, DETAIL C
INTEGRAL CURB & GUTTER, DETAIL D
PLAN IN CATCH BASIN AREA
1’-2"
9"
7"
5"
1’-2"
6’-0
"
3’-0
"
TWO EPOXY COATED #4 BARS
THROUGH CATCH BASIN AREA
TWO EPOXY COATED #4 BARS
THROUGH CATCH BASIN AREA
TWO EPOXY COATED #4 BARS
THROUGH CATCH BASIN AREA
TWO EPOXY COATED #4 BARS
THROUGH CATCH BASIN AREA
TWO EPOXY COATED #4 BARS
THROUGH CATCH BASIN AREA
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
8-9-2010
SEE STANDARD PLAN R-37-SERIES FOR REINFORCING DETAILS
NOTES:
DETAILS OF CURB FACES ARE SPECIFIED ON STANDARD PLAN R-30-SERIES.
PAVEMENT REINFORCEMENT, EXTENDED TO WITHIN 3" OF BACK OF INTEGRAL
CURB OR INTEGRAL CURB AND GUTTER, MAY BE SUBSTITUTED FOR THE BAR
REINFORCEMENT SPECIFIED ON STANDARD PLAN R-30-SERIES. PAVEMENT
REINFORCEMENT SHALL EXTEND TO 1’-6" OF A SAWED JOINT.
WHEN THE CURB PORTION IS POURED SEPARATE FROM THE INTEGRAL PAVEMENT
AND GUTTER, AND DELAY EXCEEDS 30 MINUTES, EPOXY COATED #4 VERTICAL
BARS SPACED AT 1’-0" CENTER TO CENTER SHALL BE USEDTO TIE CURB AND
UNDERLYING CONCRETE.
AGGREGATE BASE-CONCRETE, WHEN SPECIFIED ON TYPICAL CROSS SECTIONS,
SHALL EXTEND 2’-0" BEYOND THE BACK OF INTEGRAL CURB AND GUTTER, EVEN
IF THE GRADING SECTION MUST BE WIDENED TO DO SO. NO PAYMENT WILL BE
MADE FOR THE ADDITIONAL AGGREGATE BASE-CONCRETE THAT IS REQUIRED TO
CONSTRUCT THE INTEGRAL CURB AND GUTTER ALTERNATE.
TRANSVERSE JOINTS IN THE INTEGRAL CURB SHALL BE AS SPECIFIED ON THIS
STANDARD PLAN.
FIBER FILLER USED FOR PAVEMENT EXPANSION JOINTS SHALL EXTEND TO BACK
OF CURB.
CATCH BASIN "COVER R" OR OTHER APPROVED COVERS SHALL BE SUBSTITUTED
FOR COVERS SPECIFIED ON THE PLANS ONLY WHEN THE INTEGRAL CURB AND
GUTTER ALTERNATE IS USED.
9-10-2010
MIN
.
2’-0"
18"(TY
P.)
LONGITUDINAL
JOINT *
FOR USE WHEN STRUCTURE IS ON OR NEAR THE JOINT
MULTIPLE STRUCTURES WITHIN SLAB
DIAGONAL BOX OUT OPTION
LANE TIE (TYP.)
FOR SLABS WITH MULTIPLE STRUCTURES INCLUSIVE, REINFORCE THE SLAB
JOINT TO JOINT. IF A BOX OUT OPTION IS USED WITHIN THE SLAB (FOR
CONSTRUCTION PURPOSES), FOLLOW BOX OUT DETAIL WITH REINFORCEMENT.
LONGITUDINAL JOINT
LONGITUDINAL JOINT
16’ MAXIMUM WHEN SLAB IS REINFORCED IN A JPCP SECTION
6"
(TY
P.)
12
"
SYMBOL (D) JOINT (TYP.)
SEE STANDARD PLAN R-41-SERIES
(TY
P.)
ADJUST LENGTH OF SLABS WITHIN ONE SLAB LENGTH OF BOX OUT
SUCH THAT SLAB LENGTHS ARE 12’ MINIMUM AND 20’ MAXIMUM
* IF NECESSARY, ADJUST LONGITUDINAL JOINT LOCATION TO INTERSECT BOX OUT AS APPROVED BY THE ENGINEER.
SYMBOL (D) JOINT (TYP.)
SEE STANDARD PLAN R-41-SERIES
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
B.L.T.
W.K.P. 1 2
5-28-2010 R-37-B
ISOLATION JOINT DETAILS
PAVEMENT REINFORCEMENT
TRANSVERSE CONTRACTION
SYMBOL (Cp) JOINT (TYP.)
SEE STANDARD PLAN R-39-SERIES
9-10-2010
1/2 "
3/4
"
LOW MODULUS HOT-POURED
RUBBER-ASPHALT TYPE
JOINT SEALING COMPOUND
1/2 " ISOLATION JOINT
FILLER
DRAINAGE INLET
INTEGRAL CURB
ISOLATION JOINT
CONCRETE PAVEMENT
EDGE OF CASTING
NOT ALIGNED WITH TRANSVERSE JOINT
(FOR USE WITH INTEGRAL CURB)
1/2 " ISOLATION JOINT
NOTES:
NO PLUG OR SLIVER OF CONCRETE SHOULD EXTEND OVER, UNDER,
THROUGH, AROUND, OR BETWEEN SECTIONS OF THE JOINT FILLER.
JOINT FILLER MAY BE HELD IN PLACE BY STAKES IN THE SUBGRADE.
AFTER THE CONCRETE HARDENS, THE TOP OF THE JOINT FILLER MAY
BE RECESSED APPROXIMATELY 3/4 " TO ALLOW SPACE FOR LOW MODULUS
HOT-POURED RUBBER-ASPHALT TYPE JOINT SEALING COMPOUND.
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
2 2
5-28-2010 R-37-B
ISOLATION JOINT DETAILS
1" M
AX
.
OV
ER
HA
NG
(EA
CH
SID
E)
WIRE FABRIC REINFORCEMENT
6"6"
MAX.MAX.
W1
4 O
R D
-14
(N
OM
. D
IA.
= 0
.42
2")
AT
6" (
<
1/4
")
CE
NT
ER
TO
CE
NT
ER
W6 OR D-6 (NOM. DIA. = 0.276")
AT 1’-0" (< 1/4 ") CENTER TO CENTER
9-10-2010
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
B.L.T.
W.K.P. 41R-39-I
TRANSVERSE PAVEMENT JOINTS
(PLAIN CONCRETE PAVEMENT)
8-9-2010
1/8 " RELIEF CUT
SAWED JOINT DETAIL
TRANSVERSE CONTRACTION JOINT
SEE STANDARD PLAN R-40-SERIES
FOR LOAD TRANSFER ASSEMBLY
SEE SAWED JOINT DETAIL
SURFACE OF FINISHED
PAVEMENT OR SHOULDER
TRANSVERSE AND INTERSECTION PLANE OF WEAKNESS JOINTS
SYMBOL (W)* D
EP
TH
1/4 "
- 0
+ 1/16 "( )
SEALANT FLUSH TO - 1/8 "
3/8 " BACKER ROD
1" (
+
1/1
6 "
)
1 3
/8 "
TO
1 1
/2 "
(+ 1/1
6 "
)
SYMBOL (Cp) AND (C3p)
1/8 " RELIEF CUT
SAWED JOINT DETAIL
* D
EP
TH
1/4 "
- 0
+ 1/16 "( )
3/8 " BACKER ROD
1" (
+
1/1
6 "
)
1 3
/8 "
TO
1 1
/2 "
(+ 1/1
6 "
)
SAWED JOINT SEALED WITH LOW MODULUS HOT-POURED RUBBER-ASPHALT TYPE
JOINT SEALING COMPOUND.
* DEPTH OF RELIEF CUT FOR JOINT (Cp) AND (C3p) SHALL BE 1/4 THE SLAB
THICKNESS FOR PAVEMENTS LESS THAN OR EQUAL TO 7" IN THICKNESS AND
THE SLAB THICKNESS FOR PAVEMENTS GREATER THAN 7" THICK.3
SURFACE OF FINISHED SHOULDER
SAWED JOINT SEALED WITH LOW MODULUS HOT-POURED RUBBER-ASPHALT TYPE
JOINT SEALING COMPOUND.
* DEPTH OF RELIEF CUT FOR JOINT 1/4 THE SLAB THICKNESS.
JOINT USESYMBOL
PAVEMENTYES
NO
(Cp)
(C3p) SHOULDER
SEE SAWED JOINT DETAIL
LOAD TRANSFER
SEE SAWED JOINT DETAIL
SURFACE OF FINISHED
PAVEMENT OR SHOULDER
DOWEL BAR INSERTER METHODLOAD TRANSFER ASSEMBLY METHOD
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
42R-39-I
TRANSVERSE PAVEMENT JOINTS
(PLAIN CONCRETE PAVEMENT)
8-9-2010
SYMBOL (U)
2 1/
4 "
1/8 " SAWED JOINT OR A FORMED JOINT
MADE BY PLACING 1/4 " HARDBOARD OR
OTHER APPROVED MATERIAL FLUSH WITH
THE SURFACE OF THE CONCRETE BASE
COURSE AND TRUE TO POSITION AND
LINE BEFORE THE CONCRETE HAS SET
JOINT USELOAD TRANSFER ASSEMBLYSYMBOL
PAVEMENTYES
NO
SHOULDERNO
(E2)
(E3)
(E4)
PAVEMENT & SHOULDER
+ 1"
OUTSIDE EDGE TREATMENT
TRANSVERSE EXPANSION JOINT
SYMBOL (E2), (E3) AND (E4)
LOW MODULUS HOT-POURED
RUBBER-ASPHALT TYPE
JOINT SEALING COMPOUND
SAWED JOINT DETAIL
LOW MODULUS HOT-POURED
RUBBER-ASPHALT TYPE
JOINT SEALING COMPOUND
SAWED JOINT SEALED WITH LOW MODULUS HOT-POURED RUBBER-ASPHALT TYPE
JOINT SEALING COMPOUND.
1/2
"
CLOSED CELL, CROSS-LINKED
POLYETHYLENE FOAM ROD
MINIMUM DIAMETER
1.25 x FINAL WIDTH( )
45^ BEVELED EDGE (TYP.)
1" FIBER FILLER
1/4 " RELIEF CUT
FINAL WIDTH
1" (+ 1/16 ")
3 1/
2 "
1" FIBER FILLER
3/1
6 " (
+ 1/1
6 ")
SURFACE OF FINISHED
PAVEMENT OR SHOULDER
SEE STANDARD PLAN R-40-SERIES
FOR LOAD TRANSFER ASSEMBLY
SEE SAWED JOINT DETAILCLOSED CELL, CROSS-LINKED
POLYETHYLENE FOAM ROD
MINIMUM DIAMETER
1.25 x FINAL WIDTH( )
1"
(+ 1/1
6 "
)
NOTE:
THE FINAL WIDTH OF THE GROOVE SHALL BE 1" + 1/16 "
PLUS ANY INCREASE OR MINUS ANY DECREASE IN THE WIDTH
OF THE RELIEF CUT. THE FINAL SAW CUT SHALL BE TO
THE TOP OF THE FIBER FILLER WITH A MINIMUM DEPTH AS
SHOWN AND SHALL BE CENTERED OVER THE FIBER FILLER
WITH A HORIZONTAL TOLERANCE OF 1/4 ". FIBER FILLER
FOR EXPANSION JOINTS IN CONCRETE SHOULDERS SHALL BE
FREE OF HOLES OR OTHER DEFECTS AND TRIMMED TO FIT
SHOULDER CONFIGURATIONS.
TRANSVERSE PLANE OF WEAKNESS
JOINTS IN CONCRETE BASE COURSE
9-10-2010
PAVEMENT THICKNESS
12’-0" (LANE WIDTH)
TRANSVERSE END OF POUR JOINT (SPLIT HEADER METHOD)
DEFORMED BAR SPACING
1’-0" 2’-0"1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0"
SYMBOL (H)
12’-0" RIGHT LANE PAVED AT 14’-0"
FIRST POUR
JOINT
9" 9"
#9 EPOXY COATED
DEFORMED BAR
PA
VE
ME
NT
TH
ICK
NE
SS
PAVEMENT THICKNESS
12’-0" (LANE WIDTH)
DEFORMED BAR SPACING
1’-0" 2’-0"1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0"
12’-0" RIGHT LANE PAVED AT 14’-0"
TRANSVERSE END OF POUR JOINT (DRILLED IN METHOD)
NOTE: THE HOLE SPACING MAY BE ADJUSTED 1" HORIZONTALLY, RAISED 1/2 ", OR LOWERED
1" FROM THE ABOVE LOCATIONS TO AVOID DRILLING INTO THE REINFORCEMENT.
1 3/8 " DIAMETER HOLE
9" + 3/8 "
PA
VE
ME
NT
TH
ICK
NE
SS
SECOND POUR
SEE NOTES SHEET 4 OF 4
FIRST POUR SECOND POUR
SEE NOTES SHEET 4 OF 4
FACE SHALL BE VERTICAL
AND PERPENDICULAR TO
EDGE OF ROADWAY
#9 EPOXY COATED
DEFORMED BAR
#9 x 1-6" LONG EPOXY COATED
DEFORMED BAR (GROUT IN PLACE)
#9 EPOXY COATED DEFORMED BAR
IN 1 3/8 " DIAMETER HOLE (TYP.)
1/2 PAVEMENT
THICKNESS + 1/2 "
1/2 PAVEMENT
THICKNESS + 1/2 "
6’-0" MIN.
1/2 PAVEMENT
THICKNESS + 1/2 "
1/2 PAVEMENT
THICKNESS + 1/2 "
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
43R-39-I
TRANSVERSE PAVEMENT JOINTS
(PLAIN CONCRETE PAVEMENT)
8-9-20109-10-2010
NEOPRENE JOINT SEAL CROSS-SECTION SHALL BE APPROVED BY THE ENGINEER.
JOINTS SHALL NOT BE SEALED IN CONCRETE BASE COURSE.
A TRANSVERSE END OF POUR JOINT (DRILLED IN METHOD) SYMBOL (H), SHALL
BE CONSTRUCTED WHEN IT IS ANTICIPATED THAT THE SECOND POUR WILL BE
DELAYED 7 DAYS OR LONGER.
A TRANSVERSE END OF POUR JOINT (SPLIT HEADER METHOD) OR (PLASTIC
TUBE METHOD) SHALL BE USED AT THE END OF THE DAY’S POUR OR WHEN THERE
IS AN UNAVOIDABLE INTERRUPTION OF THE WORK FOR MORE THAN ONE-HALF
HOUR AND LESS THAN 7 DAYS. THE JOINT SHALL BE CONSTRUCTED ACCORDING
TO TRANSVERSE END OF POUR JOINT (SPLIT HEADER METHOD) OR (PLASTIC
TUBE METHOD), SYMBOL (H).
THE EXPANSION JOINT MATERIAL IN THE SHOULDERS SHALL BE SUPPORTED BY
ONE OF THE FOLLOWING METHODS:
1. A CONTINUOUS SUPPORT WIRE, AS SPECIFIED FOR EXPANSION LOAD
TRANSFERS ASSEMBLIES, AS DETAILED ON STANDARD PLAN R-40-SERIES,
SHALL BE USED ON EACH SIDE OF EXPANSION MATERIAL. THIS WIRE
SHALL BE EQUIPPED WITH STAKES AND STAKE POCKETS TO RIGIDLY HOLD
THE EXPANSION MATERIAL IN PLACE DURING CONCRETE PLACEMENT.
STAKES SHALL BE AS SPECIFIED ON STANDARD PLAN R-40-SERIES,
SPACED NOT MORE THAN 2’-0" APART.
2. "U" OR "J" SHAPE STAPLES OF W8 WIRE (0.319" NOMINAL DIAMETER)
SHALL BE SPACED ON 2’-0" CENTERS EACH SIDE OF THE EXPANSION
MATERIAL. EACH VERTICAL LEG OF THE STAPLE SHALL BE AT LEAST
1’-3" LONG.
3. OTHER EQUIVALENT METHODS MAY BE USED WHEN APPROVED BY THE
ENGINEER.
WHEN CONCRETE SHOULDERS ARE CAST SEPARATELY FROM MAINLINE CONCRETE
PAVEMENT, A KEYWAY MAY BE USED TO FACILITATE THE PLACING OF LANE
TIES. WHEN A KEYWAY GROOVE IS USED, IT SHALL BE CONTINUOUS AND
UNIFORM.
PAVEMENT THICKNESS
12’-0" (LANE WIDTH)
TRANSVERSE END OF POUR JOINT (PLASTIC TUBE METHOD)
DEFORMED BAR SPACING
1’-0" 2’-0"1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0"
9" + 3/8 "
SYMBOL (H)
REMOVE ONE HALF OF PLASTIC TUBE
AND CONCRETE PRIOR TO PLACING
NEW PAVEMENT
NOTE:
THE USE OF FORCE TO INSERT THE
BAR WILL NOT BE PERMITTED
1 1/4 " DIAMETER x 1-6" LONG
EPOXY COATED SMOOTH BARPLASTIC END CAP
1 9/32 " DIAMETER x 1’-6" LONG
HOLLOW PLASTIC TUBE
1 1/4 " DIAMETER BAR IN
1 9/32 " DIAMETER HOLLOW
PLASTIC TUBE (TYP)
12’-0" RIGHT LANE PAVED AT 14’-0"
PA
VE
ME
NT
TH
ICK
NE
SS
FIRST POUR
FULL DEPTH SAW CUT
FACE SHALL BE VERTICAL
AND PERPENDICULAR TO
EDGE OF ROADWAY
SECOND POUR
SEE NOTES
BOND BREAKER TAPE
(BELOW SEALANT)
HOT-POURED RUBBER-ASPHALT
SEALANT 1/2 " x 1/2 "
1/2 "
5/8
"
TRANSVERSE JOINTS SHALL BE SPACED ACCORDING TO THE CURRENT STANDARD
PLAN R-43P-SERIES.
THE LOCATION OF TRANSVERSE JOINTS IN CONCRETE SHOULDERS SHALL MATCH
THE LOCATION OF ADJACENT TRANSVERSE PAVEMENT JOINTS. CORRESPONDING
TRANSVERSE CONCRETE SHOULDER AND PAVEMENT JOINTS SHALL BE (C3p)
SHOULDER WITH (Cp) PAVEMENT, (E4) SHOULDER WITH (E2) PAVEMENT, AND
(E3) BEING THE SAME IN BOTH SHOULDER AND PAVEMENT.
NOTES:
LOAD TRANSFER ASSEMBLIES ARE DETAILED ON THE CURRENT STANDARD PLAN
R-40-SERIES.
1/2 PAVEMENT
THICKNESS + 1/2 "
1/2 PAVEMENT
THICKNESS + 1/2 "
DEFORMED BARS FOR TRANSVERSE END OF POUR JOINTS (DRILLED IN METHOD)
SHALL BE GROUTED INTO EXISTING PAVEMENT WITH A GROUT SELECTED FROM
THE PREQUALIFIED MATERIALS LISTED IN THE DEPARTMENT’S "MATERIALS
SOURCE GUIDE" UNDER ADHESIVE SYSTEMS FOR GROUTING DOWEL BARS AND
TIE BARS FOR FULL-DEPTH PAVEMENT REPAIRS.
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
44R-39-I
TRANSVERSE PAVEMENT JOINTS
(PLAIN CONCRETE PAVEMENT)
8-9-20109-10-2010
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
B.L.T.
W.K.P.
LOAD TRANSFER ASSEMBLIES
FOR TRANSVERSE JOINTS
41
FIE
LD
LO
CA
TIO
N O
F S
TA
KE
A
1/4
" D
EE
P C
UT
SH
AL
L B
E M
AD
E O
N B
OT
H S
IDE
S
OF
EX
PA
NS
ION
JO
INT
FIL
LE
R 4
" F
RO
M E
AC
H E
ND
,
SO
EN
DS
MA
Y B
E R
EM
OV
ED
WH
EN
NE
CE
SS
AR
Y
HO
LE
DIA
ME
TE
RS
SH
AL
L B
E L
AR
GE
EN
OU
GH
TO
AL
LO
W F
RE
E
MO
VE
ME
NT
OF
F
IBE
R F
ILL
ER
O
VE
R
DO
WE
L B
AR
(T
YP
.)
(DO
WE
L B
AR
DIA
ME
TE
R +
1
/8 "
MA
XIM
UM
)
A
A
PL
AN
VIE
W O
F E
XP
AN
SIO
N J
OIN
T A
SS
EM
BL
Y
JO
INT
FIL
LE
R S
UP
PO
RT
W
IRE
MA
Y B
E C
ON
TIN
UO
US
OR
BR
OK
EN
SE
CT
IO
N A
-A
EX
PA
NS
IO
N J
OIN
T F
IL
LE
R
PA
VE
ME
NT
TH
ICK
NE
SS
MIN
US
3"
FIL
LE
R S
UP
PO
RT
WIR
E S
HO
UL
D
NO
T E
XT
EN
D B
EY
ON
D T
HE
LO
NG
ITU
DIN
AL
SP
AC
ER
WIR
E
11 S
PA
CE
S @
1’-0" =
11’-0"
5 7/
8 "
5 7/
8 "
2’-
5 7
/8 "
1 1
/2 "
(<
1/2
")
DO
WE
L B
AR
(T
YP
.)
(TY
P.)
6"
6" 1
’-0"
11"5
1/2
"5
1/2
"
1 1
/2 "
(<
1/2
")
DO
WE
L B
AR
SH
AL
L B
E A
RC
OR
RE
SIS
TA
NC
E
WE
LD
ED
TO
BA
SK
ET
AT
AL
TE
RN
AT
E E
ND
S
1/2 " (TYP.)
1/2 " (TYP.)
1/2 PAVEMENT
THICKNESS
(< 1/2 ")
11
SP
AC
ES
@ 1
’-0
" =
11
’-0
" F
OR
12
’-0
" S
LA
B W
IDT
H
11
’-3
" F
OR
12
’-0
" S
LA
B W
IDT
H
11’-
11 3
/4 "
FO
R 1
2’-
0" S
LA
B W
IDT
H
13
’-1
1 3
/4 "
FO
R 1
4’-
0" S
LA
B (
SH
IFT
AS
SE
MB
LY
A M
AX
IMU
M O
F 6
" O
FF
CE
NT
ER
OF
12
’-0
" S
LA
B W
IDT
H)
1" J
OIN
T F
ILL
ER
1 1
/2 "
(<
1/2
")
1 1
/2 "
(<
1/2
")
13
SP
AC
ES
@ 1
’-0
" =
13
’-0
" F
OR
14
’-0
" S
LA
B W
IDT
H
13
’-3
" F
OR
14
’-0
" S
LA
B W
IDT
H
NO
TE
:
FO
R N
ON
-PE
NE
TR
AB
LE
P
AV
EM
EN
T B
AS
ES
, 1/2
P
AV
EM
EN
T
TH
ICK
NE
SS
(<
1
/2 "
) D
IME
NS
ION
S
HA
LL
BE
M
EA
SU
RE
D
FR
OM
TH
E B
OT
TO
M O
F T
HE
PR
OT
RU
DIN
G L
EG
OF
TH
E S
IDE
SU
PP
OR
T W
IRE
TO
TH
E C
EN
TE
R L
INE
OF
TH
E D
OW
EL
.
MA
XIM
UM
NO
M. D
IA. 0.1
77"
FIL
LE
R S
PA
CE
R W
IRE
(T
YP
.)
(MIN
IMU
M 2
2 R
EQ
UIR
ED
)
R-40-H
PL
AC
E
FIL
LE
R S
PA
CE
R W
IRE
M
IDW
AY
BE
TW
EE
N
DO
WE
L B
AR
S
(DIM
EN
SIO
N M
AY
BE
MO
DIF
IED
TO
FA
CIL
ITA
TE
FA
BR
ICA
TIO
N,
PR
OV
IDE
D A
M
INIM
UM
C
LE
AR
AN
CE
OF
2" IS
MA
INT
AIN
ED
BE
TW
EE
N D
OW
EL
BA
R A
ND
FIL
LE
R S
PA
CE
R W
IRE
. M
AX
IMU
M
UN
SU
PP
OR
TE
D L
EN
GT
H S
HA
LL
NO
T E
XC
EE
D 1
2")
NO
TE
: F
ILL
ER
SP
AC
ER
WIR
E M
AY
BE
LO
CA
TE
D A
BO
VE
OR
BE
LO
W T
OP
LO
NG
ITU
DIN
AL
SP
AC
ER
WIR
ES
ST
AK
E S
HA
LL
EN
GA
GE
BO
TT
OM
LO
NG
ITU
DIN
AL
SP
AC
ER
WIR
E. A
FT
ER
ST
AK
ING
,
TH
E B
OT
TO
M L
ON
GIT
UD
INA
L S
PA
CE
R W
IRE
SH
AL
L C
ON
TA
CT
TH
E B
AS
E M
AT
ER
IAL
AL
ON
G
ITS
E
NT
IRE
L
EN
GT
H.
F
OR
N
ON
-PE
NE
TR
AB
LE
P
AV
EM
EN
T
BA
SE
S,
PE
RM
AN
EN
T
CO
NC
RE
TE
AN
CH
OR
S
AN
D
ST
AC
KIN
G S
LIP
S
SH
AL
L B
E
US
ED
TO
SE
CU
RE
AS
SE
MB
LY
TO
BA
SE
, A
S A
PP
RO
VE
D B
Y T
HE
EN
GIN
EE
R.
EX
PA
NS
ION
CA
PS
PL
AC
ED
ON
FR
EE
EN
DS
OF
DO
WE
L B
AR
S (
AD
DE
D T
O U
NIT
IN
FIE
LD
)
7-19-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
LOAD TRANSFER ASSEMBLIES
FOR TRANSVERSE JOINTS
42
FIE
LD
LO
CA
TIO
N O
F S
TA
KE
PL
AN
VIE
W O
F C
ON
TR
AC
TIO
N J
OIN
T A
SS
EM
BL
Y
1 1
/2 "
(<
1/2
")
1 1
/2 "
(<
1/2
")
DO
WE
L B
AR
SH
AL
L B
E A
RC
OR
RE
SIS
TA
NC
E
WE
LD
ED
TO
BA
SK
ET
AT
AL
TE
RN
AT
E E
ND
S
R-40-H
1 1
/2 "
(<
1/2
")
1 1
/2 "
(<
1/2
")
DO
WE
L B
AR
(T
YP
.)
11
SP
AC
ES
@ 1
’-0
" =
11
’-0
" F
OR
12
’-0
" S
LA
B W
IDT
H
11
’-3
" F
OR
12
’-0
" S
LA
B W
IDT
H
13
SP
AC
ES
@ 1
’-0
" =
13
’-0
" F
OR
14
’-0
" S
LA
B W
IDT
H
13
’-3
" F
OR
14
’-0
" S
LA
B W
IDT
H
ST
AK
E S
HA
LL
EN
GA
GE
BO
TT
OM
LO
NG
ITU
DIN
AL
SP
AC
ER
WIR
E. A
FT
ER
ST
AK
ING
,
TH
E B
OT
TO
M L
ON
GIT
UD
INA
L S
PA
CE
R W
IRE
SH
AL
L C
ON
TA
CT
TH
E B
AS
E M
AT
ER
IAL
AL
ON
G
ITS
E
NT
IRE
L
EN
GT
H.
F
OR
N
ON
-PE
NE
TR
AB
LE
P
AV
EM
EN
T
BA
SE
S,
PE
RM
AN
EN
T
CO
NC
RE
TE
AN
CH
OR
S
AN
D
ST
AC
KIN
G S
LIP
S
SH
AL
L B
E
US
ED
TO
SE
CU
RE
AS
SE
MB
LY
TO
BA
SE
, A
S A
PP
RO
VE
D B
Y T
HE
EN
GIN
EE
R.
SE
CT
IO
N A
-A
AA
NO
TE
: S
HIP
PIN
G T
IE W
IRE
S M
AY
BE
LO
CA
TE
D A
BO
VE
OR
BE
LO
W T
OP
LO
NG
ITU
DIN
AL
SP
AC
ING
WIR
ES
.
SH
IPP
ING
TIE
WIR
E (
TY
P.)
6 W
IRE
S F
OR
12’-
0" S
LA
B W
IDT
H
7 W
IRE
S F
OR
14
’-0
" S
LA
B W
IDT
H
LO
CA
TE
D B
ET
WE
EN
EV
ER
Y O
TH
ER
DO
WE
L B
AR
7-19-20109-10-2010
+ 1"
- 1/4 "
END VIEW OF EXPANSION JOINT ASSEMBLY
1" JOINT FILLER
(ADDED TO ASSEMBLY
IN FIELD)
NOTE: FILLER SPACER WIRE MAY BE LOCATED ABOVE OR BELOW TOP LONGITUDINAL SPACER WIRES
3"
1’-7" MIN.
( )1’-6"1"
MIN.
3"
TOP OF PAVEMENT BASE
1/2
"
NOM. DIA. 0.243"
LONGITUDINAL FILLER SUPPORT WIRE
NOM. DIA. 0.243"
JOINT FILLER SUPPORT WIRE
MINIMUM 1 1/2 "
SEE NOTES SHEET 4 OF 4
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
LOAD TRANSFER ASSEMBLIES
FOR TRANSVERSE JOINTS
43
+ 1"
- 1/4 "
END VIEW OF CONTRACTION JOINT ASSEMBLY
3"
1’-7" MIN.
TOP OF PAVEMENT BASE
( )1’-6"
R-40-H
MINIMUM 1 1/2 "
SEE NOTES SHEET 4 OF 4
1/2
P
AV
EM
EN
T
TH
ICK
NE
SS
(<
1/2
")
1/2
P
AV
EM
EN
T
TH
ICK
NE
SS
(<
1/2
")
STAKE DETAIL
A SINGLE WIRE MAY BE USED IN LIEU OF STAKE DETAIL SPECIFIED
PROVIDED A NOM. DIA. 0.319" WIRE IS USED AND BENT INTO A
HOOK AT TOP END TO CONFORM TO DETAIL
1’-
7"
WH
EN
OP
EN
-GR
AD
ED
DR
AIN
AG
E C
OU
RS
E I
S U
SE
D
2"1 1
/2 "
1/2
"
1’-3"
POINT IS OPTIONAL
NOM. DIA. 0.319" WIRE
NOM. DIA. 0.211" WIRE
45^
EPOXY COATED
DOWEL BAR
EPOXY COATED
DOWEL BAR
EPOXY COATING
NOT NEEDED
(FIXED END ONLY)
EPOXY COATING
NOT NEEDED
(FIXED END ONLY)
UN
IFO
RM
LY
AL
IGN
ED
WIT
HIN
1/4
" F
OR
TH
E E
NT
IRE
LE
NG
TH
OF
TH
E B
AR
UN
IFO
RM
LY
AL
IGN
ED
WIT
HIN
1/4
" F
OR
TH
E E
NT
IRE
LE
NG
TH
OF
TH
E B
AR
MAXIMUM NOM. DIA. 0.177"
SHIPPING TIE WIRE
REMOVE FILLER SPACER WIRE
BETWEEN JOINT FILLER SUPPORT
WIRES PRIOR TO INSTALLING
THE JOINT FILLER
NOTE: SHIPPING TIE WIRE MAY BE LOCATED ABOVE OR BELOW TOP LONGITUDINAL SPACER WIRES
EXPANSION CAP
(SEE STANDARD
SPECIFICATIONS)
NOM. DIA. 0.177"
FILLER SPACER WIRE
7-19-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
LOAD TRANSFER ASSEMBLIES
FOR TRANSVERSE JOINTS
44R-40-H
3/8
" M
IN.
1/2
" M
AX
.
SIDE SUPPORT WIRE DETAIL
U - LEG OPTION
2
SIDE SUPPORT WIRE RADIUS =
DOWEL BAR DIA. + 1/8 " TO 3/16 "
ARC OR RESISTANCE WELDNOM. DIA. 0.243"
SIDE SUPPORT WIRE
NOM. DIA. 0.306" TOP
LONGITUDINAL SPACER WIRE
NOM. DIA. 0.306" BOTTOM
LONGITUDINAL SPACER WIRE
DOWEL BAR SHALL BE ARC OR
RESISTANCE WELDED TO BASKET AT
ALTERNATE ENDS AS SPECIFIED IN
PLAN VIEW ON SHEET 2
3/8
" M
IN.
1/2
" M
AX
.
SIDE SUPPORT WIRE DETAIL
J - LEG OPTION
2
SIDE SUPPORT WIRE RADIUS =
DOWEL BAR DIA. + 1/8 " TO 3/16 "
ARC OR RESISTANCE WELDNOM. DIA. 0.243"
SIDE SUPPORT WIRE
NOM. DIA. 0.306" TOP
LONGITUDINAL SPACER WIRE
NOM. DIA. 0.306" BOTTOM
LONGITUDINAL SPACER WIRE
DOWEL BAR SHALL BE ARC OR
RESISTANCE WELDED TO BASKET AT
ALTERNATE ENDS AS SPECIFIED IN
PLAN VIEW ON SHEET 2
SIDE SUPPORT WIRE DETAIL
V - LEG OPTION
5 1/2 "
BEND LEG VERTICAL FOR
OUTERMOST DOWELS
NOM. DIA. 0.243"
SIDE SUPPORT WIRE
NOM. DIA. 0.306" TOP
LONGITUDINAL SPACER WIRE
NOM. DIA. 0.306" BOTTOM
LONGITUDINAL SPACER WIRE
DOWEL BAR SHALL BE ARC OR
RESISTANCE WELDED TO BASKET AT
ALTERNATE ENDS AS SPECIFIED IN
PLAN VIEW ON SHEET 22
SIDE SUPPORT WIRE RADIUS =
DOWEL BAR DIA. + 1/8 " TO 3/16 "
3/8
" M
IN.
1/2
" M
AX
.
ARC OR RESISTANCE WELD
DOWEL BARS SHALL BE COATED WITH EPOXY COATING ACCORDING TO AASHTO
SPECIFICATION M 284. CUT ENDS ARE NOT REQUIRED TO BE COATED.
DOWEL BAR DIAMETER PAVEMENT THICKNESS
1 1/4 "
1 1/2 "
DOWEL BARS:
1"
8" - 10"
GREATER THAN 10"
6" - LESS THAN 8"
DOWEL BARS SHALL BE ALIGNED PARALLEL TO EACH OTHER IN THE ASSEMBLY
ON 1’-0" (< 1/2 ") CENTERS.
NOTES:
LOAD TRANSFER ASSEMBLIES SHALL BE PLACED AT RIGHT ANGLES TO THE
PAVEMENT CENTERLINE.
THE SIDE SUPPORT WIRE (U-LEG, J-LEG OR V-LEG) MAY BE INSTALLED ON
EITHER THE INSIDE OR THE OUTSIDE OF THE LONGITUDINAL SPACER WIRES.
THE DIMENSION FROM THE END OF THE DOWEL BAR TO THE CENTER OF THE
TOP LONGITUDINAL SPACER WIRE SHALL BE A MINIMUM OF 1 1/2 ". THIS
DIMENSION APPLIES TO SIDE SUPPORT WIRES INSTALLED ON EITHER THE
INSIDE OR THE OUTSIDE OF THE LONGITUDINAL SPACER WIRES.
EPOXY COATED DOWEL BARS ARE TO BE FACTORY COATED WITH A VISIBLE
COATING OF AN APPROVED BOND RELEASE AGENT, UNIFORMLY APPLIED
BY DIPPING AND WITHOUT EXCESSIVE DRIPS OR THICKNESS IN SUCH A
THICKNESS THAT ITS PRESENCE CAN BE READILY IDENTIFIED.
3
FOR PAVEMENTS WITH VARIABLE THICKNESS TRANSVERSLY ACROSS THE SLAB,
THE TOP AND BOTTOM SURFACES OF THE DOWEL BAR SHALL BE WITHIN THE
MIDDLE OF THE PAVEMENT THICKNESS, AS APPROVED BY THE ENGINEER.
DOWEL BARS SHALL BE PLACED AT MID DEPTH OF THE SLAB UNIFORMLY
ALIGNED WITHIN 1/4 " FOR THE ENTIRE LENGTH OF THE BAR.
WIRES:
ALL WIRES SPECIFIED (EXCEPT SHIPPING TIE WIRES) ARE MINIMUM NOMINAL
SIZES ALLOWED. (DO NOT EXCEED THE MAXIMUM NOMINAL DIAMETER OF
0.177" FOR SHIPING TIE WIRES.)
ALL WIRES SHALL CONFORM TO THE CURRENT SPECIFICATIONS FOR CARBON
STEEL WIRE FOR GENERAL USE, A.S.T.M. DESIGNATION A-853, GRADE 1008
OR GREATER. UNLESS OTHERWISE SPECIFIED, MINIMUM TENSILE STRENGTH
REQUIREMENTS SHALL BE 60 ksi.
ALL WIRE INTERSECTIONS ARE TO BE ARC OR RESISTANCE WELDED.
STAKES TYPICALLY APPLIED AT WORKING ENDS OF DOWELS WITH SUFFICIENT
INSTALLATIONS TO PREVENT UNIT FROM OVERTURNING UNDER LOAD.
DO NOT CUT FILLER SPACER WIRES AFTER THE LOAD TRANSFER ASSEMBLY IS
SET IN PLACE.
AFTER THE LOAD TRANSFER ASSEMBLY IS SET IN PLACE, DOWEL BARS SHALL
REMAIN ALIGNED (PARALLEL) WITH EACH OTHER IN THE VERTICAL AND
HORIZONTAL PLANES OF THE PAVEMENT TO WITHIN 1/4 " FOR THE ENTIRE
LENGTH OF THE BAR.
DOWEL BARS ARE TO BE ACCORDING TO THE STANDARD SPECIFICATIONS FOR
CONSTRUCTION.
METAL EXPANSION CAPS MUST BE ENTIRELY CLOSED AT ENDS BY CRIMPING.
PLASTIC CAPS MUST HAVE A POSITIVE STOP. DO NOT DRIVE CAPS BEYOND
THEIR STOP. EXPANSION CAPS MUST HAVE A SUITABLE STOP TO ENSURE
THAT THE END OF THE CAP MAINTAINS A DISTANCE OF 1" (EXPANSION) FROM
THE END OF THE DOWEL DURING CONCRETE PLACEMENT.
7-19-20109-10-2010
LONGITUDINAL
PAVEMENT JOINTS
MAXIMUM ALLOWABLE LANE TIE SPACING
B.L.T.
W.K.P.
SAWED JOINT SEALED WITH
HOT - POURED RUBBER - ASPHALT
SAWED JOINT SEALED WITH
HOT - POURED RUBBER - ASPHALT
LONGITUDINAL BULKHEAD JOINT - SYMBOL ( B )
SYMBOL ( D ) AND ( S )
LONGITUDINAL LANE TIE JOINT - SYMBOL ( D )
LONGITUDINAL SMOOTH LANE TIE JOINT - SYMBOL ( S )
SYMBOL ( B )
R-41-F5-5-2010
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
21
1/2 PAVEMENT
THICKNESS < 3/4 "
1’-3" < 2"
< 1
/8 "
1’-3" < 2"
1/2 PAVEMENT
THICKNESS < 3/4 "
TOP OF HOT-POURED
RUBBER-ASPHALT SEAL
1/4 " MIN.
1"
FIRST POUR
EDGE OF FIRST POUR
BENT TIE BARAPPROXIMATELY 90^
AFTER STRAIGHTENING
BENT TIE BAR
EPOXY COATED #5 DEFORMED BAR
2’-6" LONG (TYP.)
MAXIMUM ALLOWABLE
LANE TIE
SPACIN
G
(SPECIF
IED B
ELOW)
SURFACE OF FINISHED PAVEMENT
ALL SYMBOL (B) JOINTS SHALL BE SAWED AND SEALED EXCEPT JOINTS WITHOUT LANE TIES
AND JOINTS ADJACENT TO VERTICAL FACES WHICH WOULD PROHIBIT SAWING.
SURFACE OF
FINISHED
PAVEMENT
6" 6"
SAWED JOINTPAVEMENT REINFORCEMENT (TYP.)
(NOT CARRIED THROUGH JOINT)
SEE NOTES SHEET 2 OF 2
TOP OF HOT-POURED
RUBBER-ASPHALT SEAL
1/4 " MIN.
< 1
/8 "
1"
PA
VE
ME
NT
TH
ICK
NE
SS
1/8 " RELIEF CUT
* TOTAL DISTANCE OF TIED JOINT
FROM NEAREST FREE EDGE * INCLUDES ANY TIED COMBINATION OF LANE WIDTH, VALLEY GUTTER,
CURB & GUTTER, OR SHOULDER
12’ OR LESS
1’-1"1’-1"
1’-2"
1’-2"
1’-4"
1’-5"
1’-9"
1’-11"
1’-11" 2’-7"
2’-10" 3’-7"
OVER 12’ THROUGH 17’
OVER 17’ THROUGH 24’
OVER 24’ THROUGH 28’
OVER 28’ THROUGH 36’
36’ OR GREATER **
** FOR WIDTHS GREATER THAN 48’ USE #6 DEFORMED BARS AT 1’-2"
SPACING.
(B)
GRADE 40
SYMBOL (D) AND SYMBOL (S) TIE BARS SHALL BE PLACED AT THE PROPER SPACING
LONGITUDINALLY, AND TRANSVERSELY AT 90^ WITH THE JOINT.
MAXIMUM ALLOWABLE
LANE TIE SPACING
SYMBOLS (B), (D), (L2), AND (S)
(D), (L2), AND (S)
GRADE 60
PA
VE
ME
NT
TH
ICK
NE
SS
+ STRAIGHT TIE BAR
+ EPOXY COATED #5 DEFORMED BAR 2’-6" LONG FOR SYMBOL (D)
EPOXY COATED #5 SMOOTH BAR 2’-6" LONG FOR SYMBOL (S)
(MAXIMUM ALLOWABLE LANE TIE SPACING SPECIFIED BELOW)
3
9-10-2010
METHOD OF EDGING
SYMBOL ( L2 )
LONGITUDINAL BULKHEAD JOINT
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
LONGITUDINAL
PAVEMENT JOINTS
R-41-F5-5-2010
22
ALL STRAIGHT TIE BARS SHALL BE EPOXY COATED ACCORDING TO THE CURRENT
STANDARD SPECIFICATIONS FOR EPOXY COATED STEEL REINFORCEMENT FOR
STRUCTURES.
WHEN LANE TIES ARE GROUTED INTO AN EXISTING PAVEMENT, THE GROUT
SHALL BE SELECTED FROM THE PREQUALIFIED MATERIALS LISTED IN THE
DEPARTMENT’S "MATERIALS SAMPLING GUIDE" FOR LANE TIES.
IN ORDER TO AVOID CONFLICT WITH THE LOAD TRANSFER ASSEMBLY, THE
PLACEMENT OF THE END LANE TIE ADJACENT TO ANY TRANSVERSE JOINT SHALL
BE AS FOLLOWS:
1. WHEN MAXIMUM ALLOWABLE LANE TIE SPACING EXCEEDS 3’-4", PLACE
FIRST AND LAST LANE TIE HALF THE MAXIMUM ALLOWABLE LANE TIE
SPACING FROM JOINT.
2. WHEN MAXIMUM ALLOWABLE LANE TIE SPACING IS LESS THAN 3’-4",
PLACE FIRST AND LAST LANE TIE A MINIMUM OF 1’-8" FROM JOINT.
IT MAY BE NECESSARY TO ADJUST THE LAST THREE LANE TIE SPACINGS TO
ENSURE UNIFORM LOADING RESISTANCE ALONG THE LONGITUDINAL JOINT.
FOR THE USE AND PLACEMENT OF STEEL REINFORCEMENT, SEE STANDARD PLAN
R-45-SERIES.
NOTES:
ALL LANE TIE BARS SHALL BE DEFORMED EXCEPT SYMBOL (S) WHICH WILL BE
SMOOTH
THE INSTALLATION OF LANE TIE BARS AND THE SAWING OF LONGITUDINAL
JOINTS WILL NOT BE REQUIRED FOR TEMPORARY CONCRETE PAVEMENT UNLESS
SPECIFIED ON PLANS OR IN THE PROPOSAL. THE EDGING OF TEMPORARY
CONCRETE PAVEMENT WILL NOT BE REQUIRED.
FOR JOINT LAYOUT DETAILS, SEE STANDARD PLAN R-42-SERIES.
SAWING PROCEDURES AND RELATED OPERATIONS ARE DESCRIBED IN THE
CURRENT STANDARD SPECIFICATIONS.
NO SAWED OR SEALED JOINT SHALL BE CONSTRUCTED BETWEEN THE PAVEMENT
AND CURB OR PAVEMENT AND CURB AND GUTTER, WHERE THESE ITEMS ARE CAST
INTEGRALLY.
WHEN JOINTED PLAIN CONCRETE IS SPECIFIED AT INTERSECTIONS SYMBOL (S)
JOINTS ARE TO BE USED FOR THE LONGITUDINAL JOINT BETWEEN THE THE E2
JOINT AT THE SPRINGPOINT OF THE SIDE STREET AND THE THROUGH LANE
GUTTER PAN LINE. WHEN THE E2 JOINT IS MOVED TO THE THROUGH LANE
GUTTER PAN LINE USE SYMBOL (D) JOINT AS NORMALLLY REQUIRED.
THE FIRST SLAB SHALL BE EDGED
WITH AN EDGER HAVING A 3/4 " LIP
AND A RADIUS OF 1/8 " TO 1/4 "
EDGING TOOL SHALL BE 6" x 12"
AND SHALL HAVE A 1" LIP WITH
A RADIUS OF 1/8 " TO 1/4 "
FOR WIDENING EXISTING CONCRETE PAVEMENT OR CONCRETE BASE COURSE (USING EPOXY ANCHORED LANE TIES)
NOTE:
SYMBOL (L2) JOINT USED FOR WIDENING CONCRETE PAVEMENTS
WITHOUT HMA OVERLAYS SHALL BE SAWED AND SEALED ACCORDING
TO THE SYMBOL (B) JOINT.
THE LONGITUDINAL JOINT USED FOR WIDENING EXISTING CONCRETE BASE COURSE
OR CONCRETE PAVEMENT HAVING A HMA SURFACE SHALL HAVE EPOXY ANCHORED
LANE TIES PLACED AS SPECIFIED.
TAPERED PAVEMENT THICKNESS OVER THE DISTANCE OF PAVEMENT WIDENING OR
IN ONE LANE WIDTH WHEN WIDENING IS FOR TWO OR MORE LANES.
PA
VE
ME
NT
TH
ICK
NE
SS
7" < 1/2 "
3
PROPOSED PAVEMENT WIDENING
TO BE CAST AFTER LANE TIE HAS BEEN GROUTED INTO EXISTING PAVEMENT
LOAD TRANSFER ASSEMBLY
(SEE STANDARD PLAN R-40-SERIES)
MINIMUM DEPTH OF RELIEF CUT IN CONTRACTION
JOINTS IS PAVEMENT THICKNESS. CARE
MUST BE TAKEN TO AVOID CUTTING DOWEL BARS.
1/2 PAVEMENT
THICKNESS < 3/4 "
2 1/
2 "
BOTTOM OF CONTRACTION JOINT OR TOP OF 1" EXPANSION JOINT
FILLER, WHEN EXPANSION JOINT FILLER IS USED (JOINT FILLER
SHALL EXTEND TO BOTTOM OF PAVEMENT GRADE)
DRILL 3/4 " DIAMETER HOLE INTO EXISTING PAVEMENT AND
GROUT-IN-PLACE #5 EPOXY COATED DEFORMED BAR 1’-6"
LONG, SPACED ACCORDING TO THE SYMBOL (D) JOINT.
EXISTING HMA
SURFACED PAVEMENT
TOP OF PAVEMENT
WHERE NO HMA
OVERLAY IS USED
9-10-2010
B.L.T.
W.K.P. 21
JOINTED PLAIN
CONCRETE PAVEMENT
12’
14’
16’12" OR MORE
PAVEMENT
THICKNESS
6 1/2 " TO 8 3/4 "
9" TO 11 3/4 "
JOINT LEGEND
ACCORDING TO STANDARD PLAN R-39P-SERIES
(Cp) TRANSVERSE CONTRACTION JOINT
(E2) 1" TRANSVERSE EXPANSION JOINT WITH LOAD TRANSFER ASSEMBLY
(E3) 1" TRANSVERSE EXPANSION JOINT WITHOUT LOAD TRANSFER ASSEMBLY
(D1) TRANSVERSE PLANE OF WEAKNESS JOINT
E3
E3
Cp
Cp
Cp
Cp
Cp
Cp
E3
E3
E2
Cp
Cp
Cp
Cp
Cp
Cp
Cp
Cp
Cp
Cp
E2
E3
E3
185’ OR LESS
ST
RU
CT
UR
E O
R R
AIL
RO
AD
CR
OS
SIN
G A
T G
RA
DE
ST
RU
CT
UR
E O
R R
AIL
RO
AD
CR
OS
SIN
G A
T G
RA
DE
MORE THAN 185’ THROUGH 485’
ST
RU
CT
UR
E O
R R
AIL
RO
AD
CR
OS
SIN
G A
T G
RA
DE
ST
RU
CT
UR
E O
R R
AIL
RO
AD
CR
OS
SIN
G A
T G
RA
DE
ST
RU
CT
UR
E O
R R
AIL
RO
AD
CR
OS
SIN
G A
T G
RA
DE
MORE THAN 485’ THROUGH 810’
E3
E3
E2
E2
Cp
Cp
Cp
Cp
Cp
Cp
Cp
Cp
Cp
E3
E3
E2
E2
Cp
Cp
Cp
Cp
Cp
Cp
Cp
Cp
Cp
E3
E3
ST
RU
CT
UR
E O
R R
AIL
RO
AD
CR
OS
SIN
G A
T G
RA
DE
E2
MORE THAN 810’
E2
PLAN VIEW SHOWING TRANSVERSE JOINT LOCATIONS
MIN.
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
REINFORCED CONCRETE PAVEMENT ADJACENT TO BRIDGE REFERENCE LINE OR SLEEPER SLAB
NOTE:
SEE SHEET 2 FOR DETAIL OF JOINT SPACING
WITH INTEGRAL / SEMI-INTEGRAL ABUTMENTS
AND SLEEPER SLAB.
LOCATION OF TRANSVERSE JOINTS
IN PLAIN CONCRETE PAVEMENT
6’-0"
MIN.
6’-0"
SHLD
JOINTS AT SPACING SPECIFIED IN TABLE
Cp
Cp
JOINTS AT SPACING SPECIFIED IN TABLE
E2
Cp
Cp
Cp
Cp
Cp
Cp
Cp
Cp
Cp
E2
E2
Cp
Cp
Cp
Cp
Cp
Cp
Cp
Cp
Cp
E2
JOINT
SPACING
JOINTS AT SPACING SPECIFIED IN TABLE
JOINTS AT SPACING
SPECIFIED IN TABLE
5-5-2010 R-43-H
20’ 20’ 20’
SHLD
20’
20’ 20’
20’
E3
E3
ST
RU
CT
UR
E O
R R
AIL
RO
AD
CR
OS
SIN
G A
T G
RA
DE
MIN.
6’-0"
SHLD
20’
9-10-2010
22
LOCATION OF TRANSVERSE JOINTS
IN PLAIN CONCRETE PAVEMENT
NOTES:
UNLESS OTHERWISE SPECIFIED ON THE PLANS OR DIRECTED BY THE ENGINEER,
TRANSVERSE JOINTS SHALL BE PLACED AS SPECIFIED ON THIS STANDARD PLAN
AND ON CURRENT STANDARD PLAN R-42-SERIES.
JOINTS ABUTTING RAILROAD TRACKS SHALL BE AS SPECIFIED ON CURRENT
STANDARD PLAN R-121-SERIES.
EXPANSION JOINTS SHALL ONLY BE PLACED AT STRUCTURES, INTERSECTIONS
AND SPECIFIED LOCATIONS.
E2
D1
2’
E3 E2
E3
D1
* D
1*
D1
12’-0"
MIN.
Y
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
2’
2’
1/2 " x 1/4 " WIDE (MIN.)
SAWED JOINT
E3
E2 OR Cp AS PER
SKETCHES ON SHEET 1
JOINT SPACING WITH
INTEGRAL / SEMI-INTEGRAL ABUTMENTS AND SLEEPER SLABS
SLEEPER SLAB
STRUCTURE AT GRADE
20’ TYPICAL
OR AS SHOWN ON
THE BRIDGE PLANS
REINFORCED CONCRETE APPROACH SLAB
AS DETAILED ON THE BRIDGE PLANS
EJ3 O
R E
J4
E2
E2
E2
2 LANE SEVERE SKEW DETAIL 3 LANE SEVERE SKEW DETAILUSE WHEN X IS GREATER THAN OR EQUAL TO 20’
* USE WHEN Y IS GREATER THAN OR EQUAL TO 20’( (
E4
6’-0" MIN.
SHOULDERE4
6’-0" MIN.
SHOULDER
MAXIMUM JOINT SPACING SHALL NOT EXCEED THE DISTANCE SPECIFIED. WHEN
A JOINT SPACING ADJUSTMENT IS REQUIRED, IT SHALL BE MADE BETWEEN
CONTRACTION JOINTS WITH THE ADJUSTED SPACE BEING NOT LESS THAN
6’-6".
5-5-2010 R-43-H
PERPENDICULAR
TO SKEW
2’
X
BD
D1
BD
D1
D1
PERPENDICULAR
TO SKEW2’
PERPENDICULAR
TO SKEW
PERPENDICULAR
TO SKEW
PERPENDICULAR
TO SKEW
D1
D1
D1
X
BD
D1
D1
BD
20’ 2’
(USE WHEN X IS GREATER THAN OR EQUAL TO 20’)
9-10-2010
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
CONCRETE PAVEMENT REPAIR
1R-44-F
6
B.L.T.
W.K.P.
JOINT TYPES AS SPECIFIED ON PLANS
1st
POUR
EXISTING DISTRESSED CONCRETE PAVEMENT
TO BE REMOVED AND REPLACED WHEN 1st
POUR IS COMPLETE
JOINT TYPES AS SPECIFIED ON PLANS
METAL OR 2" NOMINAL THICKNESS WOOD FORM
1/4 " HARDBOARD OR EQUIVALENT AS
BOND BREAKER
JOINT TYPES AS SPECIFIED ON PLANS
ONE LANE REPAIRS
(2 - LANE ROADWAY SHOWN)
ALL LANES REPAIRED
(2 - LANE ROADWAY SHOWN)
1/4 " HARDBOARD OR EQUIVALENT TO BRIDGE
BROKEN JOINT OR SPALLED AREAS TO
MAINTAIN CENTERLINE ALIGNMENT
1st
POUR
EXISTING DISTRESSED CONCRETE PAVEMENT
TO BE REMOVED AND REPLACED WHEN 1st
POUR IS COMPLETE
1/4 " HARDBOARD OR EQUIVALENT TO BRIDGE
BROKEN JOINT OR SPALLED AREAS TO
MAINTAIN CENTERLINE ALIGNMENT
1/4 " HARDBOARD OR EQUIVALENT AS BOND
BREAKER WHEN PLACING SECOND POUR
MORE THAN ONE LANE REPAIRED
BUT REPAIR LESS THAN FULL WIDTH
(3 - LANE ROADWAY SHOWN)
FORMING REQUIREMENTS FOR
CAST-IN-PLACE REPAIRS 12’-0" OR LESS
METAL OR 2" NOMINAL THICKNESS WOOD FORM
METAL OR 2" NOMINAL THICKNESS WOOD FORM
FORMING NOTES:
STAKES USED TO HOLD HMA FILLER OR HARDBOARD IN PLACE DURING CONCRETE
PLACEMENT SHALL BE REMOVED BEFORE SCREEDING THE CONCRETE.
ADJACENT LANE REPAIRS MAY BE CAST INTEGRALLY, WHEN APPROVED BY THE ENGINEER.
REPAIR LENGTH
4" TO 6"
(MIN. TAPER)
PLAN OF SAWING DIAGRAM
53
1 2
4
THIS METHOD OF REMOVING DISTRESSED CONCRETE SHALL BE USED
IN CONJUNCTION WITH FULL DEPTH CAST-IN-PLACE REPAIRS LESS
THAN 50’-0" LONG AND IS OPTIONAL FOR REPAIRS OVER 50’-0"
IN LENGTH.
THIS FULL DEPTH SAW CUT IS MADE TO FACILITATE OPENING A
TRENCH ACROSS THE SLAB TO RELIEVE COMPRESSION IN THE
PAVEMENT PRIOR TO LIFTING OUT THE FAILED AREA. THIS SAW
CUT MAY BE OMITTED PROVIDED NO SPALLING OF THE REMAINING
CONCRETE OCCURS. IF SPALLING DOES OCCUR, THE CONTRACTOR
WILL BE REQUIRED TO MAKE THIS SAW CUT ON SUBSEQUENT
REPAIRS. WHEN THIS SAW CUT IS USED AND THE ADJACENT LANE
IS NOT REPAIRED, NO OVERCUTTING INTO THAT LANE SHALL BE
MADE.
IF REQUIRED, INTERMEDIATE SAW CUTS MAY BE MADE TO REMOVE
A SECTION OF PAVEMENT LANE WHICH IS OVER 6’-0" IN LENGTH,
TO PERMIT LOADING INTO THE HAULING UNITS.
ADDITIONAL SAW CUTS, AT CONTRACTOR’S EXPENSE, MAY BE MADE
INSIDE THE REPAIR LIMITS TO REDUCE 6’-0" BY 12’-0" OR
LESS SLABS INTO SMALLER PIECES TO FACILITATE REMOVAL.
THIS LONGITUDINAL FULL DEPTH SAW CUT IS MADE BETWEEN
LANES OR BETWEEN ANY COMBINATION OF THE FOLLOWING: LANE,
RAMP, CURB, CONCRETE SHOULDER, OR PARTIAL LANE WIDTH
REPAIR.
2&1
3
4
5
SAWING DIAGRAM & LIFT PIN
FOR REMOVING OLD SLAB
SCHEMATIC OF TYPICAL
LIFT PIN ASSEMBLY
HANDLE
LOCKING KEY LIFT PIN
THESE SAW CUTS SHALL BE FULL DEPTH AND PERPENDICULAR TO
THE EDGE OF THE ROADWAY, WITHIN A TOLERANCE OF 1". NO
OVERCUTTING INTO ADJACENT LANES SHALL BE MADE UNLESS THE
OVERCUT IS WITHIN THE LIMITS OF A SUBSEQUENT REPAIR TO
THE ADJACENT LANE. SHOULDER OVERCUTS WILL BE ALLOWED.
8-9-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
CONCRETE PAVEMENT REPAIR
R-44-F62
1/2 PAVEMENT
THICKNESS <
PA
VE
ME
NT
TH
ICK
NE
SS
9" < 1/2 "
EXISTING CONCRETE
1"
CAST-IN-PLACE REPAIR JOINTS USING
GROUTED DOWEL OR DEFORMED BARS
* DRILL 1 3/8 " DIAMETER HOLE INTO
EXISTING CONCRETE PAVEMENT AND
GROUT-IN-PLACE #9 x 1’-6" LONG
EPOXY COATED DEFORMED BARS
CONCRETE REPAIR
(4’-0" MIN. LENGTH)
* DRILL 1 3/8 " DIAMETER HOLE INTO
EXISTING CONCRETE PAVEMENT AND
GROUT-IN-PLACE 1 1/4 " DIAMETER
x 1’-6" LONG EPOXY COATED BARS
1/8 " TO 1/4 " R
* EXPANSION CAP
* FIBER JOINT FILLER
HOT-POURED
RUBBER-ASPHALT
SEALANT 1" x 1"
* SEE SHEET 3 OF 6 FOR BAR SPACING
AND SHEET 6 OF 6 FOR NOTES.
EXPANSION JOINT, Erg
1/2 PAVEMENT
THICKNESS <
PA
VE
ME
NT
TH
ICK
NE
SS
9" < 1/2 "
EXISTING CONCRETE
1/4 "
CONCRETE REPAIR
(4’-0" MIN. LENGTH)
* DRILL 1 3/8 " DIAMETER HOLE INTO
EXISTING CONCRETE PAVEMENT AND
GROUT-IN-PLACE 1 1/4 " DIAMETER
x 1’-6" LONG EPOXY COATED BARS
1 1/
2 "
CONTRACTION JOINT, Crg
1/2 PAVEMENT
THICKNESS <
PA
VE
ME
NT
TH
ICK
NE
SS
9" < 1/2 "
EXISTING CONCRETE
CONCRETE REPAIR
(4’-0" MIN. LENGTH)
TIED JOINT, Trg
1" MIN. THICKNESS WOOD FORM TO
ESTABLISH INDEPENDENT ALIGNMENT
JOINT TYPES AS SPECIFIED ON PLANS
METAL OR 2" NOMINAL THICKNESS WOOD FORM
1st
POUR
EXISTING DISTRESSED CONCRETE PAVEMENT
TO BE REMOVED AND REPLACED WHEN 1st
POUR IS COMPLETE
JOINT TYPES AS SPECIFIED ON PLANS
METAL OR 2" NOMINAL THICKNESS WOOD FORM
1/4 " HARDBOARD OR EQUIVALENT AS
BOND BREAKER
1" MIN. THICKNESS WOOD FORM TO
ESTABLISH INDEPENDENT ALIGNMENT
JOINT TYPES AS SPECIFIED ON PLANS
METAL OR 2" NOMINAL THICKNESS WOOD FORM
1st
POUR
EXISTING DISTRESSED CONCRETE PAVEMENT
TO BE REMOVED AND REPLACED WHEN 1st
POUR IS COMPLETE
WHEN OFFSET IS GREATER THAN 6’-0" PLACE (C2) JOINT
IN LINE WITH ADJACENT LANE REPAIR JOINT.
1/4 " HARDBOARD OR EQUIVALENT
AS BOND BREAKER
ONE LANE REPAIRS
(2 - LANE ROADWAY SHOWN)
ALL LANES REPAIRED
(2 - LANE ROADWAY SHOWN)
MORE THAN ONE LANE REPAIRED
BUT REPAIRS ARE OFFSET
(3 - LANE ROADWAY SHOWN)
FORMING REQUIREMENTS FOR
CAST-IN-PLACE REPAIRS GREATER THAN 12’-0"
FORMING NOTES:
WHERE REPAIRS LONGER THAN 12’-0" ARE REQUIRED, A NEW GRADE MUST BE ESTABLISHED
ALONG THE OLD PAVEMENT INNER JOINT LINE INDEPENDENT OF THE OLD PAVEMENT SURFACE,
SO THAT SCREEDING MAY BE DONE PERPENDICULAR TO THE CENTERLINE AND INDEPENDENT OF
THE OLD PAVEMENT GRADE.
STAKES USED TO HOLD HMA FILLER OR HARDBOARD IN PLACE DURING CONCRETE PLACEMENT
SHALL BE REMOVED BEFORE SCREEDING THE CONCRETE.
ADJACENT LANE REPAIRS MAY BE CAST INTEGRALLY, WHEN APPROVED BY THE ENGINEER.
BACKER ROD
(BELOW SEALANT)1 3/
8 "
HOT-POURED
RUBBER-ASPHALT
SEALANT 1/4 " x 1"
8-9-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
CONCRETE PAVEMENT REPAIR
R-44-F63
1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 2’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0"
1/2 PAVEMENT
THICKNESS <
PAVEMENT
THICKNESS
1 3/8 " DIAMETER HOLES (TYP.)
DOWEL OR DEFORMED BAR SPACING FOR CONCRETE REPAIRS
7"
< 1/2 "
PAVEMENT TO BE CAST AFTER LANE TIE
IS GROUTED INTO EXISTING PAVEMENT EXISTING CONCRETE PAVEMENT
DRILL 3/4 " DIAMETER HOLE INTO THE EXISTING
PAVEMENT AND GROUT-IN-PLACE #5 x 1’-6" LONG
EPOXY COATED DEFORMED BARS
1/2 PAVEMENT
THICKNESS <
PA
VE
ME
NT
TH
ICK
NE
SS
EPOXY ANCHORED LANE TIE
EXISTING 12’-0" OR 14’-0" (LANES LESS THAN 12’-0" REDUCE CENTER SPACE ACCORDINGLY)
OR
3’-0"
OR
3’-0"
Crg (future)
CrgCrg
Crg (future)
4’ TO 6’ CENTERED
ON ORIGINAL JOINT
EXISTING
JOINT SPACING
EXISTING
JOINT SPACING
OR
FIRST POUR
SECOND POUR
OR
EXISTING
JOINT SPACING
EXISTING
JOINT SPACING
CrgCrg
EXISTING
JOINT
2’ MIN.
4’ MAX.
6’ TO 15’
EXISTING
JOINT SPACING
EXISTING
JOINT SPACING
EXISTING
JOINT
CrgCrg
OR
ALIGN Cp WITH
EXISTING JOINT
EXISTING
JOINT SPACING
EXISTING
JOINT SPACING
CrgCrg
CrgCrgOR
ALIGN Cp WITH
Crg
SINGLE LANE OR FULL WIDTH REPAIR
REPAIR LENGTH 6’ - 15’ WITH
ONE JOINT NEAR AN EXISTING JOINT
(SINGLE LANE REPAIR)
OFFSETTING LANE REPAIRS WITH Cp JOINTREPAIR LENGTHS OVER 15’ WITH Cp JOINT
(SINGLE LANE REPAIR)
NOTE:
THE HOLE SPACING MAY BE ADJUSTED 1" HORIZONTALLY, RAISED 1/2 ", OR LOWERED
1/2 " FROM THE ABOVE LOCATIONS TO AVOID DRILLING INTO THE REINFORCEMENT.
4’ TO LESS THAN 15’ 4’ TO LESS THAN 15’
8-9-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
CONCRETE PAVEMENT REPAIR
R-44-F64
Crg
CrgCrg
Crg
EXISTING LONG JOINT SPACING
USE LANE TIES
OR
4’
TO
15’NEW 15’ JOINT SPACING
PLACE Cp
EVERY 15’
ALIGN Cp
WITH Crg
LONG REPAIR SHOWING
Cp JOINT ALIGNMENTS AND LANE TIES
EXISTING
JOINT SPACING
EXISTING
JOINT SPACING
OVER 10’
BUT LESS
THAN 15’
Crg
Crg
Crg
Crg
Crg
Crg
Cp
OVER 15’
PLACE Cp
EVERY 15’
FULL WIDTH MULTI-LANE REPAIRS
WITH OFFSET IN ONE LANE
CrgCrg
5’
<1’
5’
<1’
Cp
(IF THE PANEL HAS MORE THAN ONE MID-PANEL CRACK REPLACE ENTIRE PANEL)
(SINGLE LANE OR FULL WIDTH REPAIR)
SHEET METAL OR OTHER SUITABLE
THIN MATERIAL STAKED IN PLACE
WIDENING SLABORIGINAL SLAB
JOINT PATCH ADJACENT TO WIDENING SLAB
1/2 " FIBER JOINT FILLER,
PAID FOR AS PART OF THE
WIDENING
ORIGINAL CORNERS BROKEN OUT.
FILL VOIDS WITH CONCRETE, PAID
FOR AS PART OF THE WIDENING.
EXISTING 41’
JOINT SPACING
CrgCrg CpCp CpCp
TWO CRACK PANEL REPAIR MID PANEL CRACK REPAIR
EXISTING 41’
JOINT SPACING
CrgCrg
}
OMIT
LANE TIES
}}
OMIT
LANE TIES
}}
OMIT
LANE TIES
OMIT
LANE TIES
}} }
CpCp CpCp CpCp
10’ MIN. TO 15’ MAX.
JOINT SPACING FOR REPAIR
10’ MIN. TO 15’ MAX.
JOINT SPACING FOR REPAIR
MATCH JOINTS
AND CRACKS
MATCH JOINTS
AND CRACKS
REPAIR OF 12’ - 16’ JPCP WITH
ONLY ONE MID-PANEL CRACK
4’
MIN
8-9-2010
EXISTING 12’ - 16’ JPCP JOINT SPACING
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
CONCRETE PAVEMENT REPAIR
R-44-F65
INITIAL SAW CUT
REMOVE CONCRETE AND STEEL
REMOVE CONCRETE
LEAVE EXISTING STEEL
* 2’-6" MIN.
REPLACE C.R.C. PAVEMENT REINFORCEMENT. RECAST CONCRETE.
EXISTING PAVEMENT
FINAL SAW CUT 1 1/2 " DEEP
(SAVE STEEL)
* 2’-6" MIN.
REMOVE CONCRETE
LEAVE EXISTING STEELEXISTING PAVEMENT
FINAL SAW CUT 1 1/2 " DEEP
(SAVE STEEL)
REPLACE WITH SIMILAR BASE MATERIAL
AND COMPACT TO 95% DENSITY
(TO BE PAID FOR AS PART OF THE
CONCRETE PAVEMENT REPAIR)
EPOXY COATED #5 BARS TRANSVERSELY EVERY 12" IN REPAIR
* NOTE: IF EXISTING REINFORCEMENT LAPS ARE ENCOUNTERED IN THIS AREA, FINAL SAW CUT
MUST BE MOVED BACK TO PROVIDE MINIMUM 2’-6" LAP OF PAVEMENT REINFORCEMENT.
REPAIRING CONTINUOUSLY REINFORCED CONCRETE
FULL DEPTH REPAIR FOR JOINT OR CRACK (TRANSVERSE OR LONGITUDINAL)
FOR CASES IV, & V, THE REMOVED MATERIAL SHALL BE REPLACED WITH A HMA TOP COURSE MIXTURE.
THE HMA SHALL BE COMPACTED WITH A MACHINE VIBRATOR OR APPROVED ROLLER WITH BASE LIFT
THICKNESSES NOT TO EXCEED 3" AND WITH THE TOP LIFT THICKNESS NOT TO EXCEED 2". THE FINAL
SURFACE OF THE REPAIR SHALL BE FLUSH WITH THE EXISTING PAVEMENT SURFACE.
REMOVE EXISTING HMA DETERIORATED CONCRETE PAVEMENT
FULL DEPTH. COMPACT LOOSE EXISTING BASE. REPLACE
AND COMPACT WITH HMA ANY LOST BASE.
REMOVE THE DETERIORATED CONCRETE FULL DEPTH.
COMPACT LOOSE EXISTING BASE. REPLACE AND
COMPACT WITH HMA ANY LOST BASE.
VARIABLE
WIDTH
RE
PA
IR
DE
PT
H
VA
RIA
BL
E
RE
PA
IR
DE
PT
H
VA
RIA
BL
E
0.15 GAL/SYD
BOND COAT
EXISTING PAVEMENT
JOINT OR CRACK
EXISTING PAVEMENT
JOINT OR CRACK
VARIABLE
WIDTHR
EP
AIR
DE
PT
H
VA
RIA
BL
E
EXISTING PAVEMENT
JOINT OR CRACK
VARIABLE
WIDTH0.15 GAL/SYD
BOND COAT
0.15 GAL/SYD
BOND COAT
PROVIDE VERTICAL EDGES BY SAW
CUT OR OTHER APPROVED METHOD
CASE IIICASE IICASE I
HMA REPAIR OF
CONCRETE PAVEMENT
HMA REPAIR OF CONCRETE
PAVEMENT WITH HMA SURFACE
HMA REPAIR OF CONCRETE
PAVEMENT WITH HMA SURFACE
REMOVE LOOSE DETERIORATED CONCRETE.
(NOT TO EXCEED PAVEMENT THICKNESS)
REMOVE HMA OVERLAY AND LOOSE
DETERIORATED CONCRETE.
(NOT TO EXCEED PAVEMENT THICKNESS)
REMOVE HMA OVERLAY TO CONCRETE SURFACE.
FOR CASES I, II, & III, THE REMOVED MATERIAL SHALL BE REPLACED WITH A HMA TOP COURSE MIXTURE.
THE HMA SHALL BE COMPACTED WITH A MACHINE VIBRATOR OR APPROVED ROLLER WITH BASE LIFT
THICKNESSES NOT TO EXCEED 3" AND WITH THE TOP LIFT THICKNESS NOT TO EXCEED 2". THE FINAL
SURFACE OF THE REPAIR SHALL BE FLUSH WITH THE EXISTING PAVEMENT SURFACE.
SURFACE REPAIR FOR JOINT OR CRACK (TRANSVERSE OR LONGITUDINAL)DETAIL
7
DETAIL
8
1/2 WIDTH
VARIABLE WIDTH
EXISTING PAVEMENT
JOINT OR CRACK
TOP OF EXISTING
PAVEMENT
0.15 GAL/SYD
BOND COAT
1/2 WIDTH
VARIABLE WIDTH
EXISTING PAVEMENT
JOINT OR CRACK
0.15 GAL/SYD
BOND COAT
12"12"
HMA SURFACE REMOVAL
SAW CUT OR
CHISELED CUT
CASE VCASE IV
FULL DEPTH HMA REPAIR
OF CONCRETE PAVEMENT
FULL DEPTH HMA REPAIR
OF CONCRETE PAVEMENT WITH HMA SURFACE
PROVIDE VERTICAL EDGES BY SAW
CUT OR OTHER APPROVED METHOD
8-9-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
NOTES:
EXPANSION CAPS SHALL BE ACCORDING TO STANDARD PLAN R-40-SERIES.
THE SAME TYPE JOINT SHALL EXTEND ACROSS ADJACENT LANE REPAIRS.
WHEN Erg JOINTS ARE PLACED ADJACENT TO CONCRETE CURB AND GUTTER THAT
IS NOT REQUIRED TO BE REMOVED, AN Esc JOINT SHALL BE CONSTRUCTED IN
THE CURB AND GUTTER.
AFTER GROUTING IN-PLACE, RC-250 OR AN APPROVED BOND BREAKER SHALL BE
APPLIED TO THAT PORTION OF Crg AND Erg DOWEL BARS THAT EXTEND INTO
THE CAST CONCRETE.
DOWEL AND DEFORMED BARS USED IN Trg, Crg, AND Erg JOINTS SHALL BE
EPOXY COATED ACCORDING TO THE CURRENT STANDARD SPECIFICATIONS.
SAW OVERCUTS IN ADJACENT LANE, SHOULDER, RAMP, AND GUTTERS THAT WILL
REMAIN IN PLACE, SHALL BE CLEANED AND THEN SEALED WITH HOT-POURED
RUBBER-ASPHALT.
CONCRETE PAVEMENT REPAIRS (INCLUDING JOINT TYPES) OR PRESSURE RELIEF
DETAILS SHALL BE AS SPECIFIED ON THE PLANS OR IN THE LOG OF PROJECT.
JOINT RESERVOIRS FOR THE HOT-POURED RUBBER-ASPHALT SEALANT SHALL BE
ABRASIVE BLAST CLEANED, FOLLOWED BY A FINAL CLEANING OF OIL-FREE
COMPRESSED AIR PRIOR TO SEALING.
THE MONTH AND YEAR OF CASTING AND STATION NUMBER (IF REMOVED) SHALL BE
STENCILED ON EACH CONCRETE REPAIR.
WHEN THE CONCRETE PAVEMENT REPAIR IS CONSTRUCTED IN PREPARATION FOR
AN OVERLAY, Crg JOINT RESERVOIRS AND SEALANTS SHALL BE OMITTED AND
EXPANSION JOINTS (Erg) SHALL HAVE THE FIBER JOINT FILLER KEPT FLUSH
TO THE PAVEMENT SURFACE.
Erg JOINTS SHALL BE CONSTRUCTED ONLY WHEN THEY EXTEND ACROSS ALL
LANES, RAMPS, OR SHOULDERS.
WHERE THERE ARE NO REPAIR LOCATIONS WITHIN A 1000’ LENGTH, NO
EXPANSION SPACE WILL BE PROVIDED.
EXPANSION JOINT FILLER SHALL EXTEND THE FULL DEPTH OF THE REPAIR AND
BE FLUSH WITH THE EXISTING PAVEMENT SURFACE. PRIOR TO SEALING, THE
JOINT FIBER FILLER AT THE PAVEMENT SURFACE SHALL BE REMOVED BY CUTTING
1" WIDE AND 1 1/2 " DEEP TO PERMIT THE PLACEMENT OF THE HOT-POURED RUBBER
ASPHALT SEALANT. HOLES IN EXPANSION JOINT FILLER SHALL BE 1 1/2 "
MAXIMUM DIAMETER AND SHALL BE ALIGNED TO FIT DRILLED HOLES IN CONCRETE.
IF THE EXISTING PAVEMENT HAS A HMA SURFACE, THE SAW CUTS SHALL EXTEND
THROUGH THE UNDERLYING PORTLAND CEMENT CONCRETE.
CONCRETE PAVEMENT REPAIR
R-44-F66
JOINT WIDTH SAME
AS IN PAVEMENT
PAVEMENT
EXPANSION JO
INT, E
rg
CURB & G
UTTER
EXPANSION JO
INT, E
sc
CURB, GUTTER, AND CURB FACE SHALL BE SAWED AS DEEP AS THE EXISTING
PAVEMENT THICKNESS. THE REMAINING CONCRETE SHALL BE CHIPPED OUT AND
EXPANSION MATERIAL OF SUFFICIENT THICKNESS SHALL BE PLACED IN SAWED
JOINT TO FILL THE GAP AS DIRECTED BY THE ENGINEER.
EXPANSION JOINT, Esc
LANE TIES (TO ADJACENT PAVEMENT LANE, WHEN REQUIRED) SHALL BE SPACED
ACCORDING TO STANDARD PLAN R-41-SERIES, EXCEPT THAT THE FIRST LANE TIE
ADJACENT TO A TRANSVERSE JOINT SHALL BE INSTALLED AT A DISTANCE OF
1’-8" FROM THE JOINT. WHEN BOTH SIDES OF A LONGITUDINAL JOINT ARE
POURED INTEGRALLY, LANE TIES SHALL BE STRAIGHT DEFORMED EPOXY COATED
BARS CAST-IN-PLACE AS SPECIFIED ON STANDARD PLAN R-41-SERIES. WHEN
ADJACENT LANES ARE CAST SEPARATELY, LANE TIES SHALL BE GROUTED-IN-
PLACE AS SPECIFIED ON THIS PLAN. THE GROUT SHALL BE SELECTED FROM THE
PREQUALIFIED MATERIALS LISTED IN THE DEPARTMENT’S "MATERIALS SOURCE
GUIDE", UNDER LANE TIES.
DOWEL BARS AND DEFORMED BARS FOR TIED JOINTS SHALL BE GROUTED INTO
EXISTING PAVEMENT WITH A GROUT SELECTED FROM THE PREQUALIFIED
MATERIALS LISTED IN THE DEPARTMENT’S "MATERIALS SOURCE GUIDE" UNDER
ADHESIVE SYSTEMS FOR GROUTING DOWEL BARS AND TIE BARS FOR FULL-DEPTH
CONCRETE PAVEMENT REPAIRS.
TRANSVERSE CONTRACTION Cp AND EXPANSION E2 JOINTS SHALL BE ACCORDING
TO STANDARD PLAN R-39P-SERIES.
REPAIRED CONCRETE PAVEMENTS REQUIRE THAT 1" OF Erg EXPANSION JOINTS
BE DISTRIBUTED THROUGHOUT A GIVEN 1000’ SECTION.
ALL REPAIRS WILL BE JOINTED PLAIN CONCRETE PAVEMENT.
THE BACKER ROD SHALL MEET THE REQUIREMENTS OF THE STANDARD SPECIFICATIONS
FOR CONSTRUCTION.
1/2
"
PRESSURE RELIEF JOINT
TOP OF JOINT FILLER
3 1/2 " < 1/4 " (MACHINE INSTALLED)
4 1/2 " - 1/4 " (HAND INSTALLED)
PLACE 7 3/4 " < 1/4 " HIGH x 4 1/2 " < 1/8 "
WIDE JOINT FILLER IN SAWED JOINT
FILL ANY VOIDS THAT OCCUR BELOW
FILLER WITH STRIPS OF URETHANE
FOAM OR POLYETHYLENE FOAM
FULL DEPTH SAW CUTS
THIS DETAIL ALSO APPLIES TO HMA SURFACED
CONCRETE PAVEMENT REQUIRING PRESSURE RELIEF JOINTS
NOTES:
WHEN PRESSURE RELIEF JOINT IS TO BE CONSTRUCTED THROUGH
CONCRETE SHOULDER, TRENCHING BELOW CONCRETE MAY BE
NECESSARY TO ALLOW ROOM FOR 7 1/4 " FILLER.
EXPANSION
MATERIAL
8-9-20109-10-2010
1 2
B.L.T.
W.K.P.
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
PA
VE
ME
NT
TH
ICK
NE
SS
APPROVED LOAD TRANSFER ASSEMBLY
FOR EXPANSION JOINT
PAVEMENT REINFORCEMENT AT EXPANSION JOINT
PA
VE
ME
NT
TH
ICK
NE
SS
APPROVED LOAD TRANSFER ASSEMBLY
FOR CONTRACTION JOINT
PAVEMENT REINFORCEMENT AT CONTRACTION JOINT
1" M
AX
.
OV
ER
HA
NG
(EA
CH
SID
E)
R-45-H
1’-6"
\ TRANSVERSE EXPANSION JOINT
FIBER FILLER
1’-6"
1’-6"
PA
VE
ME
NT
OR
SH
OU
LD
ER
SL
AB
WID
TH
9"
9"
PAVEMENT EDGE
LONGITUDINAL JOINT
4" MAX.
OVERHANG
(EACH SIDE)
REINFORCEMENT DETAIL
2"
20’ SLAB LENGTH
* 10 BARS MIN. FOR 10’-0" PAVEMENT SLAB WIDTH, 11 BARS MIN. FOR 11’-0" PAVEMENT SLAB WIDTH, 12 BARS MIN. FOR 12’-0" PAVEMENT SLAB WIDTH,
14 BARS MIN. FOR 14’-0" PAVEMENT SLAB WIDTH, 3 BARS MIN. FOR 3’-0" SHOULDER SLAB WIDTH, 4 BARS MIN. FOR 4’-0" SHOULDER SLAB WIDTH,
5 BARS MIN. FOR 5’-0" SHOULDER SLAB WIDTH, 7 BARS MIN. FOR 7’-0" SHOULDER SLAB WIDTH, 9 BARS MIN. FOR 9’-0" SHOULDER SLAB WIDTH.
* E
PO
XY
CO
AT
ED
#6 B
AR
S T
OP
AN
D B
OT
TO
M
AT
1’-
0" M
AX
. (<
1/4
")
CE
NT
ER
TO
CE
NT
ER
19 EPOXY COATED #6 BARS TOP AND BOTTOM
AT 1’-0" MAX. (< 1/4 ") CENTER TO CENTER
BRIDGE REFERENCE LINE
OR SLEEPER SLAB
PAVEMENT REINFORCEMENT
FOR BRIDGE APPROACH
8-9-2010
\ TRANSVERSE EXPANSION JOINT
\ TRANSVERSE CONTRACTION JOINT
PAVEMENT
REINFORCEMENT
PAVEMENT
REINFORCEMENT
\ TRANSVERSE EXPANSION
OR CONTRACTION JOINT
SEE STANDARD PLAN
R-43-SERIES
9-10-2010
2 2
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
DEPTH AND WIDTH OF SHOULDER SEAT
AS PROVIDED ON STRUCTURE
R-45-H
SEE STANDARD PLANS R-39-SERIES AND R-40-SERIES FOR DETAILS OF JOINTS
AND LOAD TRANSFER ASSEMBLIES.
1’-6"2"
E3 JOINT
SEE STANDARD PLAN R-43-SERIES FOR APPROACH SLAB LENGTHS
3"
PAVEMENT SEAT WITH
HMA BOND OR PRIME COAT
PAVEMENT THICKNESS AS
SPECIFIED ON THE PLANS
BRIDGE REFERENCE LINE
OR SLEEPER SLAB
PAVEMENT AND SHOULDER SLABS ADJACENT TO STRUCTURES
E2 JOINT FOR PAVEMENT SLABS
E4 JOINT FOR SHOULDER SLABS
(NOT REQUIRED ADJACENT
TO HMA PAVEMENT)
NOTES:
EPOXY COATED
#6 BARS
3"
PAVEMENT REINFORCEMENT
FOR BRIDGE APPROACH
8-9-2010
\ TRANSVERSE EXPANSION OR
CONTRACTION JOINT
SEE STANDARD PLAN R-43-SERIES
9-10-2010
GROUTED COBBLE DITCH
PLAIN COBBLE DITCH
HMA PAVED DITCH
MIN
.
END ANCHOR
STEEL REINFORCEMENT
INTERMEDIATE ANCHOR
B
TYP.
2"
B
CONCRETE PAVED DITCH
SECTION A - A
SECTION B - B
6"
4"
A
A
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
1R-46-D
2
B.L.T.
W.K.P.4-6-2010
PAVED AND COBBLE DITCHES,
& DRAINAGE TREATMENT DETAILS
COBBLESTONE 6" LEAST DIMENSION
WIDTH AS SPECIFIED ON PLANS
6"
MIN
.
PREPARED FOUNDATION
GROUTED COBBLE DITCHES SHALL BE THE SAME AS THE PLAIN COBBLE DITCHES,
EXCEPT THE COBBLESTONES SHALL BE LAID IN A LAYER OF CEMENT MORTAR
ACCORDING TO THE CURRENT STANDARD SPECIFICATIONS.
THE RATE OF APPLICATION FOR THE HMA MATERIAL SHALL BE
ACCORDING TO THE CURRENT STANDARD SPECIFICATIONS
CONFORMS TO GRADED
CROSS-SECTION OF DITCH
6"
MIN
.
SLOPE AS
SPECIFIED
ON PLANS
WIDTH AS SPECIFIED ON PLANSSLOPE ASSPECIFIEDON PLANS
1’-6" MIN.1’-6" MIN.
END ANCHOR
INTERMEDIATE
ANCHOR
TWO PLANE OF WEAKNESS JOINTS EQUALLY SPACED SHALL
BE PLACED BETWEEN ANCHORS AND SHALL BE CONSTRUCTED
ACCORDING TO THE CURRENT STANDARD SPECIFICATIONS
STEEL REINFORCEMENT
WELDED STEEL WIRE FABRIC OR AN EQUIVALENT
EXPANDED METAL MESH CONFORMING TO THE
FOLLOWING MINIMUM REQUIREMENTS:
NOT LESS THAN 3.69 LBS PER SYD UNIFORM
WIRE FABRIC COMPOSED OF W6 (NOMINAL DIA.
0.276") 6" ON CENTER LONGITUDINALLY AND
TRANSVERSELY.
STEEL REINFORCEMENTINTERMEDIATE ANCHOR
8"
4" TOP OF SLAB
2"
4"
8"
1’-0"
6"
EPOXY COATED #4 BARS, 4’-2" LONG,
SPACED 6" CENTER TO CENTER, SHALL
BE BENT AS ILLUSTRATED AND SHALL
BE USED AT END ANCHORS ONLY
1’-8"
2’-0"
1’-0"
MIN
.
2’-6"
30’ CENTERS (SEE NOTES)
8"
MIN
.4"
8"
SLOPE AS
SPECIFIE
D
ON PLANS
WIDTH AS
SPECIFIED
ON PLANS
SLOPE AS
SPECIFIEDON PLANS
1’-0"
MIN
.
3"6"3"2’-0"
1’-6"
MIN.
1’-6"MIN.
1’-6" MIN.1’-6" MIN.
BACKSLOPE AS
SPECIFIED ON
PLANS
SLOPE AS
SPECIFIED
ON PLANS
MULCH BLANKETSEE NOTES
MULCH BLANKET
SEE NOTES
MULCH BLANKET
SEE NOTES
MULCH BLANKETSEE NOTES
MULCH
BLANKET
SEE NOTES
MULCHBLANKETSEE NOTES
9-10-2010
END SECTION
DETAIL SHOWING DOWNSPOUT CONSTRUCTION
USING METAL END SECTION ON UPPER END
DETAIL SHOWING ALTERNATE METHOD OF
INSTALLING CULVERT IN HIGH FILL AREAS
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
R-46-D22
4-6-2010
PAVED AND COBBLE DITCHES,
& DRAINAGE TREATMENT DETAILS
NOTE: ELBOWS WILL BE INCLUDED IN
MEASUREMENT OF CULVERT PIPE
DRAINAGE
STRUCTURE,
HEADWALL, ETC.
ALTERNATE LOCATION OF PIPE
NORMAL LAYING POSITION OF PIPE
CORRUGATED METAL PIPE2% MIN.
\ PAVEMENT
\ DITCH
DRAINAGE STRUCTURE OR
CORRUGATED METAL PIPE
END SECTION, ETC.
PROPOSED SHOULDER
STANDARD OUTLET
HEADWALL OR END
SECTION (SEE NOTES)
PIPE DOWNSPOUT
NOTE: ELBOWS WILL BE INCLUDED IN
MEASUREMENT OF CULVERT PIPE.
PROPOSED DITCH
NOTES:
CONCRETE PAVED DITCHES SHALL BE CONSTRUCTED WITH END ANCHORS ON BOTH
INLET AND OUTLET ENDS AND WITH INTERMEDIATE ANCHORS WHEN THE GRADE
EXCEEDS 15%. ALL EDGES AND JOINTS OF CONCRETE PAVED DITCHES SHALL
BE ROUNDED TO A RADIUS OF 1/4 ".
CORRUGATED METAL PIPE END SECTIONS MAY BE USED ON THE LOWER ENDS OF
STEEP CULVERTS OR DOWNSPOUTS WITH LIMITED AMOUNTS OF RUNOFF OR WHERE
THEY WOULD BE EXPOSED TO TRAFFIC IN THE CLEAR ZONE. CORRUGATED
METAL PIPE END SECTIONS IN THESE LOCATIONS MAY REQUIRE ADDITIONAL
EROSION CONTROL SUCH AS MORE RIPRAP. TOE PLATES SHOULD BE CALLED
FOR WHEN END SECTIONS ARE USED ON STEEP CULVERTS OR DOWNSPOUTS.
THE CONCRETE PAVED, GROUTED COBBLE, AND PLAIN COBBLE DITCHES SHALL
BE UNDERLAID WITH GEOTEXTILE. THE EDGES OF GEOTEXTILE SHALL EXTEND
UP THE SIDES OF THE DITCH BOTTOM TO THE BOTTOM OF THE MULCH BLANKET
AND SHALL RUN THE FULL LENGTH OF THE DITCH. WHEN OVERLAPPING
OCCURS, OVERLAP MATERIAL A MINIMUM OF 2’-0".
USE HIGH VELOCITY MULCH BLANKETS ON FILL SLOPES 1:2 OR STEEPER. USE
STANDARD MULCH BLANKETS ON FILL SLOPES FLATTER THAN 1:2.
9-10-2010
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
41
2-25-2010B.L.T.
W.K.P. R-55-G
FILLER WALLS AT
BRIDGE PIER COLUMNS
3"
3"
MIN.
FILLER WALL HARDENED CONCRETE
(UNLESS OTHERWISE DETAILED)
CIRCULAR PIER
COLUMN
SQUARE PIER
COLUMN
TYPICAL
1’-6"
SPACING
SKETCH OF FILLER WALLS
AT SQUARE PIER COLUMNS
SKETCH OF FILLER WALLS
AT CIRCULAR PIER COLUMNS
PLAN
ENDELEVATION
ADHESIVE
ANCHORED
HORIZONTAL BAR
* ADHESIVE ANCHORED
HORIZONTAL BAR
(TYP.)
ADHESIVE ANCHORED
HORIZONTAL BAR (TYP.)
ADHESIVE ANCHORED
VERTICAL BAR (TYP.)
** 2" x 4"
WEEP HOLE
3" BEVEL (TYP.)
CIRCULAR COLUMNS
2’-3"
9"
6"
6"
13 1
/2 "
13 1
/2 "
1 1/2 " BEVEL (TYP.)
SQUARE COLUMNS
* REINFORCING STEEL SHALL BE TESTED ACCORDING TO THE CURRENT
SPECIFICATIONS PRIOR TO BENDING. THE REINFORCING STEEL
SHALL THEN BE FIELD BENT RADIALLY TO CIRCULAR PIERS AND
PARALLEL TO THE FILLER WALL. FIELD BENDING SHALL BE
ACCORDING TO THE CURRENT SPECIFICATIONS. ANY DAMAGE TO
THE EPOXY COATING DURING TESTING OR BENDING SHALL BE
REPAIRED AT THE CONTRACTORS EXPENSE.
** PLACE ONE 2" x 4" WEEP HOLE IN EACH FILLER WALL SECTION.
(MAY BE RANDOMLY LOCATED)
** 2" x 4"
WEEP HOLE
ADHESIVE ANCHORED
VERTICAL BARS, DO NOT
PLACE WITHIN 1’-0" OF
PIER COLUMNS
** 2" x 4"
WEEP HOLE
6"
2’-0"
3/4 " BEVEL (TYP.)
1’-0"
9"
9"
3’-6"
#4 BARS AT 1’-6" SPACINGS, BOTH SIDES #6 REINFORCING STEEL
#4 BARS,
NEAR AND FAR
ADHESIVE ANCHORED
HORIZONTAL OR VERTICAL BAR
INSTALLATION DETAIL
PIER FOOTING
1/2 " JOINT FILLER
(TYP.)
GROUND
FILLER WALLS USING SLOPE PROTECTION HEADER AS FOOTING
PIER FOOTING
PIER FOOTING
PIER COLUMNS
SLOPE PAVING
GROUND OR
SHOULDER
SLOPE PROTECTION
HEADER
DRAIN
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
42
2-25-2010 R-55-G
FILLER WALLS AT
BRIDGE PIER COLUMNS
FOR POST SPACINGS SEE
STANDARD PLAN R-67-SERIES
(SEE STANDARD PLAN R-67-SERIES FOR GUARDRAIL ATTACHMENT DETAILS)
**
28
" O
R 2
6"
VA
RIA
BL
E (
TO
TO
P O
F P
IER
FO
OT
ING
)
3"
3"
13 1
/2 "
13 1
/2 "
CIRCULAR PIER
COLUMN
SQUARE PIER
COLUMN
4 1/
2 "
4 1/
2 "
4 1/
2 "
3"
4 1/
2 " A
A
**
28
" O
R 2
6"
7 5/
8 "
B FILLER WALL END BLOCK LENGTH AS
NEEDED TO MATCH END OF PIER FOOTING
B
THRIE BEAM
TERMINAL CONNECTOR
FIRST POST OF
GUARDRAIL ANCHORAGE
TOP OF FILLER
WALL END BLOCK
ON
ST
AN
DA
RD
PL
AN
R-6
7-S
ER
IES
HE
IGH
T A
S S
PE
CIF
IED
DETAILS FOR FILLER WALL END BLOCK
PLAN
ELEVATION SECTION A - A
ELEVATION SECTION B - B
FILLER WALLS WITH FOOTINGS - OUTSIDE PIERS
* ADHESIVE ANCHORED
HORIZONTAL BAR
(TYP.)
ADHESIVE ANCHORED
HORIZONTAL BAR
ADHESIVE ANCHORED
HORIZONTAL BAR LAYOUT
ADHESIVE ANCHORED
VERTICAL BAR (TYP.)
ADHESIVE ANCHORED
HORIZONTAL BAR (TYP.)
ADHESIVE ANCHORED
VERTICAL BARS
(1 MIN.)
FILLER WALL END BLOCK
(SEE NOTES, SHEET 4 OF 4
AND DETAILS FOR FILLER
WALL END BLOCK BELOW)** 2" X 4"
WEEP HOLE
1 1/2 " BEVEL (TYP.)
SQUARE COLUMNS
3" BEVEL (TYP.)
CIRCULAR COLUMNS
* REINFORCING STEEL SHALL BE TESTED ACCORDING TO THE CURRENT
SPECIFICATIONS PRIOR TO BENDING. THE REINFORCING STEEL
SHALL THEN BE FIELD BENT RADIALLY TO CIRCULAR PIERS AND
PARALLEL TO THE FILLER WALL. FIELD BENDING SHALL BE
ACCORDING TO THE CURRENT SPECIFICATIONS. ANY DAMAGE TO
THE EPOXY COATING DURING TESTING OR BENDING SHALL BE
REPAIRED AT THE CONTRACTORS EXPENSE.
** PLACE ONE 2" x 4" WEEP HOLE IN EACH FILLER WALL SECTION.
(MAY BE RANDOMLY LOCATED)
2" x 4"
KEYWAY
6"
6"
3/4 " BEVEL (TYP.)
** 2" x 4"
WEEP HOLE
6"6"
1’-0"
6"
3’-6"
4’-3"
1’-6"
1’-6"
** 2" x 4"
WEEP HOLE
1’-10 1/2 "
2’-0" 2’-0" 1’-0" 4"
MAX. MAX.
1’-6"
SPACING 6"
6"
1’-0"
TO
1’-6"
6"
3/4 " DIA. HOLES
FOR POST BOLTS
1’-3" 1’-0"
3’-6"
** USE 28" WHEN TOP OF BEAM ELEMENT IS 34"
AND 26" WHEN TOP OF BEAM ELEMENT IS 32"
3"
ADHESIVE ANCHORED
VERTICAL BAR (TYP.)
#4 BARS AT 1’-6" SPACINGS, BOTH SIDES
#4 BARS,
NEAR AND FAR
#4 B
AR
S E
QU
AL
LY
SP
AC
ED
AT
2’-
0" M
AX
.
PIER FOOTING
PIER FOOTING
PIER FOOTINGPIER FOOTING
GROUND OR
SHOULDER
SLOPE PROTECTION
HEADER
SLOPE PAVING
GROUND OR
SHOULDER
DRAIN
GROUND
PIER COLUMNS
PIER FOOTING
1/2 " JOINT FILLER
(TYP.)
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
43
2-25-2010 R-55-G
FILLER WALLS AT
BRIDGE PIER COLUMNS
CIRCULAR PIER
COLUMN
SQUARE PIER
COLUMN
4 1/
2 "
3"
4 1/
2 "
3"
C
C
(TYP.)
TO BE FILLED WITH GRANULAR
MATERIAL CLASS II OR OTHER
MATERIAL APPROVED BY THE
ENGINEER.
FILLER WALL FOOTING
3"
(TY
P.)
3"
(TY
P.)
FILLER WALL
FOOTING
(VARIABLE)
PLAN
ELEVATION
SECTION C - C
FILLER WALLS WITH FOOTINGS - MEDIAN PIERS
13 1
/2 "
* BARS SHALL BE BENT RADIALLY TO CIRCULAR PIERS AND
PARALLEL TO THE FILLER WALL PRIOR TO ADHESIVE
ANCHORING TO PIER.
* ADHESIVE ANCHORED
HORIZONTAL BAR
(TYP.)
ADHESIVE ANCHORED
HORIZONTAL BAR (TYP.)
ADHESIVE ANCHORED
HORIZONTAL BAR
ADHESIVE ANCHORED
HORIZONTAL BAR LAYOUT
1’-6"
MAX.
4" DRAIN HOLE
3" BEVEL (TYP.)
CIRCULAR COLUMNS
1/4 " JOINT FILLER
1 1/2 " BEVEL (TYP.)
SQUARE COLUMNS
1’-0" 4" CONCRETE SLAB
3/4 " BEVEL (TYP.)
6"
SPACED AT 1’-6" MAX.
1’-6"
1’-6"
PLACE 4" DRAIN HOLE IN THE
CONCRETE BETWEEN COLUMNS AND
COVER WITH GEOTEXTILE
6"
3’-6"
4’-3"
6"
13 1
/2 "
2" x 4"
KEYWAY
6"
#4 BARS AT 1’-6" SPACINGS, BOTH SIDES (TYP.)
#4 BARS,
NEAR AND FAR
#4 BARS
PIER FOOTING
GROUND
PIER COLUMNS
PIER FOOTING
PIER
PIER FOOTING
GROUND OR
SHOULDER
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
44
2-25-2010 R-55-G
FILLER WALLS AT
BRIDGE PIER COLUMNS
EXISTING
PIER FOOTING
3"
3"
EXISTING PIER COLUMNS
CIRCULAR PIER
COLUMN
SQUARE PIER
COLUMN
EXISTING PIER FOOTING
EXISTING DRAIN
EXISTING
SLOPE PAVING
FILLER WALL END BLOCK
(SEE NOTES, BELOW, AND DETAILS FOR
FILLER WALL END BLOCK SHEET 2 OF 4)
TOP OF FILLER WALL SHALL BE PARALLEL WITH THE PAVEMENT GRADE.
EXISTING FILLER WALL
(THICKNESS MAY VARY)
PROPOSED FILLER
WALL EXTENSION
D
D
PROPOSED
SHOULDER
EXISTING
SHOULDER
3’-
6" M
IN.
FOR ADDITIONAL HEIGHT
VA
RIA
BL
E T
HIC
KN
ES
S
4" M
IN.
(TY
P.)
11"
(TYP.)
3"
(TY
P.)
3"
EXISTING FILLER WALL
(THICKNESS MAY VARY)
TRAFFIC SIDE
FACES FLUSH
PR
OP
OS
ED
FIL
LE
R W
AL
L E
XT
EN
SIO
N
ELEVATION END
PLAN
SECTION D - D
FILLER WALL EXTENSION
FOR GUARDRAIL ANCHORAGE, BRIDGE
AT FILLER WALLS, SEE STANDARD
PLAN R-67-SERIES
CARE SHALL BE TAKEN TO ENSURE THAT FILLER WALLS DO NOT ENTRAP WATER.
DRAINAGE MUST BE PROVIDED BY USE OF WEEP HOLES AND DRAIN HOLES AND/OR
RESHAPING SLOPES.
SEE CURRENT STANDARD PLAN R-67-SERIES WHEN ATTACHING GUARDRAIL TO
FILLER WALLS.
ALTERNATE METHODS MAY BE USED TO ANCHOR THE BARS IF APPROVED BY THE
ENGINEER.
NOTES:
THE AREA BETWEEN THE FILLER WALLS AT THE MEDIAN PIERS MAY BE FILLED
WITH CONCRETE AT THE CONTRACTOR’S OPTION, WITH NO INCREASE IN COST TO
THE DEPARTMENT.
* REINFORCING STEEL SHALL BE TESTED ACCORDING TO THE CURRENT
SPECIFICATIONS PRIOR TO BENDING. THE REINFORCING STEEL
SHALL THEN BE FIELD BENT RADIALLY TO CIRCULAR PIERS AND
PARALLEL TO THE FILLER WALL. FIELD BENDING SHALL BE
ACCORDING TO THE CURRENT SPECIFICATIONS. ANY DAMAGE TO
THE EPOXY COATING DURING TESTING OR BENDING SHALL BE
REPAIRED AT THE CONTRACTORS EXPENSE.
ADHESIVE ANCHORS SHALL BE INSTALLED AS PER MANUFACTURERS RECOMMENDATION
EXCEPT AS MODIFIED ON THIS STANDARD.
MATERIALS AND LABOR REQUIRED TO CONSTRUCT FILLER WALL END BLOCKS
SHALL BE PAID FOR AS FILLER WALL CONCRETE AND ADHESIVE ANCHORING OF
HORIZONTAL/VERTICAL BARS, AND SHALL BE ACCORDING TO THE CURRENT
STANDARD SPECIFICATIONS.
* ADHESIVE ANCHORED
HORIZONTAL BAR
(TYP.)
EXISTING PIER FOOTING
ADHESIVE ANCHORED
VERTICAL BARS
(1 MIN.)
TYPICAL
1’-6"
SPACING
ADHESIVE ANCHORED
VERTICAL BAR (TYP.)
ADHESIVE ANCHORED
HORIZONTAL BAR (TYP.)
ADHESIVE
ANCHORED
HORIZONTAL BAR
3" BEVEL (TYP.)
CIRCULAR COLUMNS
1 1/2 " BEVEL (TYP.)
SQUARE COLUMNS
1" DIA. HOLES FOR ATTACHING
THRIE BEAM TERMINAL CONNECTOR
3/4 " BEVEL (TYP.)
1’-0" MINIMUM
3/4 " BEVEL (TYP.)
1’-4
"
ADHESIVE ANCHORED
VERTICAL BARS, DO NOT
PLACE WITHIN 1’-0" OF
PIER COLUMNS
VA
RIE
S 1
’-8" M
INIM
UM
#4 BARS AT 1’-6" SPACINGS, BOTH SIDES
#4 BARS,
NEAR AND FAR
#4 BARS
TOP AND BOTTOM
#4 BARS SPACED AT
1’-6" BOTH SIDES
ALL STEEL REINFORCEMENT BARS AND ADHESIVE ANCHORED HORIZONTAL/VERTICAL
BARS SHALL BE EPOXY COATED AND PAID FOR SEPARATELY.
9-10-2010
1 6
B.L.T.
W.K.P.
4
5
6
GRUBBING OMITTED
SODDING
VEGETATED BUFFER STRIPS
A
B
C
D
E
F
G
=
=
=
=
=
=
=
Retains existing root mat which assists in stabilizing slopes.
Assists in the revegetation process by providing sprout growth.
Reduces sheet flow velocities preventing rilling and gullying.
Discourages off-road vehicle use.
Reduces sheet flow velocities preventing rilling and gullying.
Assists in the collection of sediments by filtering runoff.
Assists in the establishment of a permanent vegetative cover.
SLOPES
STREAMS AND WATERWAYS
SURFACE DRAINAGEWAYS
ENCLOSED DRAINAGE (INLET & OUTFALL CONTROL)
LARGE FLAT SURFACE AREAS
BORROW AND STOCKPILE AREAS
DNRE PERMIT MAY BE REQUIRED
PERMANENT/TEMPORARY SEEDING
Inexpensive but effective erosion control measure to stabilize
flat areas and mild slopes.
Permits runoff to infiltrate soil, reducing runoff volumes.
Proper preparation of the seed bed, fertilizing, mulching and
watering is critical to its success.
Provides immediate vegetative cover such as at spillways and
ditch bottoms.
Proper preparation of the topsoil, placement of the sod, and
watering is critical to its success.
APPLICABLE SOIL EROSION AND SEDIMENTATION CONTROL MEASURES
TURBIDITY CURTAIN
A Turbidity Curtain is used when slack water area is necessary
to isolate construction activities from the watercourse. The still
water area contains the sediments within the construction limits.
DUST CONTROL
Dust control can be accomplished by watering, and/or applying
calcium chloride.
The disturbed areas should be kept to a minimum.
PERMANENT/TEMPORARY SEEDING (KEY 3) should be applied
as soon as possible.
SOIL EROSION & SEDIMENTATION
CONTROL MEASURES
R-96-E
3
2
1
A B C D E F GCHARACTERISTICSDETAILKEY
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
6-3-2010
( (
COMPREHENSIVE DETAILS ARE LOCATED IN SECTION 6 OF
THE SOIL EROSION & SEDIMENTATION CONTROL MANUAL
9-10-2010
8
9
10
11
12
13
14
Reduces sheet flow velocities preventing rilling and gullying.
Assists in the collection and filtering of sediments.
Provides access for stabilizing slopes.
DIVERSION DIKE
AGGREGATE COVER
BENCHES
RIPRAP
Can be used in any area where a stable condition is needed
for construction operations, equipment storage or in heavy
traffic areas.
Reduces potential soil erosion and fugitive dust by stabilizing
raw areas.
Assists in the diversion of runoff to a stable outlet or sediment
control device.
Reduces sheet flow velocities preventing rilling and gullying.
Works well with DIVERSION DIKE (KEY 10)
Assists in the diversion of runoff to a stable outlet or sediment
control device.
Reduces sheet flow velocities preventing rilling and gullying.
Assists in the diversion of runoff to a stable outlet or sediment
control device.
Reduces sheet flow velocities preventing rilling and gullying.
Collects and diverts runoff to properly stabilized drainage ways.
Works well with INTERCEPTING DITCH (KEY 11)
INTERCEPTING DITCH
INTERCEPTING DITCH
AND DIVERSION DIKE
Useful in filtering flow prior to its reentry into a lake, stream or
wetland.
Works well with SEDIMENT TRAP (KEY 20) and TEMPORARY
BYPASS CHANNEL (KEY 35).
Not to be used in lieu of a CHECK DAM (KEY 37) in a ditch.
Provides a stable access to roadways minimizing fugitive dust
and tracking of materials onto public streets and highways.
GRAVEL ACCESS APPROACH
GRAVEL FILTER BERM
Used where vegetation cannot be established.
Very effective in protecting against high velocity flows.
Should be placed over a geotextile liner.
A B C D E F GCHARACTERISTICSDETAILKEY
7
2 6
SOIL EROSION & SEDIMENTATION
CONTROL MEASURES
R-96-E6-3-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
9-10-2010
15
16
17
18
19
20
21
22
SLOPE DRAIN SURFACE
PIPE DROP
ENERGY DISSIPATORS
SEDIMENT TRAP
SEDIMENT BASIN
Effective way to allow water to drop in elevation very rapidly
without causing an erosive condition.
Also works as a sediment collector device.
May be left in place as a permanent erosion control device.
A device to prevent the erosive force of water from eroding soils.
Used at outlets of culverts, drainage pipes or other conduits to
reduce the velocity of the water.
Prevents structure scouring and undermining.
Used to intercept concentrated flows and prevent sediments
from being transported off site or into a watercourse or
wetland.
The size of a Sediment Trap is 5 cubic yards or less.
Works well when used with CHECK DAM (KEY 37).
A Sediment Basin is used to trap sediments from an upstream
construction site.
Requires periodic inspections, repairs, and maintenance.
Where practical, sediments should be contained on site.
A Sediment Basin should be the last choice of sediment control.
The size of a Sediment Basin is greater than 5 cubic yards.
Excellent device for carrying water down slopes without
creating an erosive condition.
Generally used in conjunction with DIVERSION DIKE (KEY 10),
INTERCEPTING DITCH (KEY 11) and INTERCEPTING DITCH
AND DIVERSION DIKE (KEY 12) to direct flow to a stable
discharge area or SEDIMENT TRAP (KEY 20).
VEGETATIVE BUFFER
AT WATERCOURSE
It may be necessary to dewater from behind a cofferdam or
construction dam to create a dry work site.
Discharged water must be pumped to a filter bag.
A GRAVEL FILTER BERM (KEY 13) may be placed downslope
of the filter bag to provide additional filtration prior to entering
any stream or wetland.
Trees, shrubs and perennials can provide low
maintenance long term erosion protection. These plants
may be particularly useful where site aesthetics are
important along the roadside slopes.
TREES, SHRUBS
AND PERENNIALS
This practice is used to maintain a vegetative buffer adjacent
to a watercourse.
When utilized with SILT FENCE (KEY 26) it will, under normal
circumstances, prevent sediment from leaving the construction
site.
DEWATERING WITH FILTER BAG
A B C D E F GCHARACTERISTICSDETAILKEY
3 6
SOIL EROSION & SEDIMENTATION
CONTROL MEASURES
R-96-E6-3-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
9-10-2010
24
25
26
27
28
29
30
SAND AND STONE BAGS
MULCHING AND MULCH ANCHORING
INLET PROTECTION
GEOTEXTILE AND STONE
A permeable barrier erected below disturbed areas to capture
sediments from sheet flow.
Can be used to divert small volumes of water to stable outlets.
Ineffective as a filter and should never be placed across streams
or ditches where flow is concentrated.
Plastic Sheets can be used to create a liner in temporary channels.
Can also be used to create a temporary cover to prevent erosion
of stockpiled materials.
Anchored mulch provides erosion protection against rain and wind.
Mulch must be used on seeded areas to promote water retention
and growth.
Should be inspected after every rainstorm and repaired as necessary
until vegetation is well established.
Sand and stone bags are a useful tool in the prevention of erosion.
Can be used to divert water around a construction site by creating
a DIVERSION DIKE (KEY 10).
Works well for creating a CONSTRUCTION DAM (KEY 36) and
temporary culvert end fill.
PLASTIC SHEETS OR
GEOTEXTILE COVER
STREAM RELOCATION
A Sand Fence traps blowing sand by reducing wind velocities.
Can be used to prevent sand from blowing onto roads.
Must be maintained until sand source is stabilized.
SAND FENCE AND
DUNE STABILIZATION
Provides settling and filtering of silt laden water prior to its entry
into the drainage system.
Can be used in median and side ditches where vegetation will be
disturbed.
Allows for early use of drainage systems prior to project completion.
Provides settling and filtering of silt laden water prior to its entry
into the drainage system.
Should be used in paved areas where drainage structures are
existing or proposed.
Allows for early use of drainage systems prior to project completion.
SILT FENCE
A detail depicting the proper procedures for stream relocation.
Maintains same width, depth, and flow velocity as the natural stream.
Revegetate banks with PERMANENT/TEMPORARY SEEDING
(KEY 3), MULCHING AND MULCH ANCHORING (KEY 28), MULCH
BLANKETS AND HIGH VELOCITY MULCH BLANKETS (KEY 33)
and woody plants to shade the stream.
A B C D E F GCHARACTERISTICSDETAILKEY
4 6
SOIL EROSION & SEDIMENTATION
CONTROL MEASURES
R-96-E6-3-2010
23
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
INLET PROTECTION FABRIC DROP
9-10-2010
32
33
34
35
36
37
CHECK DAM
TEMPORARY BYPASS CHANNEL
CONSTRUCTION DAM
Used to create a dry or slack water area for construction.
Isolates the stream from raw erodible areas.
Can be created out of any non-erodible materials such as
SAND AND STONE BAGS (KEY 24), a gravel dike with clay
core or plastic liner, steel plates or plywood.
MULCH BLANKETS AND
HIGH VELOCITY MULCH BLANKETS
Mulch blankets provide an immediate and effective cover over
raw erodible slopes affording excellent protection against rain
and wind erosion.
High velocity mulch blankets work well for stabilizing the bottom
of ditches in waterways.
Can be constructed across ditches or any area of concentrated flow.
Protects vegetation in early stages of growth.
A Check Dam is intended to reduce water velocities and capture
sediment.
A Check Dam is not a filtering device.
A simple and economical way to reduce soil erosion by wind
and water.
Can be accomplished by harrowing with a disk, back blading,
or tracking with a dozer perpendicular to the slope.
SLOPE ROUGHENING AND SCARIFICATION
COFFERDAM
Utilized when a dry construction area is needed.
Isolates stream flows from raw erodible areas minimizing erosion
and subsequent siltation.
Can incorporate SEDIMENT BASIN (KEY 21), CHECK DAM
(KEY 37), and GRAVEL FILTER BERM (KEY 13) to remove
sediments from water.
Construction sequence of events may be necessary.
Used to create a dry construction area and protect the stream
from raw erodible areas.
Must be pumped dry or dewatered according to DEWATERING
WITH FILTER BAG (KEY 18).
INLET PROTECTION SEDIMENT TRAP
An Inlet Protection Sediment Trap is a temporary device that can
be used in areas where medium flows are anticipated.
Effective in trapping small quantities of sediments prior to water
entering the drainage system.
Can be used in areas such as median and side ditches.
A B C D E F GCHARACTERISTICSDETAILKEY
5 6
SOIL EROSION & SEDIMENTATION
CONTROL MEASURES
R-96-E6-3-2010
31
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
9-10-2010
COLLECTED SILT AND SEDIMENT SHALL BE REMOVED PERIODICALLY TO MAINTAIN
THE EFFECTIVENESS OF THE SEDIMENT TRAP, SEDIMENT BASIN, AND SILT FENCE.
AGGREGATES PLACED IN STREAMS SHOULD CONTAIN A MINIMUM OF FINES.
TEMPORARY EROSION AND SEDIMENTATION CONTROL PROVISIONS SHALL BE
COORDINATED WITH THE PERMANENT CONTROL MEASURES TO ASSURE EFFECTIVE
CONTROL OF SEDIMENTS DURING CONSTRUCTION OF THE PROJECT.
ALL TEMPORARY EROSION CONTROL DEVICES SHALL BE REMOVED AFTER VEGETATION
ESTABLISHMENT OR AT THE DISCRETION OF THE ENGINEER. CARE SHALL BE TAKEN
DURING REMOVAL TO MINIMIZE SILTATION IN NEARBY DRAINAGE COURSES.
6 6
SOIL EROSION & SEDIMENTATION
CONTROL MEASURES
R-96-E6-3-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
NOTES:
THIS STANDARD PLAN WILL SERVE AS A KEY IN THE SELECTION OF THE
APPROPRIATE SOIL EROSION AND SEDIMENTATION CONTROL DETAILS. THIS PLAN
ALSO PROVIDES THE KEY TO THE NUMBERED EROSION CONTROL ITEMS SPECIFIED
ON THE CONSTRUCTION PLANS. REFER TO THE MDOT SOIL EROSION &
SEDIMENTATION CONTROL MANUAL, SECTION 6 FOR SPECIFIC DETAILS, CONTRACT
ITEMS (PAY ITEMS), AND PAY UNITS.
9-10-2010
PAVEMENT
PAVED
SHOULDER
AGGREGATE
SHOULDER
4% 4%
SEED, FERTILIZE, AND MULCH AS SPECIFIED ON PLANS
TYPICAL SLOPE AND DITCH PROTECTION
MULCH BLANKET SPILLWAY DITCH
PAVEMENT
PAVED
SHOULDER
AGGREGATE
SHOULDER
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
MEDIAN DITCH
18’ MIN. HIGH VELOCITY MULCH BLANKET
7-30-2010 R-100-F1
PAVED SHOULDER
AGGREGATE
PAVEMENT
BACKSLOPE
(SEE NOTES)
DITCH
SEE DETAIL A
SEED, FERTILIZE,
AND MULCH
AS SPECIFIED ON PLANS
PAVED SHOULDER
AGGREGATE
PAVEMENT
UNDISTURBED
GROUND
SEE DETAIL A
6" TO 10"
AGGREGATE
OR EARTH
3" TO 4"
B.L.T.
W.K.P. 4
DETAIL A
SEE DETAIL A
HIGH VELOCITY MULCH BLANKET
AS SPECIFIED ON PLANS TO
VERTICAL HEIGHT OF 1’-0"
ABOVE DITCH BOTTOM
SEE DETAIL ASEE DETAIL A
MULCH BLANKET
ON GUARDRAIL FILL SLOPE
ANCHOR
MULCH BLANKET
SEEDING
AND TREE PLANTING
USE HIGH VELOCITY MULCH BLANKET ON FILL SLOPES 1:2 OR STEEPER
USE STANDARD MULCH BLANKET ON FILL SLOPES FLATTER THAN 1:2
6’
MULCH BLANKET
6’
MULCH BLANKET
6’
MULCH BLANKET
NOTE:
A 6’ WIDE MULCH BLANKET SHALL BE USED ON BOTH SIDES OF NORMAL
SECTIONS, HIGH SIDES OF ALL SUPERELEVATED SECTIONS, AND LOW
SIDES OF PAVEMENTS HAVING A SUPERELEVATION OF 5% OR LESS.
9-10-2010
BRACING DETAILBRACING - VERTICAL STAKES
TRIPOD GUYING DETAIL
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
7-30-2010 R-100-F2
LOOSEN SUBSOIL
PREPARED SOIL
TREE TRUNK
STEEL T-POSTSTEEL T-POSTS
SPACED TO AVOID
ROOT BALL.
18"
MIN.
MIN
.
6"
MIN
.
12
"
5" - 6" MULCH
TO COVER ENTIRE PLANTING HOLE.
TAPER MULCH TO TRUNK.
TREE TRUNK
2" x 4" STAKES
STAPLE
2/3
TO
TA
L H
EIG
HT
OF
EV
ER
GR
EE
N
24"
MIN
.
18"
MIN.
MIN
.
6"
PREPARED SOIL
LOOSEN SUBSOIL
NOTCHED STAKE
IN UNDISTURBED SOIL
5" - 6" MULCH
TO COVER ENTIRE PLANTING HOLE.
TAPER MULCH TO TRUNK.
4
SEEDING
AND TREE PLANTING
5" - 6" MULCH
TO COVER ENTIRE PLANTING HOLE.
TAPER MULCH TO TRUNK.
RUBBER HOSE,
INTERLOCK NEW 1/2 " x 12"
(MIN. LENGTH) RUBBER HOSES.
#11 GALVANIZED WIRE
WIRE SHALL BE SEMI-TAUGHT,
ALLOWING 1/2 " MOVEMENT OF
TREE IN ALL DIRECTIONS.
KRAFT TREE WRAP
TO COVER TRUNKS OF ALL DECIDUOUS TREES,
BEGINNING BELOW SOIL LINE JUST ABOVE ROOTS.
WRAP WITH MINIMUM 2" WIDE MASKING TAPE IN
FIVE PLACES, INCLUDING TOP & BOTTOM OF WRAPPING.
MASKING TAPE SHALL BE WRAPPED AROUND TREE A
MINIMUM OF TWO TIMES EACH PLACE. USE OF TWINE,
WIRE, OR DUCT TAPE WILL NOT BE ALLOWED.
#11 GALVANIZED WIRE
WRAPPED ONE REVOLUTION
AND BETWEEN OUTSIDE
RIDGES OF THE T-POST.
TOP OF ROOT BALL SHOULD BE
SET AT OR SLIGHTLY HIGHER
THAN SURROUNDING GRADE.
BRACE DECIDUOUS TREES 2" TO 4" IN CALIPER OR 8’
OR MORE IN HEIGHT WITH TWO STAKES.
BRACE DECIDUOUS TREES LESS THAN 2" IN CALIPER
OR 8’ IN HEIGHT WITH ONE STAKE ON THE WESTERLY
SIDE OF THE PLANT.
GUYING - TRIPOD METHOD
SLOPE PLANTING
STEEL T-POSTS
SPACED TO AVOID
ROOT BALL
LOOSEN SUBSOIL
PREPARED SOIL MIN.
18"
MIN
.
6"
GUY EVERGREENS OVER 4" IN CALIPER OR 6’ IN
HEIGHT WITH THE TRIPOD METHOD AND UNDER 6’
IN HEIGHT WITH TWO STAKES.
#11 GALVANIZED WIRE,
WIRE SHALL BE SEMI-TAUGHT
ALLOWING 1/2 " MOVEMENT OF
TREE IN ALL DIRECTIONS.
RUBBER HOSE,
INTERLOCK NEW 1/2 " x 12"
(MIN. LENGTH) RUBBER HOSES.
STEEL T-POSTS
SPACED TO AVOID ROOT BALL,
INSTALL IN VERTICAL POSITION.
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
FILL PREPARED SOIL TO 1/2 THE DEPTH OF THE ROOT BALL,
PACK FIRMLY, AND PUDDLE WITH WATER.
BACKFILL WITH PREPARED SOIL WHICH, AFTER COMPACTION, IS
FLUSH WITH SURROUNDING GROUND LEVEL.
LOOSEN SUBSOIL TO A DEPTH OF 4". LOOSEN EARTH ON SIDES
OF PLANT POCKET TO BREAK ANY GLAZING CAUSED BY DIGGING.
PLANTING NOTES:
COVER ENTIRE PLANT POCKET AREA WITH 5"-6" MULCH. PRUNE,
WRAP, AND BRACE AND GUY.
ALL EXCAVATED MATERIAL SHALL BE REMOVED FROM THE SITE -
IMMEDIATELY.
WHEN PLANTS ARE FURNISHED IN CONTAINERS, CONTAINERS
SHALL BE COMPLETELY REMOVED AT THE TIME OF PLANTING.
TREE HEIGHTS ARE SHOWN BEFORE PRUNING. TREE PLANTING
DEPTHS ARE SHOWN AFTER SETTLING.
TREES AND SHRUBS SHALL NOT BE PLANTED WITHIN 50’ AND 30’
RESPECTIVELY OF THE NEAREST EDGE OF METAL - EXCEPT WHERE
INACCESSIBLE TO VEHICLES.
STEEL T-POSTS
SPACED TO AVOID
ROOT BALL
LOOSEN SUBSOIL
PREPARED SOIL
6"
MIN
.
MIN.
18"
5" - 6" MULCH
TO COVER ENTIRE PLANTING HOLE.
TAPER MULCH TO TRUNK.
BRACING - SEE DETAIL
MULTIPLE STEM TREES
AS PER PLANS
5" - 6" MULCH
TO COVER ENTIRE PLANTING HOLE.
TAPER MULCH TO TRUNK.
1 ON 2 SLOPE, TYP.
PREPARED SOIL
RAISED SHRUB BED DETAIL
PREPARED SOIL
12
"
MIN
.
MIN
.
3"
FIRST AND SECOND WATERING AND CULTIVATION SHALL INCLUDE SHRUB BEDS.
CUT 6" X 12" (MIN.) EDGING AROUND THE PERIMETER OF ALL SHRUB BEDS SHOWN
ON THE PLANS. SPRAY A NON-PERSISTANT GLYPHOSATE HERBICIDE TO ENTIRE
SHRUB BEDS PRIOR TO PLANTING AND BARK PLACEMENT.
SHRUB BEDS ARE TO BE PAID FOR BY THE PAY ITEM ’SITE PREPARATION’.
ALL PLANTS SHALL BE SET PLUMB AND HAVE THE BEST SIDE OF PLANT FACING
THE MAIN VIEWING DIRECTION.
6"
MIN
SHRUB BED DETAIL
6"
MIN
6"
MIN
LOOSEN SUBSOIL
6"
MIN
6"
MIN 6"
MIN
MIN12"
SHRUB BED EDGING DETAIL
MIN
6"
7-30-2010 R-100-F3 4
SEEDING
AND TREE PLANTING
5" - 6" MULCH
COVER ENTIRE PLANT BED.
TAPER MULCH TO TRUNK.
9-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
7-30-2010 R-100-F4 4
ITEMS CALLED FOR ON THIS STANDARD MAY ALSO BE USED DURING
CONSTRUCTION AS AN EROSION CONTROL MEASURE. SEE STANDARD PLAN
R-96-SERIES.
ALL DITCHES SHOULD HAVE HIGH VELOCITY MULCH BLANKET FOR EROSION
CONTROL.
THE FIRST 6’ BEHIND THE CURB OR SHOULDER IN URBAN MEDIAN AREAS
WILL BE SEEDED, FERTILIZED, AND MULCHED WITH MULCH BLANKET.
THE REMAINING AREAS WILL BE SEEDED, FERTILIZED, AND MULCHED WITH
MULCH BLANKET OR STANDARD MULCH ANCHORED IN PLACE WITH A MULCH
ADHESIVE OR WITH A MULCH NET.
ALL AREAS WHERE MULCH BLANKET IS CALLED FOR SHALL BE SEEDED,
FERTILIZED, AND TOPSOILED AS SPECIFIED ON PLANS. NO MULCH OR
ANCHORING MULCH IS REQUIRED WHERE MULCH BLANKET IS INSTALLED.
SEEDING
AND TREE PLANTING
BACKSLOPE RESTORATION TREATMENT SHALL BE THE SAME AS THE FRONT
SLOPE.
SEEDING NOTES:
THIS STANDARD ILLUSTRATES THE TYPICAL USE OF SEEDING WITH MULCH,
AS THESE ITEMS RELATE TO ROADWAY CONSTRUCTION. THE ACTUAL
DESIGN AND MATERIALS USED TO CONSTRUCT THE COMPLETE SECTION,
WHICH INCLUDES SEEDING WITH MULCHING, WILL BE ACCORDING TO THE
PLANS AND CURRENT SPECIFICATIONS.
PERENNIAL BEDS ARE TO BE PAID FOR BY THE PAY ITEM ’SITE PREPARATION’.
COVER ENTIRE PLANT POCKET AREA WITH 5" - 6" MULCH AS SHOWN.
REFER TO THE "SPECIAL PROVISIONS FOR BARE ROOT PLANTING"
FOR SHIPPING, STORAGE AND HANDLING REQUIREMENTS.
MAINTAIN ROOT MOISTURE BY KEEPING ROOTS IMMERSED IN WATER
PRIOR TO PLANTING.
ROOT PRUNE AS NECESSARY TO REMOVE ALL DAMAGED OR BROKEN
ROOTS, AND AS REQUIRED BY THE DISTRICT FORESTER OR RESOURCE
SPECIALIST.
DIG PLANTING HOLES AT LEAST 12" WIDE AND 12" DEEP TO
ACCOMODATE ROOT MASS.
SET PLANTS PLUMB WITH THE ROOTS SPREAD PUT IN A NATURAL
POSITION AT A DEPTH EQUAL TO THE DEPTH AT THE NURSERY.
HOLD PLANT FIRMLY AND PUDDLE (NOT TAMP) THE BACKFILL
AROUND THE ROOTS WITH WATER. SUFFICIENT WATER SHALL BE
USED TO ENSURE SATURATION OF THE BACKFILL, BUT CARE
SHOULD BE TAKEN NOT TO OVERWATER, CAUSING A FLOATING
SOIL MASS THAT PREVENTS COMPACTION AND MAY RESULT IN AIR
POCKETS ADJACENT TO THE ROOTS. BACKFILL SHOULD BE FLUSH
WITH THE GROUND AFTER COMPACTION.
PERENNIALS ARE TO BE FULLY DEVELOPED TWO YEAR #2 CONTAINER PLANTS.
FIRST AND SECOND WATERING AND CULTIVATION SHALL INCLUDE PERENNIAL BEDS.
ENTIRE PERENNIAL BED SHALL BE EXCAVATED DOWN 12" AND REPLACED WITH
12" OF PREPARED SOIL.
PERENNIAL PLANTS
LOOSEN SUBSOIL
PREPARED SOIL
2" - 3" MULCH
COVER ENTIRE PLANT BED.
TAPER MULCH TO TRUNK.
1 1/2 x
CONTAINER
DEPTH
1 1
/2
x
CO
NT
AIN
ER
DE
PT
H
PLANTING BARE ROOT PLANT MATERIAL
PREPARED SOIL
LOOSEN SUBSOIL
5" - 6" MULCH
COVER ENTIRE PLANT BED.
TAPER MULCH TO TRUNK.
12" MIN
12
" M
IN
BARE ROOT PLANTS
MEDIAN PLANTING
NOT TO SCALE
40’40’ 70’
70’ 40’
20
’
TY
P
PLANTING ZONE LIMITS
150’
20
’
TY
P
PLANTINGS MUST BE A MINIMUM OF 150’
FROM CENTERLINE OF CROSSROADS.
MINIMUM SETBACK OF 10’ FROM BACK
OF CURB IN THE TURN LANE FOR SHADE
AND INTERMEDIATE TREES.
PLANTING ZONE LIMITS70’
THRU LANE
THRU LANE
9-10-2010
1 7
SUPERELEVATION AND
PAVEMENT CROWNS
RATE OF
SUPERELEVATION
RATE OF SUPERELEVATION MINUS
NORMAL SHOULDER SLOPE
RATE OF SUPERELEVATION
SHOULDER
RATE OF SUPERELEVATION
SHOULDER
LEGEND
x
x
RAMPS
SSUPERELEVATION
W = RAMP WIDTH
D
W = RAMP WIDTH
PLAN GRADE
PLAN GRADE AND
POINT OF ROTATION
(NORMAL)
(SUPERELEVATED)
SHOULDER SHOULDERPAVEMENT WIDTH
W W
DPLAN GRADE PLAN GRADE
PLANE OF SUPERELEVATION
D
PLAN GRADE AND
POINT OF ROTATION
DEPTH AS SHOWN ON PLANS
(TWO-WAY SHOWN)
\
SUPERELEVATED FINISHED SECTION
NOTE: SUBGRADE DRAINAGE SHALL BE
AS SHOWN ON PLAN TYPICAL
CROSS SECTIONS
SUPERELEVATIONRATE OF
1%3% TO AND
INCLUDING 5%
2%
2%
(MORE THAN 5%)
2%
(WHEN RATE OF SUPERELEVATION5% OR LESS)
WHEN RATE OF FULL
SUPERELEVATION IS
NC = NORMAL CROWN RATE
W = DISTANCE IN FEET FROM POINT OF
ROTATION TO FARTHEST OUTSIDE EDGE
D = W NC
e = RATE OF SUPERELEVATION
S = W e
C = CROWN RUNOUT / TANGENT RUNOUT
(ADVERSE CROWN REMOVED)
L = TRANSITION LENGTH OR SUPERELEVATION
RUNOFF OF INSIDE OR OUTSIDE EDGE OF
PAVEMENT
% = SUPERELEVATION TRANSITION SLOPE OF
PAVEMENT EDGES
B.L.T.
W.K.P.
HIGH SIDE SHOULDER CHART
SHOULDER SLOPE
(SEE HIGH SIDE
SHOULDER CHART)
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
SHOULDER SLOPE
AT FULL SUPERELEVATION EQUALS
OVER 5%
SHOULDER SLOPE EQUALS THE
RATE OF SUPERELEVATION OR
THE NORMAL SHOULDER SLOPE
WHICHEVER IS GREATER
DITCH DEPTH ON INSIDE OF CURVE
EQUALS NORMAL DITCH DEPTH PLUS
WIDTH OF PAVEMENT AND SHOULDER
INSIDE THE POINT OF ROTATION
TIMES RATE OF SUPERELEVATION
OR 1’ BELOW SAND SUBBASE,
WHICHEVER IS GREATER
DITCH DEPTH ON OUTSIDE OF CURVE
EQUALS NORMAL DITCH DEPTH MINUS
WIDTH OF PAVEMENT AND SHOULDER
OUTSIDE THE POINT OF ROTATION
TIMES RATE OF SUPERELEVATION OR
1’ BELOW SAND SUBBASE, WHICHEVER
IS GREATER
R-107-H
FROM 2% TO 3%
NOTES:
THE CROWN POINT AND POINT OF ROTATION WILL NORMALLY BE AT THE
CENTER OF TWO-LANE AND FOUR-LANE UNDIVIDED PAVEMENTS AND AT THE
EDGE OF AN INSIDE LANE OF FIVE-LANE UNDIVIDED PAVEMENTS. THE
POINT OF ROTATION WILL NORMALLY BE AT THE INSIDE EDGES OF DIVIDED
PAVEMENTS.
THE CROWN IS TO BE REMOVED IN SUPERELEVATION SECTIONS.
ON URBAN SERVICE ROADS AND URBAN FREE ACCESS TRUNKLINE CURVES
WHERE DRIVEWAYS ARE PREVALENT, AND WHERE NORMAL SUPERELEVATION
CANNOT BE OBTAINED, A MINIMUM OF 1.5% TO 2% SUPERELEVATION IN THE
DIRECTION OF THE CURVE MAY BE USED TO REMOVE THE ADVERSE CROWN.
DESIGN MODIFICATION OF TRANSITIONS, POINT OF ROTATION, AND CROWNS
MAY BE NECESSARY TO IMPROVE RIDING QUALITY AND APPEARANCE.
THE LOCATION, LENGTH OF SUPERELEVATION TRANSITIONS, CROWN RUNOFF
LENGTHS, SUPERELEVATION RATES, AND POINT OF ROTATION WILL BE AS
SPECIFIED ON THE PLANS.
SPIRAL LENGTHS WILL BE EQUAL TO OR LONGER THAN TRANSITION SLOPE
LENGTHS.
10-19-2009
SPIRAL TRANSITIONS SHOULD BE USED ON NEW ALIGNMENTS, BASED ON
THE DESIGN SPEED OF THE CURVE AND THE RADIUS AS SHOWN IN THE
TABLE. THE TABLE GIVES THE MAXIMUM RADIUS IN WHICH A SPIRAL
SHOULD BE USED.
BEGIN THE HIGH SIDE SHOULDER TRANSITION AT THE PAVEMENT CROWN
RUN OUT POINT (CROWN REMOVED). TRANSITION THE SHOULDER IN THE
DISTANCE "L" TO THE SHOULDER SLOPE RATE REQUIRED AT FULL PAVEMENT
SUPERELEVATION.
IF THE RATE OF FULL PAVEMENT SUPERELEVATION IS GREATER THAN THE
NORMAL SHOULDER SLOPE, BEGIN THE LOW SIDE SHOULDER TRANSITION
WHEN THE PAVEMENT REACHES THE SAME PLANE AND SLOPE RATE AS THE
NORMAL SHOULDER.
WHEN TRANSITIONING THE SHOULDER SLOPE TO/FROM A BRIDGE SECTION,
CALCULATE THE TRANSITION DISTANCE USING THE SUPERELEVATION
TRANSITION SLOPE ( %) REQUIRED FOR THE CURVE, OR IN TANGENT
SECTIONS, USE THE MINIMUM VALUE FOR SUPERELEVATION TRANSITION
SLOPE ( %) GIVEN IN THE TABLE, IN THE COLUMN FOR THE SPEED OF
THE ROADWAY. (TRANSITION DISTANCE = SHOULDER WIDTH x (RATE OF
BRIDGE SHOULDER SUPERELEVATION MINUS RATE OF ROAD SHOULDER
SUPERELEVATION) x 100 / %)
9-10-2010
2 7
PAVEMENT CROWNS
SUPERELEVATION AND
265
300
350
400
450
500
600
700
720
800
820
900
1000
1150
1200
1400
1800
2000
2500
3000
3500
4000
5000
6000
8000
10000
12000
14000
17000
20000
23000
2.0
2.0
2.3
2.5
3.0
3.4
3.5
3.8
4.1
4.3
4.4
4.6
4.7
5.0
5.4
5.7
6.0
6.3
6.7
6.9
0.50
0.50
0.51
0.52
0.54
0.55
0.56
0.57
0.57
0.58
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.42
0.43
0.45
0.46
0.49
0.50
0.51
0.52
0.53
0.54
0.54
0.55
0.56
0.57
0.58
2.0
2.0
2.2
2.5
2.9
3.5
3.8
4.5
4.9
5.0
5.4
5.7
5.9
6.0
6.3
6.3
6.7
7.0
0.41
0.40
0.40
0.43
0.44
0.46
0.47
0.49
0.50
0.50
0.52
0.52
0.53
0.53
0.54
0.54
2.0
2.4
2.6
3.0
3.5
4.1
4.4
5.1
5.6
5.7
6.1
6.4
6.6
6.7
6.9
6.9
0.42
0.41
0.40
2.0 0.40
0.42
0.43
0.44
0.45
0.46
0.48
0.49
0.49
0.49
0.50
0.50
0.50
2.0
2.3
2.8
3.1
3.5
4.1
4.7
5.1
5.8
6.3
6.4
6.7
6.9
7.0
7.0
0.42
0.41
0.40
2.0 0.40
0.41
0.42
0.43
0.44
0.45
0.46
0.47
0.47
2.3
2.7
3.3
3.6
4.1
4.7
5.4
5.7
6.5
6.8
6.9
0.40
0.39
0.39
2.0 0.38
0.40
0.41
0.42
0.43
0.44
0.45
2.7
3.1
3.8
4.2
4.7
5.3
6.1
6.4
6.9
0.39
0.38
0.37
2.1 0.36
0.38
0.39
0.41
0.42
0.43
3.0
3.5
4.2
4.7
5.2
5.9
6.6
6.9
0.37
0.35
0.34
2.3 0.33
2.0 0.32
2.0 0.32
0.36
0.37
0.38
0.39
0.40
2.6
3.3
3.9
4.7
5.2
5.9
6.5
7.0
0.34
0.33
0.32
2.1 0.31
2.0 0.31
2.0 0.31
0.35
0.36
0.37
0.38
2.9
3.7
4.4
5.3
5.9
6.5
7.0
0.34
0.33
0.31
2.3 0.31
2.0 0.30
2.0 0.30
0.42
0.44
0.44
3.3
3.5
3.8
4.2
4.6
4.8
0.41
0.40
0.39
2.8 0.37
2.4 0.36
2.0 0.34
60 MPH
e % e % e % e % e % e % e % e % e % e % % % % % % % % % % %
75 MPH70 MPH
65 MPH60 MPH55 MPH50 MPH45 MPH40 MPH30 MPH
RATE OF SUPERELEVATION AND SUPERELEVATION TRANSITION SLOPE
(FEET)
RADIUS
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
--------
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
----
1600 2.7 0.52 0.484.1 0.484.8 0.475.4 0.456.1 0.446.7 0.437.0 0.454.9
2.0 0.36
0.53
R MIN.= 2344’
R MIN.= 1922’
R MIN.= 1565’
R MIN.= 1263’
R MIN.= 1008’
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
R MIN.= 1412’
35 MPH
e % %
----
----
----
----
----
----
----
----
----
NC
NC
NC
NC
NC
NC
NC
NC
NC
2.0
2.4
2.9
3.1
3.7
4.1
4.3
4.6
4.8
5.1
5.1
5.4
5.5
5.9
6.4
6.6
6.8
0.45
0.46
0.48
0.49
0.52
0.53
0.54
0.55
0.55
0.56
0.57
0.57
0.58
0.60
0.61
0.61
3.4 0.50
0.51
2.0
2.0
R MIN.= 464’
R MIN.= 614’
R MIN.= 794’
0.45
0.45
2.0 0.34
max
max
FREEWAYS
225 7.0 0.66
R MIN.= 222’
R MIN.= 327’
7.0 0.62
URBAN RAMPS
FREEWAYS AND
URBAN
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
R-107-H
RAMPS (WITH A 60 MPH DESIGN SPEED) IS 5%, OTHERWISE e = 7% .
USE e . MAXIMUM SUPERELEVATION FOR URBAN FREEWAYS AND URBAN
FOR RADII LESS THAN THOSE TABULATED, (BUT NOT LESS THAN R MIN.),
RADIUS, USE THE MAXIMUM DELTA VALUE FOR THE CORRESPONDING SPEED.
IF DELTA VALUES FROM THE CHART CANNOT BE OBTAINED FOR THE DESIGN
(STOPPING CONDITION) SHOULD BE LIMITED TO 5% MAX.
THE RATE OF SUPERELEVATION FOR CURVES APPROACHING RAMP TERMINALS
LOOP RAMPS SHALL HAVE A 7% RATE OF SUPERELEVATION.
NOTES:
10-19-20099-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION.
NOTE: THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL SIGNED COPY APPROVED FOR PUBLICATION, IS KEPT ON FILE AT THE
3 7
SUPERELEVATION AND
PAVEMENT CROWNS
3 2 1 3 2 1 3 2 1
W W
3 2
1
1
2
3
CBA
1
2 3
3
2
1
3
%
L = (100) %
SC = (100)
%
D
P.C. OR P.T.
PLAN GRADE AND
POINT OF ROTATION
1
2
3
D
SS
D
S
D
S
W W
D
1 2 1 2 1 2 1 2
SLEVEL
D
3
C = (100) %
DL = (100)
%
S
2
1
A
21 1
2
B C D
2
1
S
P.C. OR P.T.
PLAN GRADE AND
POINT OF ROTATION
%
LEVEL
W W
SECTION
AT A
SECTION
AT B
SECTION
AT C
SECTION
AT D
UNSPIRALED RAMP (CROWN SAME DIRECTION AS SUPER)UNSPIRALED RAMP (CROWN ADVERSE TO SUPER)
SECTION AT A SECTION AT B SECTION AT C SECTION AT D
UNSPIRALED TWO-WAY ROADWAY
W W
D
1 2 1 2 1 2 1 2
S
D
3
L = (100) %
S
1
2
A
1
2
1
2
B C D
2
1
S
P.C. OR P.T.
PLAN GRADE AND
POINT OF ROTATION
SECTION
AT A
SECTION
AT B
SECTION
AT C
SECTION
AT D
%
S - D (100)
(USED ONLY FOR DETERMINING PC/PT)
ACTUAL TRANSITION
NO
TRANSITION
PCPC
= CROWN POINTPC
CR
OW
N
DISTANCE FROM IN FT.
2% = NC
30
35
40
50
45
55
SPIRAL CURVE TRANSITIONS
456
620
810
1025
1265
1531
60
65
70
80
75
1822
2138
2479
2846
3238
DESIGN
SPEED
(MPH)
DESIGN
SPEED
(MPH)
MAXIMUM
RADIUS
(FEET)
MAXIMUM
RADIUS
(FEET)
ABBREVIATIONS FOR
SPIRALED RAMPS AND ROADWAYS:
T.S. = TANGENT TO SPIRAL
S.T. = SPIRAL TO TANGENT
C.S. = CURVE TO SPIRAL
S.C. = SPIRAL TO CURVE
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
R-107-H10-19-20099-10-2010
4 7
SUPERELEVATION AND
PAVEMENT CROWNS
%
3
2
1 3
1 2
3
2
1
3
2
1
5
4
3
5
3 4
5
4
3 3
4
5
%C = (100)
%
3
1/2 D
A
B
C
D
321 3 4 5 321 3 45
321 34
5
321 3
4
5
W
1/2
S
1/2
S
S
1/2
S
1/2
S
S
WW W
S
S
1/2
D
PLAN GRADE OR
POINT OF ROTATION
P.C. OR P.T.
1/2
D
LE
FT
RO
AD
WA
YR
IGH
T R
OA
DW
AY
1/2
D
%
S
3S
3S
3S
S
3S
3S
3S
3 OUTSIDE
S - 1/2 DL = (100)
%
S - D32
OUTSIDEL = (100) %
31
OUTSIDE
DC = (100)
P.C. OR P.T.
3
%
S - D31
L = (100) %
32 D
INSIDE INSIDE
INSIDE
P.C. OR P.T.
4
3
2
6
57
C
1
4
7
6
5
A
B
4 5 6
4
3
2
1
4
3
1 2
4
7
4
3
2
1
7
6
5
4
D
4
5
6
7
1
2
3
4
E
1
W
3 D
3 D
2
2 3 4 4 5 6 7
W
LE
FT
RO
AD
WA
YR
IGH
T R
OA
DW
AY
3 D
3 D
1 2 3 4 4 5 6 7
LEVEL
1 2 3 4 4 5 67
LEVEL
1 2 3 4 45
67
1 2 3 4 4
5
6
7
W W
S
S
%
%
LEVELLEVEL
PLAN GRADE AND
POINT OF ROTATION
SECTION AT DSECTION AT CSECTION AT BSECTION AT A
UNSPIRALED FOUR LANE DIVIDED ROADWAY
UNSPIRALED SIX LANE DIVIDED ROADWAY
SECTION AT A
SECTION AT B SECTION AT C SECTION AT D SECTION AT E
C = (100)
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
R-107-H10-19-20099-10-2010
W W
3 2 1 3 2 1 3 2 1
W W
3 2
1
1
2
3
CBA
1
2 3
3
2
1 %
L = (100) %
SC = (100)
%
C.S OR S.C.
PLAN GRADE AND
POINT OF ROTATION
1
2
3
DS
S
D
S
D
S
T.S. OR S.T.
%
D
LEVEL
SECTION AT A SECTION AT B SECTION AT C SECTION AT D
SPIRALED TWO-WAY ROADWAY
W W
D
1 2 1 2 1 2 1 2
SLEVEL
D
C = (100) %
DL = (100)
%
S
2
1
A
21
1
2
B C D
2
1
S
PLAN GRADE OR
POINT OF ROTATION
T.S. OR S.T. C.S. OR S.C.
%
SECTION
AT A
SECTION
AT B
SECTION
AT C
SECTION
AT D
SPIRALED RAMP (CROWN ADVERSE TO SUPER) SPIRALED RAMP (CROWN SAME DIRECTION AS SUPER)
W W
D
1 2 1 2 1 2 1 2
S
D 1
2
A
1
2
1
2
B C D
2
1
S
PLAN GRADE OR
POINT OF ROTATION
%
T.S. OR S.T. C.S. OR S.C.
SECTION
AT A
SECTION
AT B
SECTION
AT C
SECTION
AT D
%
S - D (100)
L = (100) %
S
ACTUAL TRANSITION
NO
TRANSITION
5 7
SUPERELEVATION AND
PAVEMENT CROWNS
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
R-107-H10-19-20099-10-2010
6 7
SUPERELEVATION AND
PAVEMENT CROWNS
%
3
2
1 3
1 2
3
2
1
3
2
1
5
4
3
5
3 4
5
4
3 3
4
5
%C = (100)
%
1/2 D
A
B
C
D
321 3 4 5 321 3 45
321 34
5
321 3
4
5
W
1/2
S
1/2
S
S
1/2
S
1/2
S
S
WW W
S
S
1/2
D
PLAN GRADE OR
POINT OF ROTATION 1
/2 D
LE
FT
RO
AD
WA
YR
IGH
T R
OA
DW
AY
1/2
D
%
S - 1/2 DL = (100)
C.S OR S.C.T.S. OR S.T.
S
3S
3S
3S
S
3S
3S
3S
4
3
2
6
57
C
1
4
7
6
5
A
B
4 5 6
4
3
2
1
4
3
1 2
4
7
4
3
2
1
7
6
5
4
D
4
5
6
7
1
2
3
4
E
1
W
3 D 3 D
2
2 3 4 4 5 6 7
W
LE
FT
RO
AD
WA
YR
IGH
T R
OA
DW
AY
3 D
3 D
1 2 3 4 4 5 6 7
LEVEL
1 2 3 4 4
LEVEL
1 2 3 4 45
67
1 2 3 4 4
5
6
7
W WS
S
T.S. OR S.T. C.S OR S.C.
C.S OR S.C.
T.S. OR S.T.
%
%
LEVELLEVEL
PLAN GRADE AND
POINT OF ROTATION
5 67
SECTION AT A SECTION AT B SECTION AT C SECTION AT D
SECTION AT A
SECTION AT B SECTION AT C SECTION AT D SECTION AT E
SPIRALED SIX LANE DIVIDED ROADWAY
SPIRALED FOUR LANE DIVIDED ROADWAY
%
S - D31
L = (100) %
32 D
INSIDE INSIDEC = (100)
%
S - D32
OUTSIDEL = (100) %
31
OUTSIDE
DC = (100)
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
R-107-H10-19-20099-10-2010
7 7R-107-H
SUPERELEVATION AND
PAVEMENT CROWNS
ZNUMBER
OF LANES
3
5
7
32
1/2
3/4
Z VALUES FOR
UNSPIRALED TWO WAY ROADWAYS
WITH AN ODD NUMBER OF LANES
%
Z .
2 3 2 3 2 3 2 3
S
C = (100) %
DL = (100)
%
S
2
1
A
21
1
2
B C D
S
%
SECTION
AT A
SECTION
AT B
SECTION
AT C
SECTION
AT D
3 3 3
3
2
1
%
S - D(100)
%
1
W W
LEVEL
D
1 1 1
2 3 2 3 2 3 2 3
C = (100) %
DL = (100)
%
S
2
3
A
21
1
2
B C D
SECTION
AT A
SECTION
AT B
SECTION
AT C
SECTION
AT D
13 3
3
2
1
%
S - D(100)
1
W
LEVEL
1 1 1
D
S
S
W
Z S.
Z S.
Z S.
Z D.
Z W.
Z W. Z W.
UNSPIRALED TWO WAY ROADWAY WITH ODD NUMBER OF LANES
(FARTHEST EDGE ON HIGH SIDE)
Z S.
Z .
%
Z W.
Z D.
UNSPIRALED TWO WAY ROADWAY WITH ODD NUMBER OF LANES
(FARTHEST EDGE ON LOW SIDE)
3
P.C. OR P.T.
3
P.C. OR P.T.
DZ
D.
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
10-19-20099-10-2010
DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVALCHECKED BY:
DRAWN BY:
Michigan Department of Transportation
ENGINEER OF DEVELOPMENT
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
ENGINEER OF DELIVERY
APPROVED BY:
APPROVED BY:
Kirk T. Steudle
BY
PREPARED
DESIGN DIVISION
SHOULDER AND CENTER LINE
CORRUGATIONS
8R-112-G
SECTION B - BSECTION A - A
A A
B
B
OU
TS
IDE
ED
GE
OF
PA
VE
D S
HO
UL
DE
RJOINT SPACING OF CONCRETE SHOULDER
* THE DISTANCE FROM THE CORRUGATION TO THE TRANSVERSE JOINT SHALL
BE AT LEAST 6" BUT LESS THAN 12".
A A
B
B
OU
TS
IDE
ED
GE
OF
PA
VE
D S
HO
UL
DE
R
* THE DISTANCE FROM THE CORRUGATION TO THE TRANSVERSE JOINT SHALL
BE AT LEAST 6" BUT LESS THAN 12".
CONCRETE SHOULDER PLAN
ADJACENT TO 12’ LANE
CONCRETE SHOULDER PLAN
ADJACENT TO 14’ LANE
A A
B
B
SHOULDER CORRUGATIONS
OU
TS
IDE
ED
GE
OF
PA
VE
D S
HO
UL
DE
R
A A
B
B
OU
TS
IDE
ED
GE
OF
PA
VE
D S
HO
UL
DE
R
HMA SHOULDER PLAN
ADJACENT TO 12’ LANE
HMA SHOULDER PLAN
ADJACENT TO 14’ LANE
CONTINUOUS GROOVING
FOR LENGTH OF SHOULDERCONTINUOUS GROOVING
FOR LENGTH OF SHOULDER
FREEWAY SHOULDER CORRUGATIONS
1
1/2
" -
5
/8 "1’-4"
FULL DEPTH SHOULDER PAVEMENT
7"1’-0"
1/2
" -
5
/8 "
(TY
P.)
JO
INT
LIN
E
4"
* 8 1/2 " (TYP.)
JOINT SPACING OF CONCRETE SHOULDER
JO
INT
LIN
E
SHOULDER CORRUGATIONS
SHOULDER CORRUGATIONS
* 8 1/2 " (TYP.)
6"
SHOULDER CORRUGATIONS
JO
INT
LIN
E
4"
JO
INT
LIN
E
6"
B.L.T.
W.K.P.
(FOR FREEWAY SHOULDERS PAVED 4 FEET OR GREATER)
6-7-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
SHOULDER AND CENTER LINE
CORRUGATIONS
82
SECTION A-A
SECTION B-B
EDGE OF
TRAVELED WAY
EDGE OF
TRAVELED WAY
12’ GAP
SHOULDER
SHOULDER
EDGE OF TRAVELED WAY
EDGE OF TRAVELED WAY
48’ SHOULDER CORRUGATIONS48’ SHOULDER CORRUGATIONS
TYPICAL NON-FREEWAY
SHOULDER CORRUGATION INSTALLATION
NON-FREEWAY SHOULDER CORRUGATIONS
SHOULDER CORRUGATIONS ON TWO-WAY ROADWAYS
7" (< 1/2 ")
12" 12" (< 1/2 ")
* LATERAL DEVIATION SHALL NOT EXCEED 1" IN 100’.
12
"
NOTE:
ON CONCRETE PAVEMENTS, THE DISTANCE FROM A SHOULDER
CORRUGATION TO A TRANSVERSE JOINT SHALL BE AT LEAST
6" BUT LESS THAN 12".
SEE NOTE
3/8 "( (
- 0
+ 1/8 "
3/8 "( (
- 0
+ 1/8 "
R-112-G
(FOR NON-FREEWAY SHOULDERS PAVED 6 FEET OR GREATER)
6-7-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
SHOULDER AND CENTER LINE
CORRUGATIONS
83
100’
SHOULDER CORRUGATIONS AT INTERSECTIONS
50’50’ BEGINNING AND END OF APPROACH OR INTERSECTION
50’50’ BEGINNING AND END OF APPROACH OR INTERSECTION
NON-FREEWAY SHOULDER CORRUGATIONS
50’
RE
SID
EN
TIA
L
DR
IVE
25’
BRIDGE
25’
APPROACH
SLAB
SHOULDER CORRUGATIONS AT BRIDGES
OMIT SHOULDER CORRUGATIONS IN THIS AREA
CO
MM
ER
CIA
L D
RIV
E
NOTE:
SHOULDER CORRUGATIONS MAY BE OMITTED IN AREAS WITH HIGH
CONCENTRATIONS OF DRIVES, WHEN DIRECTED BY THE ENGINEER.
SEE NOTES
R-112-G
(FOR NON-FREEWAY SHOULDERS PAVED 6 FEET OR GREATER)
6-7-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
SHOULDER AND CENTER LINE
CORRUGATIONS
84
NON-FREEWAY SHOULDER CORRUGATIONS
50’
100’
50’
50’
50’
SHOULDER CORRUGATIONS AT INTERSECTIONS
50’
50’
25’25’
SHOULDER CORRUGATIONS AT RAILROADS
OMIT SHOULDER CORRUGATIONS
IN THIS AREA
R-112-G
(FOR NON-FREEWAY SHOULDERS PAVED 6 FEET OR GREATER)
6-7-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
SHOULDER AND CENTER LINE
CORRUGATIONS
85
SECTION A-A
SECTION B-B
SHOULDER EDGE OF TRAVELED WAY
SHOULDER
\ \
EDGE OF TRAVELED WAY
TYPICAL NON-FREEWAY CENTER LINE
CORRUGATION INSTALLATION
CENTER LINE CORRUGATIONS ON TWO-WAY ROADWAYS
7" (< 1/2 ")
NON-FREEWAY CENTER LINE CORRUGATIONS
* LATERAL DEVIATION SHALL NOT EXCEED 1" IN 100’.
SEE NOTE
SUPERELEVATED ROADWAY
SECTION B-B
CROWNED ROADWAY
1/2 "( (
- 0
+ 1/8 "
3/8 "( (
- 0
+ 1/8 " 3/8 "( (
- 0
+ 1/8 "
3/8 "( (
- 0
+ 1/8 "
NOTE:
ON CONCRETE PAVEMENTS, THE DISTANCE FROM A CENTER LINE
CORRUGATION TO A TRANSVERSE JOINT SHALL BE AT LEAST
6" BUT LESS THAN 12".
R-112-G6-7-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
SHOULDER AND CENTER LINE
CORRUGATIONS
86
25’
BRIDGE
25’
TERMINATE CENTER LINE CORRUGATIONS
AT BEGINNING AND END OF APPROACH OR INTERSECTION
OMIT CENTER LINE CORRUGATIONS IN THIS AREA
CENTER LINE CORRUGATIONS AT BRIDGES
CENTER LINE CORRUGATIONS AT INTERSECTIONS
CENTER LINE CORRUGATIONS AT DRIVEWAYS
APPROACH
SLAB
RE
SID
EN
TIA
L
DR
IVE
CO
MM
ER
CIA
L
DR
IVE
NON-FREEWAY CENTER LINE CORRUGATIONS
SEE NOTES
TERMINATE CENTER LINE CORRUGATIONS
3 TIMES WIDTH OF COMMERCIAL DRIVE
OR AS DIRECTED BY THE ENGINEER
SEE NOTES
R-112-G6-7-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
NON-FREEWAY CENTER LINE CORRUGATIONS
25’
CENTER LINE CORRUGATIONS AT RAILROADS
25’
OMIT CENTER LINE CORRUGATIONS
IN THIS AREA
SHOULDER AND CENTER LINE
CORRUGATIONS
87R-112-G6-7-20109-10-2010
MICHIGAN DEPARTMENT OF TRANSPORTATION
OF
SHEET
PLAN DATEF.H.W.A. APPROVAL
BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR
SHOULDER AND CENTER LINE
CORRUGATIONS
88
CORRUGATIONS SHALL NOT BE PLACED OVER A TRANSVERSE SHOULDER JOINT.
CORRUGATION LOCATION IN THE AREA OF FREEWAY RAMPS WILL BE AS FOLLOWS:
THE TYPICAL OFFSET WILL BE INCREASED TO 24" AND BE LOCATED ON THE
SHOULDER SIDE OF THE JOINT BEGINNING 300’ IN ADVANCE OF THE EXIT
RAMP TAPER. THIS OFFSET WILL CONTINUE UNTIL THE 2’ POINT OF THE
GORE. THE CORRUGATIONS WILL END ALONG THE RAMP AT THIS POINT AND
SIMULTANEOUSLY BEGIN ON THE MAINLINE SHOULDER WITH THE NORMAL OFFSET.
THE CONFIGURATION FOR ENTRANCE RAMPS WILL BE IN THE REVERSE ORDER OF
THE EXIT RAMPS.
WITHIN AN URBAN FREEWAY AREA OR OTHER LIMITED FREEWAY AREA, SHOULDER
CORRUGATIONS MAY BE OFFSET UP TO 12" FROM THE EDGE OF THE TRAVEL LANE,
AS SHOWN IN THE PLANS, OR AS DIRECTED BY THE ENGINEER. IF NEEDED,
THE CORRUGATION MAY BE LOCATED ON THE OPPOSITE SIDE OF THE JOINT FOR
14’ LANES TO MAINTAIN THE MINIMUM OFFSET TO THE JOINT LINE.
DO NOT MILL SHOULDER OR CENTER LINE CORRUGATIONS THROUGH ANY
INTERSECTION, MARKED CROSSWALK, NON-MOTORIZED PATH CROSSING, OR
SNOWMOBILE CROSSING.
R-112-G
CORRUGATIONS SHALL NOT BE PLACED OVER A TRANSVERSE SHOULDER JOINT.
NOTES: (NON-FREEWAY) NOTES: (FREEWAY)
SHOULDER CORRUGATION CROSS-SECTIONS AND LOCATIONS SHALL BE AS DETAILED
ON THIS STANDARD. CORRUGATIONS ON FREEWAYS SHALL BE IN CONCRETE AND
HMA SHOULDERS PAVED 4’-0" OR WIDER OR WHERE THE SHOULDER LIES BETWEEN
THE PAVEMENT AND VALLEY GUTTER OR CURB AND GUTTER. CORRUGATIONS WILL
NOT BE USED IN RAMP SHOULDERS OR WHERE SHOULDERS ARE SEPARATED FROM
THE PAVEMENT BY VALLEY GUTTER OR CURB AND GUTTER.
SHOULDER CORRUGATION CROSS-SECTIONS AND LOCATIONS SHALL BE AS DETAILED
ON THIS STANDARD. CORRUGATIONS ON NON-FREEWAYS SHALL BE IN CONCRETE
AND HMA SHOULDERS PAVED AT LEAST 6’-0" WIDE WITH A POSTED SPEED OF
55 MPH. CORRUGATIONS CAN BE USED IN OTHER SITUATIONS WHERE THEY HAVE
BEEN PREVIOUSLY APPROVED USING CURRENT GUIDELINES.
6-7-20109-10-2010