• Like

Loading…

Flash Player 9 (or above) is needed to view presentations.
We have detected that you do not have it on your computer. To install it, go here.

Michigan dot standard_plan_distribution

  • 235 views
Uploaded on

Michigan dot standard

Michigan dot standard

More in: Design , Business , Technology
  • Full Name Full Name Comment goes here.
    Are you sure you want to
    Your message goes here
    Be the first to comment
    Be the first to like this
No Downloads

Views

Total Views
235
On Slideshare
0
From Embeds
0
Number of Embeds
0

Actions

Shares
Downloads
0
Comments
0
Likes
0

Embeds 0

No embeds

Report content

Flagged as inappropriate Flag as inappropriate
Flag as inappropriate

Select your reason for flagging this presentation as inappropriate.

Cancel
    No notes for slide

Transcript

  • 1. 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
  • 2. Index to Road Standard Plans September 10, 2010 F.H.W.A. APPROVAL DATE OR * SPECIAL DETAIL STANDARD PLAN NUMBER NUMBER OF SHEETS 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 TITLE 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
  • 3. 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) * R-99-B R-100-F CHAIN LINK FENCE WITH WIRE ROPE 4 9-14-2001 SPECIAL DETAIL SEEDING AND TREE PLANTING * SPECIAL DETAILS WILL BE INCLUDED IN THE CONSTRUCTION PLANS 9-10-2010
  • 4. Index to Road Standard Plans September 10, 2010 F.H.W.A. APPROVAL DATE OR * SPECIAL DETAIL STANDARD PLAN NUMBER NUMBER OF SHEETS 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 TITLE 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).
  • 5. Index to Bridge Standard Plans September 10, 2010 F.H.W.A. APPROVAL DATE OR * SPECIAL DETAIL STANDARD PLAN NUMBER NUMBER OF SHEETS 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 TITLE 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
  • 6. * MAXIMUM LANDING SLOPE IN ANY DIRECTION IS 2.0%. DIMENSIONS 5’ x 5’. MINIMUM LANDING SEE NOTES. ** MAXIMUM CROSS SLOPE ON RAMP IS THE SAME AS THAT FOR SIDEWALK (2.0%). RUNNING SLOPE 5% - 7% (8.3% MAXIMUM) SEE NOTES. "NON-WALKING" AREA A * LANDING ROLLED CURB 24" DEEP DETECTABLE WARNING, EXTENDING THE WIDTH OF THE RAMP. (NEAREST EDGE AT THE GRADE BREAK AT THE BACK OF CURB.) PERMANENT A OBSTRUCTION SIDEWALK RAMP TYPE R (ROLLED SIDES) * LANDING 24" DEEP DETECTABLE WARNING, A EXTENDING THE WIDTH OF THE RAMP. (NEAREST EDGE AT THE A GRADE BREAK AT THE BACK OF CURB.) A A FULL CURB HEIGHT MAY BE REDUCED TO ACCOMMODATE MAXIMUM SIDE FLARE SLOPE SIDEWALK RAMP TYPE F (FLARED SIDES, TWO RAMPS SHOWN) DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation SIDEWALK RAMP AND PREPARED APPROVED BY: ENGINEER OF DELIVERY BY DETECTABLE WARNING DETAILS DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 7-26-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-28-G 1 OF 7
  • 7. * MAXIMUM LANDING SLOPE IN ANY DIRECTION IS 2.0%. DIMENSIONS 5’ x 5’. MINIMUM LANDING SEE NOTES. ** MAXIMUM CROSS SLOPE ON RAMP IS THE SAME AS THAT FOR SIDEWALK (2.0%). RUNNING SLOPE 5% - 7% (8.3% MAXIMUM) SEE NOTES. * LANDING "NON-WALKING" AREA A ROLLED CURB 24" DEEP DETECTABLE WARNING, EXTENDING THE WIDTH OF THE RAMP. (NEAREST EDGE AT THE GRADE BREAK AT THE BACK OF CURB.) WALKING AREA A SIDEWALK RAMP TYPE RF (ROLLED / FLARED SIDES) PAVEMENT CURB & GUTTER RAMP 1" EXPANSION JOINT * LANDING RAMP SLOPE 5% - 7% (8.3% MAXIMUM) SEE NOTES GRADE BREAK 24" DEEP DETECTABLE WARNING, EXTENDING THE WIDTH OF THE REINFORCEMENT AS IN RAMP. (NEAREST EDGE AT THE ADJACENT CURB & GUTTER GRADE BREAK AT THE BACK OF CURB.) SECTION A-A PAVEMENT SHALL END FLUSH WITH THE GUTTER PAN *** TRANSITION ADJACENT GUTTER PAN CROSS SECTION TO PROVIDE 5% MAXIMUM SLOPE NOT TO EXCEED 8.3% 1/2 " MAX. MAXIMUM COUNTER SLOPE ACROSS THE RAMP OPENING. *** 5% MAX. SECTION THROUGH CURB CUT (TYPICAL ALL RAMP TYPES) MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SIDEWALK RAMP AND DETECTABLE WARNING DETAILS 9-10-2010 7-26-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-28-G 2 OF 7
  • 8. * MAXIMUM LANDING SLOPE IN ANY DIRECTION IS 2.0%. "NON-WALKING" AREA MINIMUM LANDING DIMENSIONS 5’ x 5’. SEE NOTES. ** MAXIMUM CROSS SLOPE ON RAMP IS THE SAME AS THAT FOR SIDEWALK (2.0%). RUNNING SLOPE 5% - 7% (8.3% MAXIMUM) SEE NOTES. ROLLED CURB * LANDING 24" DEEP DETECTABLE WARNING, EXTENDING THE WIDTH OF THE RAMP. (NEAREST EDGE AT THE GRADE BREAK AT THE BACK OF CURB.) SIDEWALK RAMP TYPE P (PARALLEL RAMP) DO NOT USE IN AREAS WHERE PONDING MAY OCCUR "NON-WALKING" AREA "NON-WALKING" AREA * LANDING 24" DEEP DETECTABLE WARNING, EXTENDING THE WIDTH OF THE RAMP. (NEAREST EDGE AT THE GRADE BREAK AT THE BACK OF CURB.) SIDEWALK RAMP TYPE C (COMBINATION RAMP) USE 24" DEEP DETECTABLE WARNINGS IF MEDIAN WIDTH IS AT LEAST 6’-0". OTHERWISE NO ALIGN CURB PARALLEL DETECTABLE WARNING IS REQUIRED. WITH CROSSWALK SIDEWALK RAMP TYPE M (MEDIAN ISLAND) MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SIDEWALK RAMP AND DETECTABLE WARNING DETAILS 9-10-2010 7-26-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-28-G 3 OF 7
  • 9. * MAXIMUM LANDING SLOPE IN ANY DIRECTION IS 2.0%. DIMENSIONS 5’ x 5’. MINIMUM LANDING SEE NOTES. ** MAXIMUM CROSS SLOPE ON RAMP IS THE SAME AS THAT FOR SIDEWALK (2.0%). RUNNING SLOPE 5% - 7% (8.3% MAXIMUM) SEE NOTES. "NON-WALKING" AREA 24" DEEP DETECTABLE WARNING, (DOME ORIENTATION IS NOT ROLLED CURB SIGNIFICANT ON RADIUS) * LANDING SIDEWALK RAMP TYPE D (DEPRESSED CORNER) MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SIDEWALK RAMP AND DETECTABLE WARNING DETAILS 9-10-2010 7-26-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-28-G 4 OF 7
  • 10. SIDEWALK (TYP.) 6’ MIN.* 15’ MAX.* 24" WIDE DETECTABLE WARNING (TYP.) RAILROAD CROSSING MATERIAL (TYP.) * 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 (DETECTABLE WARNING AT RAILROAD CROSSING) NEAREST EDGE WITHIN 8" OF SHOULDER SHOULDER SIDEWALK SIDEWALK RAMP TYPE FS (DETECTABLE WARNING AT FLUSH SHOULDER OR ROADWAY) MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SIDEWALK RAMP AND DETECTABLE WARNING DETAILS 9-10-2010 7-26-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-28-G 5 OF 7
  • 11. LEGEND SIDEWALK RAMP "NON-WALKING" AREA * GRADE BREAK 5’ CROSSWALK MARKING 2% MAX. SLOPE UNDER GRADE BREAK PREFERRED LOCATION WHERE EITHER END OF THE BOTTOM OF DRAINAGE INLET GRADE BREAK IS MORE THAN 5’ FROM (TYP.) THE BACK OF CURB, THE DETECTABLE WARNING SHALL BE LOCATED ON THE LOWER LANDING. (DOME ORIENTATION ALTERNATE LOCATION IS NOT SIGNIFICANT ON RADIUS) OF DRAINAGE INLET (TYP.) SIDEWALK RAMP LOCATED IN RADIUS (TYPE R SHOWN) (GRADE BREAK GREATER THAN 5’) SIDEWALK RAMP PERPENDICULAR TO RADIAL CURB (TYPE F SHOWN) USE WITH RADIAL CURB WHEN THE CROSSWALK AND SIDEWALK ( ) RAMP ARE NOT ALIGNED B WHERE BOTH ENDS OF THE BOTTOM GRADE BREAK ARE WITHIN 5’ OF THE BACK OF CURB, THE DETECTABLE WARNING SHALL BE LOCATED B ON THE RAMP SURFACE AT * GRADE BREAK (TYP) THE BOTTOM GRADE BREAK. 2% MAX. SLOPE UNDER GRADE BREAK AND DETECTABLE WARNING SIDEWALK RAMP PERPENDICULAR TO TANGENT CURB (TYPE F AND TYPE RF SHOWN) SIDEWALK RAMP LOCATED IN RADIUS (TYPE R SHOWN) (GRADE BREAK LESS THAN 5’) PAVEMENT CURB & GUTTER RAMP * GRADE BREAK * GRADE BREAKS AT THE TOP AND BOTTOM OF RAMP SLOPE 5% - 7% (8.3% MAXIMUM) SEE NOTES CURB RAMPS SHALL BE PERPENDICULAR TO THE DIRECTION OF RAMP RUN. AT LEAST ONE END OF THE BOTTOM GRADE BREAK *** 5% MAX. 2% 2% SHALL BE AT THE BACK OF CURB. *** TRANSITION ADJACENT GUTTER PAN CROSS SECTION TO PROVIDE 5% MAXIMUM COUNTER SLOPE ACROSS THE RAMP OPENING. 1" EXPANSION JOINT 24" DEEP DETECTABLE WARNING, EXTENDING THE WIDTH OF THE RAMP. SECTION B-B SIDEWALK RAMP ORIENTATION MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SIDEWALK RAMP AND DETECTABLE WARNING DETAILS 9-10-2010 7-26-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-28-G 6 OF 7
  • 12. ALIGNED IN DIRECTION OF TRAVEL AND 1.6" - 2.4" 0.9" 24" 0.65" 0.2" OF BASE PERPENDICULAR (OR RADIAL) TO GRADE BREAK 1.6" - 2.4" MIN. 50% TO 65% TO 1.4" 0.65" MIN. DOME SECTION DOME SPACING DOME ALIGNMENT SIDEWALK 24" DEEP DETECTABLE WARNING, EXTENDING THE WIDTH OF THE RAMP RAMP. (NEAREST EDGE AT THE GRADE BREAK AT THE BACK OF CURB.) 90^ ALK SSW CRO DETECTABLE WARNING DETAILS NOTES: DETAILS SPECIFIED ON THIS PLAN APPLY TO ALL CONSTRUCTION, FOR NEW ROADWAY CONSTRUCTION, THE RAMP CROSS SLOPE MAY NOT RECONSTRUCTION, OR ALTERATION OF STREETS, CURBS, OR SIDEWALKS EXCEED 2%. BY ALL PUBLIC AGENCIES AND BY ALL PRIVATE ORGANIZATIONS SLOPE MAY BE TRANSITIONED TO MEET AN EXISTING ROADWAY GRADE. CONSTRUCTING FACILITIES FOR PUBLIC USE. THE CROSS SLOPE TRANSITION SHALL BE APPLIED UNIFORMLY OVER THE FOR ALTERATIONS TO EXISTING ROADWAYS, THE CROSS FULL LENGTH OF THE RAMP. SIDEWALK RAMPS ARE TO BE LOCATED AS SPECIFIED ON THE PLANS OR AS DIRECTED BY THE ENGINEER. THE MAXIMUM RUNNING SLOPE OF 8.3% IS RELATIVE TO A FLAT (0%) REFERENCE. RAMPS SHALL BE PROVIDED AT ALL CORNERS OF AN INTERSECTION HOWEVER, IT SHALL NOT REQUIRE ANY RAMP OR SERIES OF RAMPS TO EXCEED 15 FEET IN LENGTH. WHERE THERE IS EXISTING OR PROPOSED SIDEWALK AND CURB. RAMPS SHALL ALSO BE PROVIDED AT WALK LOCATIONS IN MID-BLOCK DRAINAGE STRUCTURES SHOULD NOT BE PLACED IN LINE WITH RAMPS. IN THE VICINITIES OF HOSPITALS, MEDICAL CENTERS, AND LARGE THE LOCATION OF THE RAMP SHOULD TAKE PRECEDENCE OVER THE ATHLETIC FACILITIES. LOCATION OF THE DRAINAGE STRUCTURE. WHERE EXISTING DRAINAGE STRUCTURES ARE LOCATED IN THE RAMP PATH OF TRAVEL, USE A SURFACE TEXTURE OF THE RAMP SHALL BE THAT OBTAINED BY A COARSE MANUFACTURER’S ADA COMPLIANT GRATE. BROOMING, TRANSVERSE TO THE SLOPE OF RAMP. GREATER THAN 1/2 ". OPENINGS SHALL NOT BE ELONGATED OPENINGS SHALL BE PLACED SO THAT THE LONG DIMENSION IS PERPENDICULAR TO THE DOMINANT DIRECTION SIDEWALK SHALL BE RAMPED WHERE THE DRIVEWAY CURB IS EXTENDED OF TRAVEL. ACROSS THE WALK. TRANSITION THE GUTTER PAN CROSS SECTION SUCH THAT THE COUNTER CARE SHALL BE TAKEN TO ASSURE A UNIFORM GRADE ON THE RAMP, SLOPE IN THE DIRECTION OF RAMP TRAVEL IS NOT GREATER THAN 5%. FREE OF SAGS AND SHORT GRADE CHANGES. MAINTAIN THE NORMAL GUTTER PAN CROSS SECTION ACROSS DRAINAGE WHERE CONDITIONS PERMIT, IT IS DESIRABLE THAT THE SLOPE OF THE RAMP BE IN ONLY STRUCTURES. ONE DIRECTION, PARALLEL TO THE DIRECTION OF TRAVEL. THE TOP OF THE JOINT FILLER FOR ALL RAMP TYPES SHALL BE FLUSH RAMP WIDTH SHALL BE INCREASED, IF NECESSARY, TO ACCOMMODATE SIDEWALK SNOW REMOVAL EQUIPMENT WITH THE ADJACENT CONCRETE. NORMALLY USED BY THE MUNICIPALITY. CROSSWALK AND STOP LINE MARKINGS, IF USED, SHALL BE SO LOCATED AS TO STOP TRAFFIC SHORT OF RAMP CROSSINGS. PROVIDE LANDINGS WHERE PEDESTRIAN TURNING MOVEMENTS ARE SPECIFIC DETAILS FOR MARKING APPLICATIONS ARE GIVEN IN THE "MICHIGAN MANUAL OF REQUIRED. UNIFORM TRAFFIC CONTROL DEVICES". WHEN 5’ MINIMUM DIMENSIONS ARE NOT FEASIBLE, RAMP WIDTH MAY BE FLARED SIDES WITH A SLOPE OF 10% MAXIMUM, MEASURED ALONG THE REDUCED TO NOT LESS THAN 4’ AND LANDING DIMENSION TO NOT LESS CURB LINE, SHALL BE PROVIDED WHERE A CIRCULATION PATH CROSSES THAN 4’ x 4’. 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. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SIDEWALK RAMP AND DETECTABLE WARNING DETAILS 9-10-2010 7-26-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-28-G 7 OF 7
  • 13. 50’-0" MAXIMUM EXPANSION JOINT SPACING 4" SIDEWALK BACK OF CURB VARIABLE 1/2 " EXPANSION JOINT 1" EXPANSION JOINT RIGID STRUCTURE 50’-0" MAXIMUM EXPANSION JOINT SPACING 1/2 " EXPANSION JOINT SHALL BE PLACED BETWEEN SIDEWALK AND RIGID STRUCTURE. 4" SIDEWALK WHEN DIRECTED BY THE ENGINEER THE JOINT SHALL BE PLACED 1’-0" FROM PROPERTY LINE. 1" EXPANSION JOINT 1/2 " EXPANSION JOINT PROPERTY LINE INSOFAR AS POSSIBLE, SIDEWALK SHALL BE DIVIDED 1/2 " EXPANSION JOINTS INTO SQUARE UNIT AREAS BY MEANS OF CUT JOINTS NOT MORE THAN 36 SFT OR LESS THAN 16 SFT. LOCATION OF JOINTS IN CONCRETE SIDEWALK SIDEWALK INTERSECTIONS SHALL BE CAST MONOLITHICALLY WITH JOINT LINES PLACED AS NEAR TO PERPENDICULAR AS POSSIBLE WALK WIDTH AS SPECIFIED ON PLANS WITH SIDEWALKS EDGE, TO AVOID NARROW OR POINTED PIECES OF CONCRETE. 1/4 " R (TYP.) * 2% MAXIMUM TOWARD STREET WHERE A PERMANENT STRUCTURE IS LOCATED IN SIDEWALK, PLACE EXPANSION MATERIAL AROUND STRUCTURE AND ADJUST JOINT PATTERN TO * SEE NOTES INTERSECT STRUCTURE AS ILLUSTRATED. TYPICAL SIDEWALK JOINT LAYOUTS 4" CONCRETE SIDEWALK DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation PREPARED DRIVEWAY OPENINGS & APPROACHES, APPROVED BY: ENGINEER OF DELIVERY BY AND CONCRETE SIDEWALK DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 7-26-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-29-G 1 OF 4
  • 14. W = R - d NOTE: W = MINIMUM WIDTH OF THICKENED CONCRETE SIDEWALK. ( R - d ) SHALL NOT BE LESS THAN DRIVEWAY WIDTH. DRIVEWAY THE "R" DIMENSION IS SPECIFIED IN THE PUBLICATION WIDTH "ADMINISTRATIVE RULES REGULATING DRIVEWAYS, BANNERS THICKENED CONCRETE SIDEWALK VARIABLE d DRIVEWAY AND PARADES ON OR OVER HIGHWAYS". 1/2 " EXPANSION JOINT 0.4 R 0.6 R DIRECTION OF TRAFFIC R CONCRETE DRIVEWAY OPENING LAYOUT ALIGN DRIVEWAY RETURN TO FIT OPENING IN CURB & GUTTER "R" CURB B A A GUTTER PAN CONTRACTION OR PLANE FLOW LINE B OF WEAKNESS JOINT GUTTER 1" 1" MIN. OF WEAKNESS JOINT CONTRACTION OR PLANE MIN. CONTRACTION OR PLANE CONTRACTION OR PLANE FLOW LINE OF WEAKNESS JOINT OF WEAKNESS JOINT SECTION A - A SECTION B - B CONCRETE DRIVEWAY OPENING, DETAIL L ALIGN DRIVEWAY RETURN TO FIT OPENING IN CURB & GUTTER "R" RADIUS AS SPECIFIED ON PLANS OR AS DIRECTED BY THE ENGINEER *** EPOXY COATED #5 BARS (18" LONG) AT 24" CENTERS { FLOW LINE { CURB A { GUTTER PAN A 1" EXPANSION JOINT PLANE OF WEAKNESS JOINT ** 1’-6" ** 1’-6" GUTTER 1" EXPANSION JOINT 1’-6" + CURB & GUTTER MIN. 1" PAVEMENT HMA APPROACH IS USED. THICKNESS ARE POURED INTEGRALLY OR IF CURB HEIGHT ** TO FRONT EDGE OF GUTTER PAN *** NOT USED IF DRIVEWAY AND CURB REINFORCEMENT AS IN ADJACENT CURB & GUTTER SECTION A - A CONCRETE DRIVEWAY OPENING, DETAIL M MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR DRIVEWAY OPENINGS & APPROACHES, AND CONCRETE SIDEWALK 9-10-2010 7-26-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-29-G 2 OF 4
  • 15. CO VARIES SIDEWALK ELEVATION K Y BACK EDGE WA IVE DR OF GUTTER VARIES FROM ZERO AT TH IC KE RE NE TE D SI DE "W W AL " NC HMA SURFACE SIDEWALK TO NORMAL VARIES CURB HEIGHT "R " HMA DRIVEWAY APPROACH (TO BE USED WITH DETAIL L) CO VARIES SIDEWALK ELEVATION TH IC KE RE NE TE D SI DE "W W AL " NC K Y BACK EDGE WA IVE DR OF GUTTER VARIES FROM ZERO AT CONCRETE DRIVEWAY APPROACH BETWEEN SIDEWALK TO NORMAL CURB AND SIDEWALK IS 6" THICK UNLESS CURB HEIGHT OTHERWISE SPECIFIED ON THE PLANS. VARIES "R NOTES: " MONOLITHIC CURB IS INCLUDED IN THE CONCRETE DRIVEWAY APPROACH QUANTITY. REINFORCEMENT IS NOT REQUIRED UNLESS SPECIFIED 1/2 " EXPANSION JOINT ON THE PLANS. WHEN REINFORCEMENT IS SPECIFIED, SEE CHART ON THIS SHEET. CONCRETE DRIVEWAY APPROACH (TO BE USED WITH DETAIL L OR M) 5’-0" 1" TRANSVERSE 5’-0" "W" EXTRA WIDTH TO BE ADDED AT ALLEYS AND ADDED AT ALLEYS AND COMMERCIAL DRIVEWAYS EXPANSION JOINT EXTRA WIDTH TO BE 1" TRANSVERSE COMMERCIAL DRIVEWAYS EXPANSION JOINT PLANE OF WEAKNESS JOINT 4" CONCRETE SIDEWALK SUBBASE WHEN SPECIFIED ON 4" CONCRETE SIDEWALK 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 OR 2 d 10’ MAX. REINFORCEMENT FOR CONCRETE DRIVEWAYS 2’ 2’ CONCRETE DRIVEWAY WIRE SIZE AVERAGE WEIGHT THICKNESS (6" x 6" MESH) (LBS/100 SFT) W1.4 21 W2.9 42 LESS THAN 8" 10’ 10’ 10’ 10’ MAX. MAX. MAX. 8" OR GREATER USE WIRE FABRIC REINFORCEMENT SPECIFIED MAX. ON STANDARD PLAN R-37-SERIES USE "W" JOINTS IF DRIVEWAY AND CURB ARE POURED MICHIGAN DEPARTMENT OF TRANSPORTATION MONOLITHICALLY OR "B" JOINTS IF THEY ARE POURED BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR IN STAGES. JOINT LAYOUT IS AS INDICATED OR AS DIRECTED BY DRIVEWAY OPENINGS & APPROACHES, ENGINEER. AND CONCRETE SIDEWALK DRIVEWAY JOINT DETAILS 9-10-2010 7-26-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-29-G 3 OF 4
  • 16. 12% MAXIMUM CHANGE IN SLOPE AT 10’ INTERVALS (SAG) OPE UM SL 8% MAXIMUM CHANGE IN SLOPE * 2% MAXIMUM SLOPE AT 10’ INTERVALS (CREST) AXIM 10% M 8% MAXIMUM SLOPE SIDEWALK * SEE NOTES APPROXIMATELY 10’ LOW VOLUME COMMERCIAL OR RESIDENTIAL DRIVEWAY SLOPES CURB & ROADWAY GUTTER DRIVEWAY APPROACH SIDEWALK DRIVEWAY MAXIMUM GRADE 8% MAXIMUM GRADE 1.5% MAXIMUM GRADE 4% COMMERCIAL DRIVEWAY PROFILE FOR MAJOR TRAFFIC GENERATORS 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. FOR CURB AND GUTTER DETAILS, SEE STANDARD PLAN R-30-SERIES. 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. WHEN SETTING GRADES FOR COMMERCIAL DRIVES, THE TYPES OF VEHICLES USING THE DRIVE SHOULD BE CONSIDERED. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR DRIVEWAY OPENINGS & APPROACHES, AND CONCRETE SIDEWALK 9-10-2010 7-26-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-29-G 4 OF 4
  • 17. 2’-8" PAVEMENT AREA BACK OF CURB 1’-0" V.C. TO ACCOMMODATE FINISHING MACHINE APPROX. A A 8% BACK OF CURB MAY HAVE SLIGHT BATTER TO ACCOMMODATE CURB MACHINE BLOCK OUT FOR JOINT SEAL SECTION A - A ** DOWELL ( 1/2 " FOR CONTRACTION JOINT) BARS (1 1/4 " FOR EXPANSION JOINT) INTEGRAL CURB & GUTTER, DETAIL B B 2’-6" PAVEMENT AREA 1’-0" V.C. TO ACCOMMODATE FINISHING MACHINE PAVEMENT B REINFORCEMENT SAWED JOINT APPROX. (EXPANSION OR CONTRACTION) 8% * INSTALL JOINT SEAL TO THIS POINT BACK OF CURB MAY HAVE SLIGHT BATTER * WHEN CURB AND GUTTER, DETAIL D IS SPECIFIED AND NEOPRENE TO ACCOMMODATE CURB MACHINE JOINT SEALER IS USED IN PAVEMENT, THE NEOPRENE JOINT SEALER SHALL BE CONTINUOUS ACROSS THE CURB AND GUTTER AND TURNED SECTION A - A DOWN THE OUTSIDE EDGE. INTEGRAL CURB & GUTTER, DETAIL C ** END DOWELL BARS AT V.C. BEFORE GUTTER PAN. 2’-6" PAVEMENT AREA PLAN AT TRANSVERSE JOINT 1’-0" V.C. SEE NOTES IF PAVEMENT REINFORCEMENT IS REQUIRED TO ACCOMMODATE FINISHING MACHINE APPROX. 8% < 1/4 " SAWED OR FORMED JOINT BACK OF CURB MAY HAVE SLIGHT BATTER 1" PREFORMED FIBER JOINT FILLER TO ACCOMMODATE CURB MACHINE WIDTH OF CONTRACTION JOINT TO FACE OF CURB SECTION A - A INTEGRAL CURB & GUTTER, DETAIL D 2’-6" PAVEMENT AREA 1’-0" V.C. TO ACCOMMODATE FINISHING SECTION B - B APPROX. SECTION B - B EXPANSION JOINT MACHINE CONTRACTION JOINT 8% BACK OF CURB MAY HAVE SLIGHT BATTER TO ACCOMMODATE CURB MACHINE SECTION A - A INTEGRAL CURB & GUTTER, DETAIL F DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation INTEGRAL CURB AND PREPARED APPROVED BY: ENGINEER OF DELIVERY BY INTEGRAL CURB & GUTTER DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-31-E 1 OF 2
  • 18. 1’-2" TWO EPOXY COATED #4 BARS 3" 3" THROUGH CATCH BASIN AREA 5 1/2 " COVER R SECTION C - C C INTEGRAL CURB & GUTTER, DETAIL B C 6’-0" COVER R 9" 3" TWO EPOXY COATED #4 BARS 3" THROUGH CATCH BASIN AREA 7" 3’-0" COVER R SECTION C - C INTEGRAL CURB & GUTTER, DETAIL C TWO EPOXY COATED #4 BARS 1’-2" THROUGH CATCH BASIN AREA TWO EPOXY COATED #4 BARS 3" PLAN IN CATCH BASIN AREA THROUGH CATCH BASIN AREA SEE STANDARD PLAN R-37-SERIES FOR REINFORCING DETAILS 5" 3" COVER R 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 SECTION C - C INTEGRAL CURB & GUTTER, DETAIL D 8 1/4 " 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 3" TWO EPOXY COATED #4 BARS UNDERLYING CONCRETE. THROUGH CATCH BASIN AREA 3" AGGREGATE BASE-CONCRETE, WHEN SPECIFIED ON TYPICAL CROSS SECTIONS, COVER R SHALL EXTEND 2’-0" BEYOND THE BACK OF INTEGRAL CURB AND GUTTER, EVEN 6 1/2 " 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 SECTION C - C FOR COVERS SPECIFIED ON THE PLANS ONLY WHEN THE INTEGRAL CURB AND GUTTER ALTERNATE IS USED. INTEGRAL CURB & GUTTER, DETAIL F MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR INTEGRAL CURB AND INTEGRAL CURB & GUTTER 9-10-2010 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-31-E 2 OF 2
  • 19. TRANSVERSE CONTRACTION SYMBOL (Cp) JOINT (TYP.) SEE STANDARD PLAN R-39-SERIES LANE TIE (TYP.) LONGITUDINAL 2 ’0 M IN " . JOINT * 1 " (T 8 P Y 6" (TYP.) 12" (TYP.) .) SYMBOL (D) JOINT (TYP.) SEE STANDARD PLAN R-41-SERIES ADJUST LENGTH OF SLABS WITHIN ONE SLAB LENGTH OF BOX OUT SUCH THAT SLAB LENGTHS ARE 12’ MINIMUM AND 20’ MAXIMUM DIAGONAL BOX OUT OPTION FOR USE WHEN STRUCTURE IS ON OR NEAR THE JOINT * IF NECESSARY, ADJUST LONGITUDINAL JOINT LOCATION TO INTERSECT BOX OUT AS APPROVED BY THE ENGINEER. PAVEMENT REINFORCEMENT LONGITUDINAL JOINT SYMBOL (D) JOINT (TYP.) SEE STANDARD PLAN R-41-SERIES LONGITUDINAL JOINT 16’ MAXIMUM WHEN SLAB IS REINFORCED IN A JPCP SECTION MULTIPLE STRUCTURES WITHIN SLAB 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. DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation PREPARED APPROVED BY: ENGINEER OF DELIVERY ISOLATION JOINT DETAILS BY DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 5-28-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-37-B 1 OF 2
  • 20. W6 OR D-6 (NOM. DIA. = 0.276") 6" AT 1’-0" (< 1/4 ") CENTER TO CENTER 6" AT 6" (< 1/4 ") CENTER TO CENTER W14 OR D-14 (NOM. DIA. = 0.422") (EACH SIDE) OVERHANG MAX. 1" MAX. MAX. WIRE FABRIC REINFORCEMENT 1/2 " INTEGRAL CURB LOW MODULUS HOT-POURED 3/4 " RUBBER-ASPHALT TYPE JOINT SEALING COMPOUND 1/2 " ISOLATION JOINT FILLER CONCRETE PAVEMENT EDGE OF CASTING 1/2 " ISOLATION JOINT ISOLATION JOINT DRAINAGE INLET (FOR USE WITH INTEGRAL CURB) NOT ALIGNED WITH TRANSVERSE 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 BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR ISOLATION JOINT DETAILS 9-10-2010 5-28-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-37-B 2 OF 2
  • 21. SYMBOL (Cp) AND (C3p) - 0 ( ) * DEPTH (+ 1/16 ") 1 3/8 " TO 1 1/2 " + 1/16 " 1" (+ 1/16 ") 1/4 " LOAD TRANSFER JOINT USE (Cp) YES PAVEMENT (C3p) 3/8 " BACKER ROD SYMBOL NO SHOULDER 1/8 " RELIEF CUT SAWED JOINT DETAIL 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 SURFACE OF FINISHED PAVEMENT OR SHOULDER SEE SAWED JOINT DETAIL PAVEMENT OR SHOULDER SEE SAWED JOINT DETAIL SEE STANDARD PLAN R-40-SERIES FOR LOAD TRANSFER ASSEMBLY LOAD TRANSFER ASSEMBLY METHOD DOWEL BAR INSERTER METHOD TRANSVERSE CONTRACTION JOINT SYMBOL (W) - 0 ( ) (+ 1/16 ") * DEPTH SEALANT FLUSH TO - 1/8 " 1 3/8 " TO 1 1/2 " + 1/16 " 1" (+ 1/16 ") 1/4 " 3/8 " BACKER ROD 1/8 " RELIEF CUT SAWED JOINT DETAIL 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. SURFACE OF FINISHED SHOULDER SEE SAWED JOINT DETAIL TRANSVERSE AND INTERSECTION PLANE OF WEAKNESS JOINTS DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation PREPARED TRANSVERSE PAVEMENT JOINTS APPROVED BY: ENGINEER OF DELIVERY BY (PLAIN CONCRETE PAVEMENT) DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-39-I 1 OF 4
  • 22. SYMBOL (E2), (E3) AND (E4) FINAL WIDTH NOTE: 1" (+ 1/16 ") THE FINAL WIDTH OF THE GROOVE SHALL BE 1" + 1/16 " 16 ") PLUS ANY INCREASE OR MINUS ANY DECREASE IN THE WIDTH OF THE RELIEF CUT. 1/4 " RELIEF CUT THE FINAL SAW CUT SHALL BE TO (+ 1/ THE TOP OF THE FIBER FILLER WITH A MINIMUM DEPTH AS 3/ 16 " SHOWN AND SHALL BE CENTERED OVER THE FIBER FILLER WITH A HORIZONTAL TOLERANCE OF 45^ BEVELED EDGE (TYP.) 1/4 ". FIBER FILLER 1/2 " FOR EXPANSION JOINTS IN CONCRETE SHOULDERS SHALL BE FREE OF HOLES OR OTHER DEFECTS AND TRIMMED TO FIT SHOULDER CONFIGURATIONS. LOW MODULUS HOT-POURED RUBBER-ASPHALT TYPE SYMBOL POLYETHYLENE FOAM ROD MINIMUM DIAMETER ( 3 1/2 " LOAD TRANSFER ASSEMBLY JOINT USE (E2) ) 1.25 x FINAL WIDTH YES PAVEMENT (E3) NO PAVEMENT & SHOULDER (E4) 1" CLOSED CELL, CROSS-LINKED (+ 1/16 ") JOINT SEALING COMPOUND NO SHOULDER 1" FIBER FILLER LOW MODULUS HOT-POURED SAWED JOINT DETAIL RUBBER-ASPHALT TYPE JOINT SEALING COMPOUND SAWED JOINT SEALED WITH LOW MODULUS HOT-POURED RUBBER-ASPHALT TYPE JOINT SEALING COMPOUND. 1" FIBER FILLER + 1" SURFACE OF FINISHED SEE SAWED JOINT DETAIL CLOSED CELL, CROSS-LINKED POLYETHYLENE FOAM ROD MINIMUM DIAMETER ( ) 1.25 x FINAL WIDTH OUTSIDE EDGE TREATMENT SEE STANDARD PLAN R-40-SERIES FOR LOAD TRANSFER ASSEMBLY TRANSVERSE EXPANSION JOINT SYMBOL (U) 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 2 1/4 " PAVEMENT OR SHOULDER TRANSVERSE PLANE OF WEAKNESS JOINTS IN CONCRETE BASE COURSE MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR TRANSVERSE PAVEMENT JOINTS (PLAIN CONCRETE PAVEMENT) 9-10-2010 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-39-I 2 OF 4
  • 23. SYMBOL (H) 6’-0" MIN. #9 EPOXY COATED JOINT PAVEMENT SECOND POUR FIRST POUR THICKNESS DEFORMED BAR SEE NOTES SHEET 4 OF 4 1/2 PAVEMENT 9" 9" THICKNESS + 1/2 " 12’-0" RIGHT LANE PAVED AT 14’-0" 12’-0" (LANE WIDTH) 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 + 1/2 " PAVEMENT THICKNESS #9 EPOXY COATED DEFORMED BAR DEFORMED BAR SPACING TRANSVERSE END OF POUR JOINT (SPLIT HEADER METHOD) SECOND POUR FIRST POUR PAVEMENT 1/2 PAVEMENT THICKNESS + 1/2 " THICKNESS 9" + 3/8 " SEE NOTES SHEET 4 OF 4 1 3/8 " DIAMETER HOLE FACE SHALL BE VERTICAL #9 x 1-6" LONG EPOXY COATED AND PERPENDICULAR TO DEFORMED BAR (GROUT IN PLACE) EDGE OF ROADWAY 12’-0" RIGHT LANE PAVED AT 14’-0" 12’-0" (LANE WIDTH) 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 + 1/2 " PAVEMENT THICKNESS #9 EPOXY COATED DEFORMED BAR IN 1 3/8 " DIAMETER HOLE (TYP.) DEFORMED BAR SPACING 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. TRANSVERSE END OF POUR JOINT (DRILLED IN METHOD) MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR TRANSVERSE PAVEMENT JOINTS (PLAIN CONCRETE PAVEMENT) 9-10-2010 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-39-I 3 OF 4
  • 24. SYMBOL (H) 9" + 3/8 " 1/2 " HOT-POURED RUBBER-ASPHALT SEALANT 1/2 " x 1/2 " 5/8 " BOND BREAKER TAPE (BELOW SEALANT) NEW PAVEMENT 1/2 PAVEMENT THICKNESS + 1/2 " SECOND POUR FIRST POUR PAVEMENT AND CONCRETE PRIOR TO PLACING THICKNESS REMOVE ONE HALF OF PLASTIC TUBE SEE NOTES FULL DEPTH SAW CUT 1 1/4 " DIAMETER x 1-6" LONG FACE SHALL BE VERTICAL PLASTIC END CAP EPOXY COATED SMOOTH BAR AND PERPENDICULAR TO 1 9/32 " DIAMETER x 1’-6" LONG EDGE OF ROADWAY HOLLOW PLASTIC TUBE NOTE: THE USE OF FORCE TO INSERT THE BAR WILL NOT BE PERMITTED 12’-0" RIGHT LANE PAVED AT 14’-0" 12’-0" (LANE WIDTH) 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 + 1/2 " PAVEMENT THICKNESS 1 1/4 " DIAMETER BAR IN 1 9/32 " DIAMETER HOLLOW PLASTIC TUBE (TYP) DEFORMED BAR SPACING TRANSVERSE END OF POUR JOINT (PLASTIC TUBE METHOD) NOTES: LOAD TRANSFER ASSEMBLIES ARE DETAILED ON THE CURRENT STANDARD PLAN JOINTS SHALL NOT BE SEALED IN CONCRETE BASE COURSE. R-40-SERIES. WHEN CONCRETE SHOULDERS ARE CAST SEPARATELY FROM MAINLINE CONCRETE TRANSVERSE JOINTS SHALL BE SPACED ACCORDING TO THE CURRENT STANDARD PAVEMENT, A KEYWAY MAY BE USED TO FACILITATE THE PLACING OF LANE PLAN R-43P-SERIES. TIES. WHEN A KEYWAY GROOVE IS USED, IT SHALL BE CONTINUOUS AND UNIFORM. A TRANSVERSE END OF POUR JOINT (DRILLED IN METHOD) SYMBOL (H), SHALL BE CONSTRUCTED WHEN IT IS ANTICIPATED THAT THE SECOND POUR WILL BE THE LOCATION OF TRANSVERSE JOINTS IN CONCRETE SHOULDERS SHALL MATCH DELAYED 7 DAYS OR LONGER. THE LOCATION OF ADJACENT TRANSVERSE PAVEMENT JOINTS. CORRESPONDING TRANSVERSE CONCRETE SHOULDER AND PAVEMENT JOINTS SHALL BE (C3p) A TRANSVERSE END OF POUR JOINT (SPLIT HEADER METHOD) OR (PLASTIC SHOULDER WITH (Cp) PAVEMENT, (E4) SHOULDER WITH (E2) PAVEMENT, AND TUBE METHOD) SHALL BE USED AT THE END OF THE DAY’S POUR OR WHEN THERE (E3) BEING THE SAME IN BOTH SHOULDER AND PAVEMENT. IS AN UNAVOIDABLE INTERRUPTION OF THE WORK FOR MORE THAN ONE-HALF HOUR AND LESS THAN 7 DAYS. THE JOINT SHALL BE CONSTRUCTED ACCORDING DEFORMED BARS FOR TRANSVERSE END OF POUR JOINTS (DRILLED IN METHOD) TO TRANSVERSE END OF POUR JOINT (SPLIT HEADER METHOD) OR (PLASTIC SHALL BE GROUTED INTO EXISTING PAVEMENT WITH A GROUT SELECTED FROM TUBE METHOD), SYMBOL (H). THE PREQUALIFIED MATERIALS LISTED IN THE DEPARTMENT’S "MATERIALS SOURCE GUIDE" UNDER ADHESIVE SYSTEMS FOR GROUTING DOWEL BARS AND NEOPRENE JOINT SEAL CROSS-SECTION SHALL BE APPROVED BY THE ENGINEER. TIE BARS FOR FULL-DEPTH PAVEMENT REPAIRS. 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. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR TRANSVERSE PAVEMENT JOINTS (PLAIN CONCRETE PAVEMENT) 9-10-2010 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-39-I 4 OF 4
  • 25. PREPARED ENGINEER OF DELIVERY BY DRAWN BY: B.L.T. CHECKED BY: W.K.P. APPROVED BY: ENGINEER OF DEVELOPMENT ALONG ITS ENTIRE LENGTH. (MINIMUM 22 REQUIRED) 9-10-2010 7-19-2010 F.H.W.A. APPROVAL PLAN DATE MINUS 3" 5 7/8 " (TYP.) 6" 5 1/2 " SECTION A-A 11" 5 1/2 " MOVEMENT OF FIBER FILLER OVER DOWEL BAR (TYP.) (DOWEL BAR DIAMETER + 1/8 " MAXIMUM) OF EXPANSION JOINT FILLER 4" FROM EACH END, SO ENDS MAY BE REMOVED WHEN NECESSARY R-40-H DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle 1 OF EXPANSION JOINT FILLER 11’-11 3/4 " FOR 12’-0" SLAB WIDTH 11 SPACES @ 1’-0" = 11’-0" HOLE DIAMETERS SHALL BE LARGE ENOUGH TO ALLOW FREE A 1/4 " DEEP CUT SHALL BE MADE ON BOTH SIDES 5 7/8 " 2’-5 7/8 " WELDED TO BASKET AT ALTERNATE ENDS 13’-11 3/4 " FOR 14’-0" SLAB (SHIFT ASSEMBLY A MAXIMUM OF 6" OFF CENTER OF 12’-0" SLAB WIDTH) 1’-0" 6" MAY BE CONTINUOUS OR BROKEN JOINT FILLER SUPPORT WIRE NOTE: FILLER SPACER WIRE MAY BE LOCATED ABOVE OR BELOW TOP LONGITUDINAL SPACER WIRES PLAN VIEW OF EXPANSION JOINT ASSEMBLY SECURE ASSEMBLY TO BASE, AS APPROVED BY THE ENGINEER. PERMANENT CONCRETE ANCHORS AND STACKING SLIPS SHALL BE USED TO 1/2 " (TYP.) PAVEMENT THICKNESS SUPPORT WIRE TO THE CENTER LINE OF THE DOWEL. FROM THE BOTTOM OF THE PROTRUDING LEG OF THE SIDE THICKNESS (< 1/2 ") DIMENSION SHALL BE MEASURED 1/2 PAVEMENT THE BOTTOM LONGITUDINAL SPACER WIRE SHALL CONTACT THE BASE MATERIAL FOR NON-PENETRABLE PAVEMENT BASES, STAKE SHALL ENGAGE BOTTOM LONGITUDINAL SPACER WIRE. AFTER STAKING, FILLER SPACER WIRE (TYP.) FOR NON-PENETRABLE PAVEMENT BASES, NOTE: LONGITUDINAL SPACER WIRE NOT EXTEND BEYOND THE MAXIMUM FIELD LOCATION OF STAKE UNSUPPORTED LENGTH SHALL NOT EXCEED 12") BETWEEN DOWEL BAR AND FILLER SPACER WIRE. 1 1/2 " (< 1/2 ") A 1 1/2 " (< 1/2 ") DOWEL BAR SHALL BE ARC OR RESISTANCE DOWEL BARS (ADDED TO UNIT IN FIELD) (DIMENSION MAY BE MODIFIED TO FACILITATE FABRICATION, PROVIDED A MINIMUM CLEARANCE OF 2" IS MAINTAINED EXPANSION CAPS PLACED ON FREE ENDS OF PLACE FILLER SPACER WIRE MIDWAY BETWEEN DOWEL BARS 11 SPACES @ 1’-0" = 11’-0" FOR 12’-0" SLAB WIDTH 11’-3" FOR 12’-0" SLAB WIDTH 13 SPACES @ 1’-0" = 13’-0" FOR 14’-0" SLAB WIDTH MAXIMUM NOM. DIA. 0.177" FILLER SUPPORT WIRE SHOULD A 1" JOINT FILLER DOWEL BAR (TYP.) 1 1/2 " (< 1/2 ") 1 1/2 " (< 1/2 ") 13’-3" FOR 14’-0" SLAB WIDTH 1/2 " (TYP.) THICKNESS (< 1/2 ") 1/2 PAVEMENT Michigan Department of Transportation BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR APPROVED BY: LOAD TRANSFER ASSEMBLIES DESIGN DIVISION FOR TRANSVERSE JOINTS SHEET 4
  • 26. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR LOAD TRANSFER ASSEMBLIES FOR TRANSVERSE JOINTS 9-10-2010 7-19-2010 F.H.W.A. APPROVAL PLAN DATE R-40-H 2 SHEET OF 4 DOWEL BAR LOCATED BETWEEN EVERY OTHER 7 WIRES FOR 14’-0" SLAB WIDTH 6 WIRES FOR 12’-0" SLAB WIDTH SHIPPING TIE WIRE (TYP.) A DOWEL BAR (TYP.) 1 1/2 " (< 1/2 ") 1 1/2 " (< 1/2 ") 1 1/2 " (< 1/2 ") A 1 1/2 " (< 1/2 ") WELDED TO BASKET AT ALTERNATE ENDS ALONG ITS ENTIRE LENGTH. SECTION A-A NOTE: SHIPPING TIE WIRES MAY BE LOCATED ABOVE OR BELOW TOP LONGITUDINAL SPACING WIRES. PLAN VIEW OF CONTRACTION JOINT ASSEMBLY SECURE ASSEMBLY TO BASE, AS APPROVED BY THE ENGINEER. PERMANENT CONCRETE ANCHORS AND STACKING SLIPS SHALL BE USED TO FOR NON-PENETRABLE PAVEMENT BASES, THE BOTTOM LONGITUDINAL SPACER WIRE SHALL CONTACT THE BASE MATERIAL STAKE SHALL ENGAGE BOTTOM LONGITUDINAL SPACER WIRE. AFTER STAKING, DOWEL BAR SHALL BE ARC OR RESISTANCE FIELD LOCATION OF STAKE 11 SPACES @ 1’-0" = 11’-0" FOR 12’-0" SLAB WIDTH 11’-3" FOR 12’-0" SLAB WIDTH 13 SPACES @ 1’-0" = 13’-0" FOR 14’-0" SLAB WIDTH 13’-3" FOR 14’-0" SLAB WIDTH
  • 27. + 1" 1’-6" 1" ( ) - 1/4 " MIN. MINIMUM 1 1/2 " 1" JOINT FILLER SEE NOTES SHEET 4 OF 4 (ADDED TO ASSEMBLY IN FIELD) 3" 3" EPOXY COATING NOT NEEDED EPOXY COATED (FIXED END ONLY) DOWEL BAR EXPANSION CAP 1/2 PAVEMENT THICKNESS (< 1/2 ") UNIFORMLY ALIGNED WITHIN 1/4 " FOR THE ENTIRE LENGTH OF THE BAR 1/2 PAVEMENT THICKNESS (< 1/2 ") UNIFORMLY ALIGNED WITHIN 1/4 " FOR THE ENTIRE LENGTH OF THE BAR (SEE STANDARD SPECIFICATIONS) REMOVE FILLER SPACER WIRE BETWEEN JOINT FILLER SUPPORT WIRES PRIOR TO INSTALLING NOM. DIA. 0.177" NOM. DIA. 0.243" THE JOINT FILLER FILLER SPACER WIRE LONGITUDINAL FILLER SUPPORT WIRE NOM. DIA. 0.243" JOINT FILLER SUPPORT WIRE 1/2 " TOP OF PAVEMENT BASE 1’-7" MIN. END VIEW OF EXPANSION JOINT ASSEMBLY NOTE: FILLER SPACER WIRE MAY BE LOCATED ABOVE OR BELOW TOP LONGITUDINAL SPACER WIRES + 1" 1’-6" ( ) - 1/4 " MINIMUM 1 1/2 " 3" SEE NOTES SHEET 4 OF 4 EPOXY COATING NOT NEEDED EPOXY COATED (FIXED END ONLY) DOWEL BAR MAXIMUM NOM. DIA. 0.177" SHIPPING TIE WIRE TOP OF PAVEMENT BASE 1’-7" MIN. END VIEW OF CONTRACTION JOINT ASSEMBLY ^ NOM. DIA. 0.319" WIRE DRAINAGE COURSE IS USED 45 1’-3" NOM. DIA. 0.211" WIRE 1’-7" WHEN OPEN-GRADED 1/2 " 11 /2 " 2 " NOTE: SHIPPING TIE WIRE MAY BE LOCATED ABOVE OR BELOW TOP LONGITUDINAL SPACER WIRES MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR POINT IS OPTIONAL LOAD TRANSFER ASSEMBLIES STAKE DETAIL FOR TRANSVERSE JOINTS 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 9-10-2010 7-19-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-40-H 3 OF 4
  • 28. DOWEL BAR SHALL BE ARC OR SIDE SUPPORT WIRE RADIUS = RESISTANCE WELDED TO BASKET AT DOWEL BAR DIA. + 1/8 " TO 3/16 " ALTERNATE ENDS AS SPECIFIED IN 2 PLAN VIEW ON SHEET 2 NOM. DIA. 0.306" TOP LONGITUDINAL SPACER WIRE ARC OR RESISTANCE WELD NOM. DIA. 0.243" 3/8 " MIN. NOM. DIA. 0.306" BOTTOM LONGITUDINAL SPACER WIRE 1/2 " MAX. SIDE SUPPORT WIRE 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 SIDE SUPPORT WIRE DETAIL TOP LONGITUDINAL SPACER WIRE SHALL BE A MINIMUM OF 1 1/2 ". U - LEG OPTION THIS DIMENSION APPLIES TO SIDE SUPPORT WIRES INSTALLED ON EITHER THE INSIDE OR THE OUTSIDE OF THE LONGITUDINAL SPACER WIRES. WIRES: DOWEL BAR SHALL BE ARC OR SIDE SUPPORT WIRE RADIUS = RESISTANCE WELDED TO BASKET AT DOWEL BAR DIA. + 1/8 " TO 3/16 " 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.) ALTERNATE ENDS AS SPECIFIED IN 2 PLAN VIEW ON SHEET 2 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. NOM. DIA. 0.306" TOP LONGITUDINAL SPACER WIRE ALL WIRE INTERSECTIONS ARE TO BE ARC OR RESISTANCE WELDED. ARC OR RESISTANCE WELD NOM. DIA. 0.243" STAKES TYPICALLY APPLIED AT WORKING ENDS OF DOWELS WITH SUFFICIENT INSTALLATIONS TO PREVENT UNIT FROM OVERTURNING UNDER LOAD. 3/8 " MIN. NOM. DIA. 0.306" BOTTOM LONGITUDINAL SPACER WIRE 1/2 " MAX. SIDE SUPPORT WIRE DO NOT CUT FILLER SPACER WIRES AFTER THE LOAD TRANSFER ASSEMBLY IS SET IN PLACE. DOWEL BARS: DOWEL BARS ARE TO BE ACCORDING TO THE STANDARD SPECIFICATIONS FOR CONSTRUCTION. SIDE SUPPORT WIRE DETAIL J - LEG OPTION 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. METAL EXPANSION CAPS MUST BE ENTIRELY CLOSED AT ENDS BY CRIMPING. DOWEL BAR SHALL BE ARC OR SIDE SUPPORT WIRE RADIUS = RESISTANCE WELDED TO BASKET AT DOWEL BAR DIA. + 1/8 " TO 3/16 " PLASTIC CAPS MUST HAVE A POSITIVE STOP. THEIR STOP. DO NOT DRIVE CAPS BEYOND EXPANSION CAPS MUST HAVE A SUITABLE STOP TO ENSURE THAT THE END OF THE CAP MAINTAINS A DISTANCE OF 1" (EXPANSION) FROM ALTERNATE ENDS AS SPECIFIED IN 2 PLAN VIEW ON SHEET 2 THE END OF THE DOWEL DURING CONCRETE PLACEMENT. 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 NOM. DIA. 0.306" TOP PAVEMENT THICKNESS 1" 6" - LESS THAN 8" BEND LEG VERTICAL FOR LONGITUDINAL SPACER WIRE OUTERMOST DOWELS 1 1/4 " 8" - 10" 1 1/2 " NOM. DIA. 0.243" GREATER THAN 10" ARC OR RESISTANCE WELD NOM. DIA. 0.306" BOTTOM LONGITUDINAL SPACER WIRE 1/2 " MAX. 3/8 " MIN. SIDE SUPPORT WIRE DOWEL BARS SHALL BE ALIGNED PARALLEL TO EACH OTHER IN THE ASSEMBLY ON 1’-0" (< 1/2 ") CENTERS. 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 5 1/2 " 1/4 " FOR THE ENTIRE LENGTH OF THE BAR. DOWEL BARS SHALL BE PLACED AT MID DEPTH OF THE SLAB UNIFORMLY ALIGNED WITHIN 1/4 " FOR THE ENTIRE LENGTH OF THE BAR. SIDE SUPPORT WIRE DETAIL V - LEG OPTION FOR PAVEMENTS WITH VARIABLE THICKNESS TRANSVERSLY ACROSS THE SLAB, THE TOP AND BOTTOM SURFACES OF THE DOWEL BAR SHALL BE WITHIN THE MIDDLE OF 3 THE PAVEMENT THICKNESS, AS APPROVED BY THE ENGINEER. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR LOAD TRANSFER ASSEMBLIES FOR TRANSVERSE JOINTS 9-10-2010 7-19-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-40-H 4 OF 4
  • 29. SYMBOL ( B ) TOP OF HOT-POURED RUBBER-ASPHALT SEAL < 1/8 " 1/4 " MIN. 1" SURFACE OF FINISHED PAVEMENT SAWED JOINT SEALED WITH HOT - POURED RUBBER - ASPHALT LE AB OW ING LL ) C A A W SP UM LO IM IE BE AX E T M ED N FI LA CI PE (S FIRST POUR EDGE OF FIRST POUR 1’-3" < 2" BENT TIE BAR EPOXY COATED #5 DEFORMED BAR 1/2 PAVEMENT 2’-6" LONG (TYP.) THICKNESS < 3/4 " BENT TIE BAR APPROXIMATELY 90^ AFTER STRAIGHTENING LONGITUDINAL BULKHEAD JOINT - SYMBOL ( B ) ALL SYMBOL (B) JOINTS SHALL BE SAWED AND SEALED EXCEPT JOINTS WITHOUT LANE TIES AND JOINTS ADJACENT TO VERTICAL FACES WHICH WOULD PROHIBIT SAWING. SYMBOL ( D ) AND ( S ) PAVEMENT REINFORCEMENT (TYP.) TOP OF HOT-POURED SAWED JOINT 1’-3" < 2" (NOT CARRIED THROUGH JOINT) RUBBER-ASPHALT SEAL SEE NOTES SHEET 2 OF 2 1/4 " MIN. 6" 6" SURFACE OF < 1/8 " FINISHED PAVEMENT THICKNESS 3 PAVEMENT THICKNESS 1" PAVEMENT 1/2 PAVEMENT + STRAIGHT TIE BAR THICKNESS < 3/4 " + EPOXY COATED #5 DEFORMED BAR 2’-6" LONG FOR SYMBOL (D) 1/8 " RELIEF CUT EPOXY COATED #5 SMOOTH BAR 2’-6" LONG FOR SYMBOL (S) (MAXIMUM ALLOWABLE LANE TIE SPACING SPECIFIED BELOW) SAWED JOINT SEALED WITH HOT - POURED RUBBER - ASPHALT LONGITUDINAL LANE TIE JOINT - SYMBOL ( D ) LONGITUDINAL SMOOTH LANE TIE JOINT - SYMBOL ( S ) 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 * TOTAL DISTANCE OF TIED JOINT SYMBOLS (B), (D), (L2), AND (S) FROM NEAREST FREE EDGE (B) GRADE 60 2’-10" 3’-7" 12’ OR LESS 1’-11" 2’-7" OVER 12’ THROUGH 17’ 1’-5" 1’-11" OVER 17’ THROUGH 24’ 1’-2" 1’-9" OVER 24’ THROUGH 28’ 1’-2" 1’-4" OVER 28’ THROUGH 36’ 1’-1" 1’-1" CURB & GUTTER, OR SHOULDER (D), (L2), AND (S) GRADE 40 * INCLUDES ANY TIED COMBINATION OF LANE WIDTH, VALLEY GUTTER, 36’ OR GREATER ** ** FOR WIDTHS GREATER THAN 48’ USE #6 DEFORMED BARS AT 1’-2" SPACING. MAXIMUM ALLOWABLE LANE TIE SPACING DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation LONGITUDINAL PREPARED APPROVED BY: ENGINEER OF DELIVERY PAVEMENT JOINTS BY DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 5-5-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-41-F 1 OF 2
  • 30. SYMBOL ( L2 ) EXISTING HMA PROPOSED PAVEMENT WIDENING SURFACED PAVEMENT TO BE CAST AFTER LANE TIE HAS BEEN GROUTED INTO EXISTING PAVEMENT BOTTOM OF CONTRACTION JOINT OR TOP OF 1" EXPANSION JOINT 7" < 1/2 " TOP OF PAVEMENT SHALL EXTEND TO BOTTOM OF PAVEMENT GRADE) THICKNESS 2 1/2 " FILLER, WHEN EXPANSION JOINT FILLER IS USED (JOINT FILLER OVERLAY IS USED PAVEMENT WHERE NO HMA LOAD TRANSFER ASSEMBLY (SEE STANDARD PLAN R-40-SERIES) 1/2 PAVEMENT DRILL 3/4 " DIAMETER HOLE INTO EXISTING PAVEMENT AND THICKNESS < 3/4 " MINIMUM DEPTH OF RELIEF CUT IN CONTRACTION GROUT-IN-PLACE #5 EPOXY COATED DEFORMED BAR 1’-6" JOINTS IS PAVEMENT THICKNESS. CARE 3 MUST BE TAKEN TO AVOID CUTTING DOWEL BARS. LONG, SPACED ACCORDING TO THE SYMBOL (D) JOINT. NOTE: THE LONGITUDINAL JOINT USED FOR WIDENING EXISTING CONCRETE BASE COURSE SYMBOL (L2) JOINT USED FOR WIDENING CONCRETE PAVEMENTS OR CONCRETE PAVEMENT HAVING A HMA SURFACE SHALL HAVE EPOXY ANCHORED WITHOUT HMA OVERLAYS SHALL BE SAWED AND SEALED ACCORDING LANE TIES PLACED AS SPECIFIED. TO THE SYMBOL (B) JOINT. TAPERED PAVEMENT THICKNESS OVER THE DISTANCE OF PAVEMENT WIDENING OR IN ONE LANE WIDTH WHEN WIDENING IS FOR TWO OR MORE LANES. LONGITUDINAL BULKHEAD JOINT FOR WIDENING EXISTING CONCRETE PAVEMENT OR CONCRETE BASE COURSE (USING EPOXY ANCHORED LANE TIES) THE FIRST SLAB SHALL BE EDGED EDGING TOOL SHALL BE 6" x 12" WITH AN EDGER HAVING A 3/4 " LIP AND SHALL HAVE A 1" LIP WITH AND A RADIUS OF 1/8 " TO 1/4 " A RADIUS OF 1/8 " TO 1/4 " METHOD OF EDGING NOTES: ALL LANE TIE BARS SHALL BE DEFORMED EXCEPT SYMBOL (S) WHICH WILL BE ALL STRAIGHT TIE BARS SHALL BE EPOXY COATED ACCORDING TO THE CURRENT SMOOTH STANDARD SPECIFICATIONS FOR EPOXY COATED STEEL REINFORCEMENT FOR STRUCTURES. THE INSTALLATION OF LANE TIE BARS AND THE SAWING OF LONGITUDINAL JOINTS WILL NOT BE REQUIRED FOR TEMPORARY CONCRETE PAVEMENT UNLESS WHEN LANE TIES ARE GROUTED INTO AN EXISTING PAVEMENT, THE GROUT SPECIFIED ON PLANS OR IN THE PROPOSAL. SHALL BE SELECTED FROM THE PREQUALIFIED MATERIALS LISTED IN THE THE EDGING OF TEMPORARY CONCRETE PAVEMENT WILL NOT BE REQUIRED. DEPARTMENT’S "MATERIALS SAMPLING GUIDE" FOR LANE TIES. FOR JOINT LAYOUT DETAILS, SEE STANDARD PLAN R-42-SERIES. IN ORDER TO AVOID CONFLICT WITH THE LOAD TRANSFER ASSEMBLY, THE PLACEMENT OF THE END LANE TIE ADJACENT TO ANY TRANSVERSE JOINT SHALL SAWING PROCEDURES AND RELATED OPERATIONS ARE DESCRIBED IN THE BE AS FOLLOWS: CURRENT STANDARD SPECIFICATIONS. 1. WHEN MAXIMUM ALLOWABLE LANE TIE SPACING EXCEEDS 3’-4", PLACE NO SAWED OR SEALED JOINT SHALL BE CONSTRUCTED BETWEEN THE PAVEMENT AND CURB OR PAVEMENT AND CURB AND GUTTER, WHERE THESE ITEMS ARE CAST FIRST AND LAST LANE TIE HALF THE MAXIMUM ALLOWABLE LANE TIE SPACING FROM JOINT. INTEGRALLY. 2. WHEN MAXIMUM ALLOWABLE LANE TIE SPACING IS LESS THAN 3’-4", WHEN JOINTED PLAIN CONCRETE IS SPECIFIED AT INTERSECTIONS SYMBOL (S) PLACE FIRST AND LAST LANE TIE A MINIMUM OF 1’-8" FROM JOINT. 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 IT MAY BE NECESSARY TO ADJUST THE LAST THREE LANE TIE SPACINGS TO GUTTER PAN LINE. ENSURE UNIFORM LOADING RESISTANCE ALONG THE LONGITUDINAL JOINT. WHEN THE E2 JOINT IS MOVED TO THE THROUGH LANE GUTTER PAN LINE USE SYMBOL (D) JOINT AS NORMALLLY REQUIRED. FOR THE USE AND PLACEMENT OF STEEL REINFORCEMENT, SEE STANDARD PLAN R-45-SERIES. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR LONGITUDINAL PAVEMENT JOINTS 9-10-2010 5-5-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-41-F 2 OF 2
  • 31. CROSSING AT GRADE STRUCTURE OR RAILROAD E3 E2 Cp Cp Cp Cp Cp Cp Cp Cp Cp E3 20’ JOINTS AT SPACING SPECIFIED IN TABLE Cp CROSSING AT GRADE 20’ E2 E3 STRUCTURE OR RAILROAD 20’ Cp Cp Cp Cp Cp Cp SPECIFIED IN TABLE MORE THAN 185’ THROUGH 485’ E3 CROSSING AT GRADE STRUCTURE OR RAILROAD JOINTS AT SPACING 20’ E3 E3 185’ OR LESS SHLD 6’-0" E3 E2 E2 Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp E2 E3 20’ JOINTS AT SPACING SPECIFIED IN TABLE E2 20’ CROSSING AT GRADE STRUCTURE OR RAILROAD MORE THAN 485’ THROUGH 810’ E3 E3 CROSSING AT GRADE STRUCTURE OR RAILROAD MIN. SHLD 6’-0" E3 E2 E2 E2 Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp E2 E2 CROSSING AT GRADE 20’ JOINTS AT SPACING SPECIFIED IN TABLE STRUCTURE OR RAILROAD 20’ E3 MORE THAN 810’ E2 CROSSING AT GRADE E3 E3 STRUCTURE OR RAILROAD MIN. SHLD 6’-0" MIN. PLAN VIEW SHOWING TRANSVERSE JOINT LOCATIONS JOINT LEGEND ACCORDING TO STANDARD PLAN R-39P-SERIES NOTE: (E2) 1" TRANSVERSE EXPANSION JOINT WITH LOAD TRANSFER ASSEMBLY (E3) 1" TRANSVERSE EXPANSION JOINT WITHOUT LOAD TRANSFER ASSEMBLY (Cp) TRANSVERSE CONTRACTION JOINT (D1) SEE SHEET 2 FOR DETAIL OF JOINT SPACING TRANSVERSE PLANE OF WEAKNESS JOINT WITH INTEGRAL / SEMI-INTEGRAL ABUTMENTS AND SLEEPER SLAB. REINFORCED CONCRETE PAVEMENT ADJACENT TO BRIDGE REFERENCE LINE OR SLEEPER SLAB JOINTED PLAIN CONCRETE PAVEMENT PAVEMENT JOINT THICKNESS SPACING 6 1/2 " TO 8 3/4 " 12’ 9" TO 11 3/4 " 14’ 12" OR MORE 16’ DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation LOCATION OF TRANSVERSE JOINTS PREPARED APPROVED BY: ENGINEER OF DELIVERY BY IN PLAIN CONCRETE PAVEMENT DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 5-5-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-43-H 1 OF 2
  • 32. Y 12’-0" MIN. * D1 D1 E2 * D1 BD 2’ D1 BD D1 E2 TO SKEW E3 E3 D1 E2 PERPENDICULAR D1 D1 D1 D1 E2 PERPENDICULAR 2’ TO SKEW BD D1 SHOULDER 2’ X D1 E4 BD PERPENDICULAR TO SKEW E4 E2 PERPENDICULAR 2’ X TO SKEW PERPENDICULAR SHOULDER TO SKEW 2’ 6’-0" MIN. 6’-0" MIN. 3 LANE SEVERE SKEW DETAIL 2 LANE SEVERE SKEW DETAIL (USE WHEN X IS GREATER THAN OR EQUAL TO 20’) USE WHEN X IS GREATER THAN OR EQUAL TO 20’ ( * USE WHEN Y IS GREATER THAN OR EQUAL TO 20’ ( REINFORCED CONCRETE APPROACH SLAB AS DETAILED ON THE BRIDGE PLANS SLEEPER SLAB 1/2 " x 1/4 " WIDE (MIN.) SAWED JOINT E2 OR Cp AS PER SKETCHES ON SHEET 1 E3 EJ3 O R EJ4 STRUCTURE AT GRADE 20’ TYPICAL OR AS SHOWN ON 20’ 2’ THE BRIDGE PLANS JOINT SPACING WITH INTEGRAL / SEMI-INTEGRAL ABUTMENTS AND SLEEPER SLABS 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. MICHIGAN DEPARTMENT OF TRANSPORTATION MAXIMUM JOINT SPACING SHALL NOT EXCEED THE DISTANCE SPECIFIED. WHEN BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR A JOINT SPACING ADJUSTMENT IS REQUIRED, IT SHALL BE MADE BETWEEN CONTRACTION JOINTS WITH THE ADJUSTED SPACE BEING NOT LESS THAN 6’-6". EXPANSION JOINTS SHALL ONLY BE PLACED AT STRUCTURES, INTERSECTIONS AND SPECIFIED LOCATIONS. LOCATION OF TRANSVERSE JOINTS IN PLAIN CONCRETE PAVEMENT JOINTS ABUTTING RAILROAD TRACKS SHALL BE AS SPECIFIED ON CURRENT STANDARD PLAN R-121-SERIES. 9-10-2010 5-5-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-43-H 2 OF 2
  • 33. 1 2 1/4 " HARDBOARD OR EQUIVALENT AS BOND BREAKER 4 3 5 JOINT TYPES AS SPECIFIED ON PLANS 4" TO 6" METAL OR 2" NOMINAL THICKNESS WOOD FORM (MIN. TAPER) ONE LANE REPAIRS (2 - LANE ROADWAY SHOWN) REPAIR LENGTH EXISTING DISTRESSED CONCRETE PAVEMENT PLAN OF SAWING DIAGRAM TO BE REMOVED AND REPLACED WHEN 1st POUR IS COMPLETE 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. 1/4 " HARDBOARD OR EQUIVALENT TO BRIDGE BROKEN JOINT OR SPALLED AREAS TO 1st MAINTAIN CENTERLINE ALIGNMENT POUR 1 & 2 THESE SAW CUTS SHALL BE FULL DEPTH AND PERPENDICULAR TO THE EDGE OF THE ROADWAY, WITHIN A TOLERANCE OF 1". JOINT TYPES AS SPECIFIED ON PLANS 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. METAL OR 2" NOMINAL THICKNESS WOOD FORM 3 THIS FULL DEPTH SAW CUT IS MADE TO FACILITATE OPENING A TRENCH ACROSS THE SLAB TO RELIEVE COMPRESSION IN THE ALL LANES REPAIRED PAVEMENT PRIOR TO LIFTING OUT THE FAILED AREA. THIS SAW (2 - LANE ROADWAY SHOWN) 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. 4 1/4 " HARDBOARD OR EQUIVALENT AS BOND THIS LONGITUDINAL FULL DEPTH SAW CUT IS MADE BETWEEN BREAKER WHEN PLACING SECOND POUR LANES OR BETWEEN ANY COMBINATION OF THE FOLLOWING: LANE, RAMP, CURB, CONCRETE SHOULDER, OR PARTIAL LANE WIDTH REPAIR. EXISTING DISTRESSED CONCRETE PAVEMENT TO BE REMOVED AND REPLACED WHEN 1st 5 IF REQUIRED, INTERMEDIATE SAW CUTS MAY BE MADE TO REMOVE POUR IS COMPLETE 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 1/4 " HARDBOARD OR EQUIVALENT TO BRIDGE LESS SLABS INTO SMALLER PIECES TO FACILITATE REMOVAL. BROKEN JOINT OR SPALLED AREAS TO 1st MAINTAIN CENTERLINE ALIGNMENT POUR HANDLE JOINT TYPES AS SPECIFIED ON PLANS METAL OR 2" NOMINAL THICKNESS WOOD FORM MORE THAN ONE LANE REPAIRED BUT REPAIR LESS THAN FULL WIDTH (3 - LANE ROADWAY SHOWN) LOCKING KEY LIFT PIN FORMING NOTES: STAKES USED TO HOLD HMA FILLER OR HARDBOARD IN PLACE DURING CONCRETE SCHEMATIC OF TYPICAL LIFT PIN ASSEMBLY PLACEMENT SHALL BE REMOVED BEFORE SCREEDING THE CONCRETE. ADJACENT LANE REPAIRS MAY BE CAST INTEGRALLY, WHEN APPROVED BY THE ENGINEER. SAWING DIAGRAM & LIFT PIN FORMING REQUIREMENTS FOR FOR REMOVING OLD SLAB CAST-IN-PLACE REPAIRS 12’-0" OR LESS DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation PREPARED CONCRETE PAVEMENT REPAIR APPROVED BY: ENGINEER OF DELIVERY BY DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-44-F 1 OF 6
  • 34. CONCRETE REPAIR EXISTING CONCRETE (4’-0" MIN. LENGTH) 9" < 1/2 " 1/4 " HARDBOARD OR EQUIVALENT AS 1/2 PAVEMENT BOND BREAKER METAL OR 2" NOMINAL THICKNESS WOOD FORM PAVEMENT JOINT TYPES AS SPECIFIED ON PLANS THICKNESS THICKNESS < * DRILL 1 3/8 " DIAMETER HOLE INTO EXISTING CONCRETE PAVEMENT AND ONE LANE REPAIRS (2 - LANE ROADWAY SHOWN) GROUT-IN-PLACE #9 x 1’-6" LONG EPOXY COATED DEFORMED BARS TIED JOINT, Trg EXISTING DISTRESSED CONCRETE PAVEMENT CONCRETE REPAIR TO BE REMOVED AND REPLACED WHEN 1st EXISTING CONCRETE (4’-0" MIN. LENGTH) POUR IS COMPLETE 9" < 1/2 " HOT-POURED 1/4 " 1" MIN. THICKNESS WOOD FORM TO ESTABLISH INDEPENDENT ALIGNMENT RUBBER-ASPHALT SEALANT 1/4 " x 1" 1/2 PAVEMENT 1st THICKNESS < 1 3/8 " POUR BACKER ROD (BELOW SEALANT) PAVEMENT METAL OR 2" NOMINAL THICKNESS WOOD FORM THICKNESS JOINT TYPES AS SPECIFIED ON PLANS ALL LANES REPAIRED (2 - LANE ROADWAY SHOWN) * DRILL 1 3/8 " DIAMETER HOLE INTO 1/4 " HARDBOARD OR EQUIVALENT EXISTING CONCRETE PAVEMENT AND GROUT-IN-PLACE 1 1/4 " DIAMETER AS BOND BREAKER x 1’-6" LONG EPOXY COATED BARS CONTRACTION JOINT, Crg CONCRETE REPAIR EXISTING CONCRETE (4’-0" MIN. LENGTH) 9" < 1/2 " EXISTING DISTRESSED CONCRETE PAVEMENT TO BE REMOVED AND REPLACED WHEN 1st HOT-POURED POUR IS COMPLETE 1" RUBBER-ASPHALT SEALANT 1" x 1" 1/2 PAVEMENT 1 1/2 " THICKNESS < JOINT TYPES AS SPECIFIED ON PLANS METAL OR 2" NOMINAL THICKNESS WOOD FORM PAVEMENT ESTABLISH INDEPENDENT ALIGNMENT POUR THICKNESS 1" MIN. THICKNESS WOOD FORM TO 1st 1/8 " TO 1/4 " R * DRILL 1 3/8 " DIAMETER HOLE INTO EXISTING CONCRETE PAVEMENT AND WHEN OFFSET IS GREATER THAN 6’-0" PLACE (C2) JOINT GROUT-IN-PLACE 1 1/4 " DIAMETER IN LINE WITH ADJACENT LANE REPAIR JOINT. x 1’-6" LONG EPOXY COATED BARS * EXPANSION CAP * FIBER JOINT FILLER MORE THAN ONE LANE REPAIRED EXPANSION JOINT, Erg BUT REPAIRS ARE OFFSET * SEE SHEET 3 OF 6 FOR BAR SPACING (3 - LANE ROADWAY SHOWN) AND SHEET 6 OF 6 FOR NOTES. FORMING NOTES: CAST-IN-PLACE REPAIR JOINTS USING WHERE REPAIRS LONGER THAN 12’-0" ARE REQUIRED, A NEW GRADE MUST BE ESTABLISHED GROUTED DOWEL OR DEFORMED BARS 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 MICHIGAN DEPARTMENT OF TRANSPORTATION THE OLD PAVEMENT GRADE. BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR 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. CONCRETE PAVEMENT REPAIR FORMING REQUIREMENTS FOR CAST-IN-PLACE REPAIRS GREATER THAN 12’-0" 9-10-2010 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-44-F 2 OF 6
  • 35. EXISTING 12’-0" OR 14’-0" (LANES LESS THAN 12’-0" REDUCE CENTER SPACE ACCORDINGLY) 1’-0" 1’-0" 1’-0" 1’-0" 1’-0" 2’-0" 1’-0" 1’-0" 1’-0" 1’-0" 1’-0" OR OR 3’-0" 3’-0" PAVEMENT 1/2 PAVEMENT THICKNESS THICKNESS < NOTE: 1 3/8 " DIAMETER HOLES (TYP.) 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. DOWEL OR DEFORMED BAR SPACING FOR CONCRETE REPAIRS PAVEMENT TO BE CAST AFTER LANE TIE IS GROUTED INTO EXISTING PAVEMENT EXISTING CONCRETE PAVEMENT 1/2 PAVEMENT DRILL 7" THICKNESS < < 1/2 " 3/4 " DIAMETER HOLE INTO THE EXISTING PAVEMENT AND GROUT-IN-PLACE #5 x 1’-6" LONG PAVEMENT THICKNESS EPOXY COATED DEFORMED BARS EPOXY ANCHORED LANE TIE EXISTING EXISTING EXISTING EXISTING JOINT SPACING JOINT SPACING JOINT SPACING JOINT SPACING SECOND POUR OR Crg (future) Crg Crg (future) EXISTING OR Crg JOINT Crg Crg FIRST POUR 4’ TO 6’ CENTERED 2’ MIN. ON ORIGINAL JOINT 4’ MAX. SINGLE LANE OR FULL WIDTH REPAIR 6’ TO 15’ REPAIR LENGTH 6’ - 15’ WITH ONE JOINT NEAR AN EXISTING JOINT (SINGLE LANE REPAIR) EXISTING EXISTING EXISTING EXISTING JOINT SPACING JOINT SPACING JOINT SPACING JOINT SPACING EXISTING OR JOINT Crg OR Crg Crg Crg ALIGN Cp WITH REPAIR LENGTHS OVER 15’ WITH Cp JOINT Crg ALIGN Cp WITH Crg EXISTING JOINT 4’ TO LESS THAN 15’ Crg 4’ TO LESS THAN 15’ OFFSETTING LANE REPAIRS WITH Cp JOINT (SINGLE LANE REPAIR) MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR CONCRETE PAVEMENT REPAIR 9-10-2010 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-44-F 3 OF 6
  • 36. USE LANE TIES ORIGINAL CORNERS BROKEN OUT. FILL VOIDS WITH CONCRETE, PAID FOR AS PART OF THE WIDENING. EXISTING LONG JOINT SPACING 1/2 " FIBER JOINT FILLER, PAID FOR AS PART OF THE WIDENING OR Crg Crg Crg Crg ORIGINAL SLAB PLACE Cp EVERY 15’ WITH Crg WIDENING SLAB ALIGN Cp 4’ TO NEW 15’ JOINT SPACING 15’ SHEET METAL OR OTHER SUITABLE LONG REPAIR SHOWING THIN MATERIAL STAKED IN PLACE Cp JOINT ALIGNMENTS AND LANE TIES JOINT PATCH ADJACENT TO WIDENING SLAB EXISTING EXISTING JOINT SPACING JOINT SPACING OVER 10’ BUT LESS EXISTING 12’ - 16’ JPCP JOINT SPACING THAN 15’ Crg Crg Crg Cp Crg Crg Crg Crg 4’ OVER 15’ Crg 5’ 5’ MIN <1’ <1’ PLACE Cp EVERY 15’ FULL WIDTH MULTI-LANE REPAIRS WITH OFFSET IN ONE LANE REPAIR OF 12’ - 16’ JPCP WITH ONLY ONE MID-PANEL CRACK (IF THE PANEL HAS MORE THAN ONE MID-PANEL CRACK REPLACE ENTIRE PANEL) (SINGLE LANE OR FULL WIDTH REPAIR) EXISTING 41’ EXISTING 41’ JOINT SPACING JOINT SPACING MATCH JOINTS MATCH JOINTS AND CRACKS AND CRACKS OMIT } LANE TIES Crg Cp Cp Crg Crg } } OMIT Cp Cp } } } } } OMIT Cp LANE TIES LANE TIES Crg OMIT LANE TIES 10’ MIN. TO 15’ MAX. 10’ MIN. TO 15’ MAX. JOINT SPACING FOR REPAIR JOINT SPACING FOR REPAIR TWO CRACK PANEL REPAIR MID PANEL CRACK REPAIR MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR CONCRETE PAVEMENT REPAIR 9-10-2010 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-44-F 4 OF 6
  • 37. REPLACE C.R.C. PAVEMENT REINFORCEMENT. RECAST CONCRETE. REMOVE CONCRETE EXISTING PAVEMENT REMOVE CONCRETE LEAVE EXISTING STEEL FINAL SAW CUT 1 1/2 " DEEP REMOVE CONCRETE AND STEEL * 2’-6" MIN. LEAVE EXISTING STEEL INITIAL SAW CUT EXISTING PAVEMENT * 2’-6" MIN. FINAL SAW CUT 1 1/2 " DEEP (SAVE STEEL) (SAVE STEEL) REPLACE WITH SIMILAR BASE MATERIAL AND COMPACT TO 95% DENSITY EPOXY COATED #5 BARS TRANSVERSELY EVERY 12" IN REPAIR (TO BE PAID FOR AS PART OF THE CONCRETE PAVEMENT 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 VARIABLE VARIABLE 0.15 GAL/SYD 0.15 GAL/SYD WIDTH PROVIDE VERTICAL EDGES BY SAW VARIABLE WIDTH CUT OR OTHER APPROVED METHOD WIDTH 0.15 GAL/SYD BOND COAT BOND COAT EXISTING PAVEMENT JOINT OR CRACK DEPTH REPAIR EXISTING PAVEMENT VARIABLE DEPTH REPAIR VARIABLE DEPTH REPAIR VARIABLE BOND COAT JOINT OR CRACK CASE I EXISTING PAVEMENT JOINT OR CRACK CASE II CASE III HMA REPAIR OF HMA REPAIR OF CONCRETE HMA REPAIR OF CONCRETE CONCRETE PAVEMENT PAVEMENT WITH HMA SURFACE PAVEMENT WITH HMA SURFACE REMOVE LOOSE DETERIORATED CONCRETE. REMOVE HMA OVERLAY TO CONCRETE SURFACE. REMOVE HMA OVERLAY AND LOOSE (NOT TO EXCEED PAVEMENT THICKNESS) DETERIORATED CONCRETE. (NOT TO EXCEED PAVEMENT THICKNESS) 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. DETAIL SURFACE REPAIR FOR JOINT OR CRACK (TRANSVERSE OR LONGITUDINAL) 7 HMA SURFACE REMOVAL VARIABLE WIDTH TOP OF EXISTING 12" PROVIDE VERTICAL EDGES BY SAW 1/2 WIDTH VARIABLE WIDTH 12" SAW CUT OR 1/2 WIDTH CUT OR OTHER APPROVED METHOD PAVEMENT CHISELED CUT 0.15 GAL/SYD EXISTING PAVEMENT 0.15 GAL/SYD EXISTING PAVEMENT BOND COAT JOINT OR CRACK BOND COAT JOINT OR CRACK CASE IV CASE V FULL DEPTH HMA REPAIR FULL DEPTH HMA REPAIR OF CONCRETE PAVEMENT OF CONCRETE PAVEMENT WITH HMA SURFACE REMOVE THE DETERIORATED CONCRETE FULL DEPTH. REMOVE EXISTING HMA DETERIORATED CONCRETE PAVEMENT COMPACT LOOSE EXISTING BASE. FULL DEPTH. COMPACT LOOSE EXISTING BASE. REPLACE COMPACT WITH HMA ANY LOST BASE. REPLACE AND AND COMPACT WITH HMA ANY LOST BASE. 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. DETAIL FULL DEPTH REPAIR FOR JOINT OR CRACK (TRANSVERSE OR LONGITUDINAL) 8 MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR CONCRETE PAVEMENT REPAIR 9-10-2010 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-44-F 5 OF 6
  • 38. JOINT WIDTH SAME PLACE 7 3/4 " < 1/4 " HIGH x 4 1/2 " < 1/8 " AS IN PAVEMENT WIDE JOINT FILLER IN SAWED JOINT ER c TT 3 1/2 " < 1/4 " (MACHINE INSTALLED) B UR 4 1/2 " - 1/4 " (HAND INSTALLED) C GU & N T, Es IN JO O SI 1/2 " N PA TOP OF JOINT FILLER EX g T EN M VE PA T, Er IN N JO O SI N PA EX FULL DEPTH SAW CUTS FILL ANY VOIDS THAT OCCUR BELOW FILLER WITH STRIPS OF URETHANE FOAM OR POLYETHYLENE FOAM EXPANSION MATERIAL 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. CURB, GUTTER, AND CURB FACE SHALL BE SAWED AS DEEP AS THE EXISTING PAVEMENT THICKNESS. THE REMAINING CONCRETE SHALL BE CHIPPED OUT AND PRESSURE RELIEF JOINT EXPANSION MATERIAL OF SUFFICIENT THICKNESS SHALL BE PLACED IN SAWED JOINT TO FILL THE GAP AS DIRECTED BY THE ENGINEER. THIS DETAIL ALSO APPLIES TO HMA SURFACED EXPANSION JOINT, Esc CONCRETE PAVEMENT REQUIRING PRESSURE RELIEF JOINTS NOTES: CONCRETE PAVEMENT REPAIRS (INCLUDING JOINT TYPES) OR PRESSURE RELIEF WHERE THERE ARE NO REPAIR LOCATIONS WITHIN A 1000’ LENGTH, NO DETAILS SHALL BE AS SPECIFIED ON THE PLANS OR IN THE LOG OF PROJECT. EXPANSION SPACE WILL BE PROVIDED. IF THE EXISTING PAVEMENT HAS A HMA SURFACE, THE SAW CUTS SHALL EXTEND EXPANSION JOINT FILLER SHALL EXTEND THE FULL DEPTH OF THE REPAIR AND THROUGH THE UNDERLYING PORTLAND CEMENT CONCRETE. BE FLUSH WITH THE EXISTING PAVEMENT SURFACE. PRIOR TO SEALING, THE JOINT FIBER FILLER AT THE PAVEMENT SURFACE SHALL BE REMOVED BY CUTTING SAW OVERCUTS IN ADJACENT LANE, SHOULDER, RAMP, AND GUTTERS THAT WILL 1" WIDE AND 1 1/2 " DEEP TO PERMIT THE PLACEMENT OF THE HOT-POURED RUBBER REMAIN IN PLACE, SHALL BE CLEANED AND THEN SEALED WITH HOT-POURED ASPHALT SEALANT. RUBBER-ASPHALT. MAXIMUM DIAMETER AND SHALL BE ALIGNED TO FIT DRILLED HOLES IN CONCRETE. WHEN THE CONCRETE PAVEMENT REPAIR IS CONSTRUCTED IN PREPARATION FOR Erg JOINTS SHALL BE CONSTRUCTED ONLY WHEN THEY EXTEND ACROSS ALL AN OVERLAY, Crg JOINT RESERVOIRS AND SEALANTS SHALL BE OMITTED AND LANES, RAMPS, OR SHOULDERS. HOLES IN EXPANSION JOINT FILLER SHALL BE 1 1/2 " EXPANSION JOINTS (Erg) SHALL HAVE THE FIBER JOINT FILLER KEPT FLUSH TO THE PAVEMENT SURFACE. 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 EXPANSION CAPS SHALL BE ACCORDING TO STANDARD PLAN R-40-SERIES. THE CURB AND GUTTER. TRANSVERSE CONTRACTION Cp AND EXPANSION E2 JOINTS SHALL BE ACCORDING JOINT RESERVOIRS FOR THE HOT-POURED RUBBER-ASPHALT SEALANT SHALL BE TO STANDARD PLAN R-39P-SERIES. ABRASIVE BLAST CLEANED, FOLLOWED BY A FINAL CLEANING OF OIL-FREE COMPRESSED AIR PRIOR TO SEALING. DOWEL AND DEFORMED BARS USED IN Trg, Crg, AND Erg JOINTS SHALL BE EPOXY COATED ACCORDING TO THE CURRENT STANDARD SPECIFICATIONS. LANE TIES (TO ADJACENT PAVEMENT LANE, WHEN REQUIRED) SHALL BE SPACED ACCORDING TO STANDARD PLAN R-41-SERIES, EXCEPT THAT THE FIRST LANE TIE DOWEL BARS AND DEFORMED BARS FOR TIED JOINTS SHALL BE GROUTED INTO ADJACENT TO A TRANSVERSE JOINT SHALL BE INSTALLED AT A DISTANCE OF EXISTING PAVEMENT WITH A 1’-8" FROM THE JOINT. GROUT SELECTED FROM THE PREQUALIFIED WHEN BOTH SIDES OF A LONGITUDINAL JOINT ARE MATERIALS LISTED IN THE DEPARTMENT’S "MATERIALS SOURCE GUIDE" UNDER POURED INTEGRALLY, LANE TIES SHALL BE STRAIGHT DEFORMED EPOXY COATED ADHESIVE SYSTEMS FOR GROUTING DOWEL BARS AND TIE BARS FOR FULL-DEPTH BARS CAST-IN-PLACE AS SPECIFIED ON STANDARD PLAN R-41-SERIES. CONCRETE PAVEMENT REPAIRS. ADJACENT LANES ARE CAST SEPARATELY, LANE TIES SHALL BE GROUTED-IN- WHEN PLACE AS SPECIFIED ON THIS PLAN. THE GROUT SHALL BE SELECTED FROM THE THE BACKER ROD SHALL MEET THE REQUIREMENTS OF THE STANDARD SPECIFICATIONS PREQUALIFIED MATERIALS LISTED IN THE DEPARTMENT’S "MATERIALS SOURCE FOR CONSTRUCTION. GUIDE", UNDER LANE TIES. THE SAME TYPE JOINT SHALL EXTEND ACROSS ADJACENT LANE REPAIRS. THE MONTH AND YEAR OF CASTING AND STATION NUMBER (IF REMOVED) SHALL BE STENCILED ON EACH CONCRETE REPAIR. 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 ALL REPAIRS WILL BE JOINTED PLAIN CONCRETE PAVEMENT. THE CAST CONCRETE. REPAIRED CONCRETE PAVEMENTS REQUIRE THAT 1" OF Erg EXPANSION JOINTS BE DISTRIBUTED THROUGHOUT A GIVEN 1000’ SECTION. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR CONCRETE PAVEMENT REPAIR 9-10-2010 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-44-F 6 OF 6
  • 39. 20’ SLAB LENGTH 19 EPOXY COATED #6 BARS TOP AND BOTTOM 1’-6" AT 1’-0" MAX. (< 1/4 ") CENTER TO CENTER TRANSVERSE EXPANSION OR CONTRACTION JOINT SEE STANDARD PLAN 4" MAX. R-43-SERIES OVERHANG 2" (EACH SIDE) PAVEMENT OR SHOULDER SLAB WIDTH * EPOXY COATED #6 BARS TOP AND BOTTOM AT 1’-0" MAX. (< 1/4 ") CENTER TO CENTER 9" (EACH SIDE) OVERHANG 1" MAX. 9" PAVEMENT EDGE BRIDGE REFERENCE LINE LONGITUDINAL JOINT OR SLEEPER SLAB * 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. REINFORCEMENT DETAIL TRANSVERSE CONTRACTION JOINT PAVEMENT PAVEMENT 1’-6" THICKNESS REINFORCEMENT APPROVED LOAD TRANSFER ASSEMBLY FOR CONTRACTION JOINT PAVEMENT REINFORCEMENT AT CONTRACTION JOINT TRANSVERSE EXPANSION JOINT TRANSVERSE EXPANSION JOINT PAVEMENT PAVEMENT 1’-6" THICKNESS REINFORCEMENT FIBER FILLER APPROVED LOAD TRANSFER ASSEMBLY FOR EXPANSION JOINT PAVEMENT REINFORCEMENT AT EXPANSION JOINT DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation PREPARED PAVEMENT REINFORCEMENT APPROVED BY: ENGINEER OF DELIVERY BY FOR BRIDGE APPROACH DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-45-H 1 OF 2
  • 40. E3 JOINT TRANSVERSE EXPANSION OR CONTRACTION JOINT BRIDGE REFERENCE LINE SEE STANDARD PLAN R-43-SERIES SEE STANDARD PLAN R-43-SERIES FOR APPROACH SLAB LENGTHS OR SLEEPER SLAB E2 JOINT FOR PAVEMENT SLABS 2" EPOXY COATED 1’-6" #6 BARS E4 JOINT FOR SHOULDER SLABS (NOT REQUIRED ADJACENT 3" 3" TO HMA PAVEMENT) PAVEMENT SEAT WITH PAVEMENT THICKNESS AS HMA BOND OR PRIME COAT SPECIFIED ON THE PLANS DEPTH AND WIDTH OF SHOULDER SEAT AS PROVIDED ON STRUCTURE PAVEMENT AND SHOULDER SLABS ADJACENT TO STRUCTURES NOTES: SEE STANDARD PLANS R-39-SERIES AND R-40-SERIES FOR DETAILS OF JOINTS AND LOAD TRANSFER ASSEMBLIES. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR PAVEMENT REINFORCEMENT FOR BRIDGE APPROACH 9-10-2010 8-9-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-45-H 2 OF 2
  • 41. B A 30’ CENTERS (SEE NOTES) WIDTH AS SPECIFIED 4 " M IN . 2" 4" 8" TYP. 6 " M IN . 1’-0" 3" 1’-8" 6" 3" 2’-0" MIN. 1’-0" 2’-0" 2’-6" AS E D OP IE SL CIF NS E LA SP P ON MIN. ON PLANS SL SP OPE E AS ON CIF PL IED AN S STEEL REINFORCEMENT END ANCHOR 8" A INTERMEDIATE ANCHOR EPOXY COATED #4 BARS, 4’-2" LONG, 6" SPACED 6" CENTER TO CENTER, SHALL BE BENT AS ILLUSTRATED AND SHALL BE USED AT END ANCHORS ONLY MU LC AN H K NO ET TE 1’ S -6 " M IN . SECTION A - A H LC MU KET S AN TE BL NO E SE 6" 1’ N. I M BL SE E TWO PLANE OF WEAKNESS JOINTS EQUALLY SPACED SHALL BE PLACED BETWEEN ANCHORS AND SHALL BE CONSTRUCTED ACCORDING TO THE CURRENT STANDARD SPECIFICATIONS TOP OF SLAB 4" B 1’-0" 4" 8" 2" STEEL REINFORCEMENT INTERMEDIATE WELDED STEEL WIRE FABRIC OR AN EQUIVALENT ANCHOR 8" EXPANDED METAL MESH CONFORMING TO THE FOLLOWING MINIMUM REQUIREMENTS: END ANCHOR INTERMEDIATE ANCHOR NOT LESS THAN 3.69 LBS PER SYD UNIFORM STEEL REINFORCEMENT WIRE FABRIC COMPOSED OF W6 (NOMINAL DIA. 0.276") 6" ON CENTER LONGITUDINALLY AND SECTION B - B TRANSVERSELY. CONCRETE PAVED DITCH MU ET NK BLA LCH ES OT EN SE N. MI 6" 1’- LCH BLA NK SEE ET NO TES 1’6" MI N. MU SLO PE AS SPE CIF IED ON PLA NS AS PE SLO IED CIF S SPE LAN NP O 6" MIN. WIDTH AS SPECIFIED ON PLANS CONFORMS TO GRADED CROSS-SECTION OF DITCH THE RATE OF APPLICATION FOR THE HMA MATERIAL SHALL BE ACCORDING TO THE CURRENT STANDARD SPECIFICATIONS HMA PAVED DITCH MU SPECIFIED ON WIDTH AS SPECIFIED ON PLANS 6" PLANS ET NK BLA LCH ES OT N SEE N. MI 6" 1’- SLOPE AS MU SPECIFIED ON PLANS MIN. LCH BLA NK SEE ET NO TES 1’6" MI N. BACKSLOPE AS COBBLESTONE 6" LEAST DIMENSION PREPARED FOUNDATION PLAIN COBBLE DITCH GROUTED COBBLE DITCH 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. DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation PAVED AND COBBLE DITCHES, PREPARED APPROVED BY: ENGINEER OF DELIVERY BY & DRAINAGE TREATMENT DETAILS DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 4-6-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-46-D 1 OF 2
  • 42. PAVEMENT NOTE: ELBOWS WILL BE INCLUDED IN MEASUREMENT OF CULVERT PIPE DITCH 2% MIN. CORRUGATED METAL PIPE DRAINAGE STRUCTURE, HEADWALL, ETC. DRAINAGE STRUCTURE OR CORRUGATED METAL PIPE ALTERNATE LOCATION OF PIPE END SECTION, ETC. NORMAL LAYING POSITION OF PIPE DETAIL SHOWING ALTERNATE METHOD OF INSTALLING CULVERT IN HIGH FILL AREAS PROPOSED SHOULDER PROPOSED DITCH END SECTION PIPE DOWNSPOUT STANDARD OUTLET NOTE: ELBOWS WILL BE INCLUDED IN HEADWALL OR END MEASUREMENT OF CULVERT PIPE. SECTION (SEE NOTES) DETAIL SHOWING DOWNSPOUT CONSTRUCTION USING METAL END SECTION ON UPPER END 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. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR PAVED AND COBBLE DITCHES, & DRAINAGE TREATMENT DETAILS 9-10-2010 4-6-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-46-D 2 OF 2
  • 43. SKETCH OF FILLER WALLS SKETCH OF FILLER WALLS AT SQUARE PIER COLUMNS AT CIRCULAR PIER COLUMNS #4 BARS AT 1’-6" SPACINGS, BOTH SIDES 6" #6 REINFORCING STEEL PIER FOOTING 9" ADHESIVE MIN. 13 1/2 " 6" 2’-3" ANCHORED 13 1/2 " HORIZONTAL BAR * ADHESIVE ANCHORED 1/2 " JOINT FILLER HORIZONTAL BAR (TYP.) FILLER WALL (TYP.) HARDENED CONCRETE ** 2" x 4" ADHESIVE ANCHORED 3" WEEP HOLE HORIZONTAL OR VERTICAL BAR INSTALLATION DETAIL 3" (UNLESS OTHERWISE DETAILED) 1 1/2 " BEVEL (TYP.) * REINFORCING STEEL SHALL BE TESTED ACCORDING TO THE CURRENT 3" BEVEL (TYP.) SQUARE COLUMNS CIRCULAR COLUMNS 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) PLAN PIER COLUMNS #4 BARS, SQUARE PIER NEAR AND FAR 1’-0" CIRCULAR PIER 6" COLUMN COLUMN 3/4 " BEVEL (TYP.) GROUND OR 3’-6" 2’-0" SLOPE PAVING SHOULDER 9" GROUND ** 2" x 4" 9" WEEP HOLE 1’-6" SPACING ADHESIVE ANCHORED SLOPE PROTECTION HEADER VERTICAL BARS, DO NOT PLACE WITHIN 1’-0" OF TYPICAL PIER COLUMNS DRAIN ADHESIVE ANCHORED ADHESIVE ANCHORED HORIZONTAL BAR (TYP.) VERTICAL BAR (TYP.) PIER FOOTING ** 2" x 4" PIER FOOTING WEEP HOLE ELEVATION END FILLER WALLS USING SLOPE PROTECTION HEADER AS FOOTING DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation PREPARED FILLER WALLS AT APPROVED BY: ENGINEER OF DELIVERY BY BRIDGE PIER COLUMNS DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 2-25-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-55-G 1 OF 4
  • 44. #4 BARS AT 1’-6" SPACINGS, BOTH SIDES 6" 13 1/2 " 6" PIER FOOTING ADHESIVE ANCHORED 13 1/2 " HORIZONTAL BAR * ADHESIVE ANCHORED 1/2 " JOINT FILLER HORIZONTAL BAR 2" x 4" (TYP.) (TYP.) FILLER WALL END BLOCK (SEE NOTES, SHEET 4 OF 4 KEYWAY AND DETAILS FOR FILLER WALL END BLOCK BELOW) WEEP HOLE 3" 4 1/2 " ** 2" X 4" ADHESIVE ANCHORED HORIZONTAL BAR LAYOUT 3" 4 1/2 " * REINFORCING STEEL SHALL BE TESTED ACCORDING TO THE CURRENT 1 1/2 " BEVEL (TYP.) SPECIFICATIONS PRIOR TO BENDING. 3" BEVEL (TYP.) THE REINFORCING STEEL SHALL THEN BE FIELD BENT RADIALLY TO CIRCULAR PIERS AND CIRCULAR COLUMNS SQUARE COLUMNS 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) PLAN PIER COLUMNS GROUND OR SHOULDER #4 BARS, NEAR AND FAR 4 1/2 " COLUMN 1’-0" CIRCULAR PIER A COLUMN 4 1/2 " SQUARE PIER 3/4 " BEVEL (TYP.) ** 2" x 4" 1’-6" 6" 3" 1’-6" 3’-6" 4’-3" GROUND WEEP HOLE 3" SLOPE PAVING 6" 6" ** 2" x 4" SLOPE PROTECTION DRAIN WEEP HOLE ADHESIVE ANCHORED HORIZONTAL BAR (TYP.) HEADER ADHESIVE ANCHORED VERTICAL BAR (TYP.) PIER FOOTING PIER FOOTING ELEVATION SECTION A - A A FILLER WALLS WITH FOOTINGS - OUTSIDE PIERS 3/4 " DIA. HOLES FILLER WALL END BLOCK LENGTH AS ** USE 28" WHEN TOP OF BEAM ELEMENT IS 34" NEEDED TO MATCH END OF PIER FOOTING B FOR POST BOLTS AND 26" WHEN TOP OF BEAM ELEMENT IS 32" THRIE BEAM FOR POST SPACINGS SEE TERMINAL CONNECTOR 1’-10 1/2 " 1’-3" STANDARD PLAN R-67-SERIES 1’-0" TOP OF FILLER 2’-0" 2’-0" MAX. MAX. 1’-0" 4" ** 28" OR 26" R-67-SERIES ON STANDARD PLAN HEIGHT AS SPECIFIED SHOULDER 3’-6" 7 5/8 " ** 28" OR 26" AT 2’-0" MAX. GROUND OR 6" #4 BARS EQUALLY SPACED 6" VARIABLE (TO TOP OF PIER FOOTING) WALL END BLOCK ADHESIVE ANCHORED ADHESIVE ANCHORED VERTICAL BAR (TYP.) VERTICAL BARS 1’-0" (1 MIN.) TO PIER FOOTING 1’-6" 1’-6" SPACING 6" FIRST POST OF PIER FOOTING GUARDRAIL ANCHORAGE ELEVATION SECTION B - B B DETAILS FOR FILLER WALL END BLOCK (SEE STANDARD PLAN R-67-SERIES FOR GUARDRAIL ATTACHMENT DETAILS) MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR FILLER WALLS AT BRIDGE PIER COLUMNS 9-10-2010 2-25-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-55-G 2 OF 4
  • 45. 1’-6" #4 BARS AT 1’-6" SPACINGS, BOTH SIDES (TYP.) PIER FOOTING MAX. * BARS SHALL BE BENT RADIALLY TO CIRCULAR PIERS AND PARALLEL TO THE FILLER WALL PRIOR TO ADHESIVE (TYP.) ANCHORING TO PIER. * ADHESIVE ANCHORED HORIZONTAL BAR (TYP.) FILLER WALL 3" 3" 1 1/2 " BEVEL (TYP.) SQUARE COLUMNS (TYP.) 1/4 " JOINT FILLER (TYP.) FOOTING 3" BEVEL (TYP.) CIRCULAR COLUMNS 4" DRAIN HOLE PLAN PIER COLUMNS #4 BARS, SQUARE PIER NEAR AND FAR 4 1/2 " COLUMN C CIRCULAR PIER COLUMN 3" GROUND ADHESIVE ANCHORED HORIZONTAL BAR (TYP.) PIER FOOTING ELEVATION C PIER (VARIABLE) GROUND OR SHOULDER 4" CONCRETE SLAB 3/4 " BEVEL (TYP.) 6" 1’-6" 3’-6" TO BE FILLED WITH GRANULAR MATERIAL CLASS II OR OTHER ADHESIVE ANCHORED FILLER WALL FOOTING HORIZONTAL BAR PLACE 4" DRAIN HOLE IN THE 2" x 4" CONCRETE BETWEEN COLUMNS AND 13 1/2 " 6" ENGINEER. KEYWAY 13 1/2 " 1’-6" 3" MATERIAL APPROVED BY THE 6" 6" 4’-3" 4 1/2 " 1’-0" COVER WITH GEOTEXTILE #4 BARS SPACED AT 1’-6" MAX. ADHESIVE ANCHORED HORIZONTAL BAR LAYOUT PIER FOOTING SECTION C - C FILLER WALLS WITH FOOTINGS - MEDIAN PIERS MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR FILLER WALLS AT BRIDGE PIER COLUMNS 9-10-2010 2-25-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-55-G 3 OF 4
  • 46. EXISTING #4 BARS AT 1’-6" SPACINGS, BOTH SIDES PIER FOOTING * ADHESIVE ANCHORED HORIZONTAL BAR FILLER WALL END BLOCK (TYP.) (SEE NOTES, BELOW, AND DETAILS FOR 3" 3" FILLER WALL END BLOCK SHEET 2 OF 4) 1 1/2 " BEVEL (TYP.) 3" BEVEL (TYP.) SQUARE COLUMNS 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. PLAN EXISTING PIER COLUMNS 3/4 " BEVEL (TYP.) FOR GUARDRAIL ANCHORAGE, BRIDGE 1" DIA. HOLES FOR ATTACHING SQUARE PIER D AT FILLER WALLS, SEE STANDARD CIRCULAR PIER THRIE BEAM TERMINAL CONNECTOR COLUMN PLAN R-67-SERIES COLUMN VARIABLE THICKNESS PROPOSED FILLER PROPOSED #4 BARS, 1’-6" NEAR AND FAR SHOULDER D SPACING 3’-6" MIN. WALL EXTENSION EXISTING TYPICAL SLOPE PAVING ADHESIVE ANCHORED ADHESIVE ANCHORED VERTICAL BAR (TYP.) HORIZONTAL BAR (TYP.) EXISTING EXISTING FILLER WALL SHOULDER (THICKNESS MAY VARY) EXISTING DRAIN ADHESIVE ANCHORED VERTICAL BARS EXISTING PIER FOOTING (1 MIN.) EXISTING PIER FOOTING ELEVATION END FILLER WALL EXTENSION 1’-0" MINIMUM FOR ADDITIONAL HEIGHT 3" 3/4 " BEVEL (TYP.) NOTES: (TYP.) (TYP.) WITH CONCRETE AT THE CONTRACTOR’S OPTION, WITH NO INCREASE IN COST TO THE DEPARTMENT. 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. #4 BARS TOP OF FILLER WALL SHALL BE PARALLEL WITH THE PAVEMENT GRADE. TOP AND BOTTOM MATERIALS AND LABOR REQUIRED TO CONSTRUCT FILLER WALL END BLOCKS SHALL BE PAID FOR AS FILLER WALL CONCRETE AND ADHESIVE ANCHORING OF 1’-4" ADHESIVE ANCHORED HORIZONTAL BAR HORIZONTAL/VERTICAL BARS, AND SHALL BE ACCORDING TO THE CURRENT STANDARD SPECIFICATIONS. SEE CURRENT STANDARD PLAN R-67-SERIES WHEN ATTACHING GUARDRAIL TO (TYP.) FILLER WALLS. 4" MIN. VARIES 1’-8" MINIMUM PROPOSED FILLER WALL EXTENSION 3" THE AREA BETWEEN THE FILLER WALLS AT THE MEDIAN PIERS MAY BE FILLED ALTERNATE METHODS MAY BE USED TO ANCHOR THE BARS IF APPROVED BY THE ENGINEER. ALL STEEL REINFORCEMENT BARS AND ADHESIVE ANCHORED HORIZONTAL/VERTICAL BARS SHALL BE EPOXY COATED AND PAID FOR SEPARATELY. TRAFFIC SIDE FACES FLUSH ADHESIVE ANCHORS SHALL BE INSTALLED AS PER MANUFACTURERS RECOMMENDATION EXCEPT AS MODIFIED ON THIS STANDARD. 11" #4 BARS SPACED AT 1’-6" BOTH SIDES ADHESIVE ANCHORED MICHIGAN DEPARTMENT OF TRANSPORTATION VERTICAL BARS, DO NOT BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR PLACE WITHIN 1’-0" OF PIER COLUMNS FILLER WALLS AT EXISTING FILLER WALL (THICKNESS MAY VARY) BRIDGE PIER COLUMNS SECTION D - D 9-10-2010 2-25-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-55-G 4 OF 4
  • 47. APPLICABLE SOIL EROSION AND SEDIMENTATION CONTROL MEASURES COMPREHENSIVE DETAILS ARE LOCATED IN SECTION 6 OF ( THE SOIL EROSION & SEDIMENTATION CONTROL MANUAL B C D E F G KEY = = = = = = = ( A SLOPES STREAMS AND WATERWAYS SURFACE DRAINAGEWAYS ENCLOSED DRAINAGE (INLET & OUTFALL CONTROL) LARGE FLAT SURFACE AREAS BORROW AND STOCKPILE AREAS DNRE PERMIT MAY BE REQUIRED DETAIL CHARACTERISTICS A B C D E F G 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. 1 TURBIDITY CURTAIN 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. 2 GRUBBING OMITTED 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 3 watering is critical to its success. PERMANENT/TEMPORARY SEEDING 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 4 as soon as possible. DUST CONTROL 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. 5 SODDING 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. 6 VEGETATED BUFFER STRIPS DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation SOIL EROSION & SEDIMENTATION PREPARED APPROVED BY: ENGINEER OF DELIVERY CONTROL MEASURES BY DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 6-3-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-96-E 1 OF 6
  • 48. KEY DETAIL CHARACTERISTICS A B C D E F G Used where vegetation cannot be established. Very effective in protecting against high velocity flows. Should be placed over a geotextile liner. 7 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 8 raw areas. AGGREGATE COVER Reduces sheet flow velocities preventing rilling and gullying. Assists in the collection and filtering of sediments. Provides access for stabilizing slopes. 9 BENCHES 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. 10 Works well with INTERCEPTING DITCH (KEY 11) DIVERSION DIKE 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) 11 INTERCEPTING DITCH Assists in the diversion of runoff to a stable outlet or sediment control device. Reduces sheet flow velocities preventing rilling and gullying. 12 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). 13 Not to be used in lieu of a CHECK DAM (KEY 37) in a ditch. GRAVEL FILTER BERM Provides a stable access to roadways minimizing fugitive dust and tracking of materials onto public streets and highways. 14 GRAVEL ACCESS APPROACH MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SOIL EROSION & SEDIMENTATION CONTROL MEASURES 9-10-2010 6-3-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-96-E 2 OF 6
  • 49. KEY DETAIL CHARACTERISTICS A B C D E F G 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 15 AND DIVERSION DIKE (KEY 12) to direct flow to a stable discharge area or SEDIMENT TRAP (KEY 20). SLOPE DRAIN SURFACE 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. 16 TREES, SHRUBS AND PERENNIALS 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. 17 PIPE DROP 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 18 of the filter bag to provide additional filtration prior to entering any stream or wetland. DEWATERING WITH FILTER BAG 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. 19 ENERGY DISSIPATORS 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. 20 Works well when used with CHECK DAM (KEY 37). SEDIMENT TRAP 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. 21 A Sediment Basin should be the last choice of sediment control. The size of a Sediment Basin is greater than 5 cubic yards. SEDIMENT BASIN 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 22 site. VEGETATIVE BUFFER AT WATERCOURSE MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SOIL EROSION & SEDIMENTATION CONTROL MEASURES 9-10-2010 6-3-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-96-E 3 OF 6
  • 50. KEY DETAIL CHARACTERISTICS A B C D E F G 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 23 BLANKETS AND HIGH VELOCITY MULCH BLANKETS (KEY 33) and woody plants to shade the stream. STREAM RELOCATION 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 24 temporary culvert end fill. SAND AND STONE BAGS 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. 25 SAND FENCE AND DUNE STABILIZATION 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 26 or ditches where flow is concentrated. SILT FENCE 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. 27 PLASTIC SHEETS OR GEOTEXTILE COVER 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 28 until vegetation is well established. MULCHING AND MULCH ANCHORING 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. 29 Allows for early use of drainage systems prior to project completion. INLET PROTECTION FABRIC DROP 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. 30 Allows for early use of drainage systems prior to project completion. INLET PROTECTION GEOTEXTILE AND STONE MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SOIL EROSION & SEDIMENTATION CONTROL MEASURES 9-10-2010 6-3-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-96-E 4 OF 6
  • 51. KEY DETAIL CHARACTERISTICS A B C D E F G 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. 31 Can be used in areas such as median and side ditches. INLET PROTECTION SEDIMENT TRAP 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. 32 SLOPE ROUGHENING AND SCARIFICATION 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 33 of ditches in waterways. MULCH BLANKETS AND HIGH VELOCITY MULCH BLANKETS 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). 34 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 35 (KEY 37), and GRAVEL FILTER BERM (KEY 13) to remove sediments from water. TEMPORARY BYPASS CHANNEL Construction sequence of events may be necessary. 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 36 core or plastic liner, steel plates or plywood. CONSTRUCTION DAM 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. 37 A Check Dam is not a filtering device. CHECK DAM MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SOIL EROSION & SEDIMENTATION CONTROL MEASURES 9-10-2010 6-3-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-96-E 5 OF 6
  • 52. 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. 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. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SOIL EROSION & SEDIMENTATION CONTROL MEASURES 9-10-2010 6-3-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-96-E 6 OF 6
  • 53. UNDISTURBED USE HIGH VELOCITY MULCH BLANKET ON FILL SLOPES 1:2 OR STEEPER GROUND USE STANDARD MULCH BLANKET ON FILL SLOPES FLATTER THAN 1:2 AGGREGATE PAVED SHOULDER PAVEMENT SEE DETAIL A 6" TO 10" ANCHOR MULCH BLANKET 3" TO 4" MULCH BLANKET AGGREGATE OR EARTH ON GUARDRAIL FILL SLOPE DETAIL A AGGREGATE PAVEMENT PAVED SHOULDER SEED, FERTILIZE, 6’ AND MULCH MULCH BLANKET AS SPECIFIED ON PLANS DITCH BACKSLOPE (SEE NOTES) HIGH VELOCITY MULCH BLANKET AS SPECIFIED ON PLANS TO VERTICAL HEIGHT OF 1’-0" ABOVE DITCH BOTTOM SEE DETAIL A NOTE: A 6’ WIDE MULCH BLANKET SHALL BE USED ON BOTH SIDES OF NORMAL SECTIONS, HIGH SIDES OF ALL SUPERELEVATED SECTIONS, AND LOW SEE DETAIL A SIDES OF PAVEMENTS HAVING A SUPERELEVATION OF 5% OR LESS. TYPICAL SLOPE AND DITCH PROTECTION PAVED PAVEMENT SEED, FERTILIZE, AND MULCH AS SPECIFIED ON PLANS AGGREGATE SHOULDER SHOULDER AGGREGATE 6’ MEDIAN DITCH 18’ MIN. HIGH VELOCITY MULCH BLANKET SHOULDER PAVEMENT 6’ MULCH BLANKET PAVED SHOULDER MULCH BLANKET 4% 4% SEE DETAIL A SEE DETAIL A MULCH BLANKET SPILLWAY DITCH DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation SEEDING PREPARED APPROVED BY: ENGINEER OF DELIVERY BY AND TREE PLANTING DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 7-30-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-100-F 1 OF 4
  • 54. #11 GALVANIZED WIRE WRAPPED ONE REVOLUTION KRAFT TREE WRAP AND BETWEEN OUTSIDE RIDGES OF THE T-POST. TO COVER TRUNKS OF ALL DECIDUOUS TREES, BEGINNING BELOW SOIL LINE JUST ABOVE ROOTS. WRAP WITH MINIMUM 2" WIDE MASKING TAPE IN STEEL T-POSTS FIVE PLACES, INCLUDING TOP & BOTTOM OF WRAPPING. SPACED TO AVOID ROOT BALL, MASKING TAPE SHALL BE WRAPPED AROUND TREE A INSTALL IN VERTICAL POSITION. MINIMUM OF TWO TIMES EACH PLACE. USE OF TWINE, WIRE, OR DUCT TAPE WILL NOT BE ALLOWED. TOP OF ROOT BALL SHOULD BE SET AT OR SLIGHTLY HIGHER 5" - 6" MULCH THAN SURROUNDING GRADE. TO COVER ENTIRE PLANTING HOLE. TAPER MULCH TO TRUNK. 18" MIN. TREE TRUNK #11 GALVANIZED WIRE WIRE SHALL BE SEMI-TAUGHT, PREPARED SOIL ALLOWING 1/2 " MOVEMENT OF 6" MIN. 12" MIN. TREE IN ALL DIRECTIONS. LOOSEN SUBSOIL STEEL T-POST STEEL T-POSTS RUBBER HOSE, SPACED TO AVOID INTERLOCK NEW 1/2 " x 12" ROOT BALL. (MIN. LENGTH) RUBBER HOSES. BRACING - VERTICAL STAKES BRACING DETAIL BRACE DECIDUOUS TREES 2" TO 4" IN CALIPER OR 8’ OR MORE IN HEIGHT WITH TWO STAKES. #11 GALVANIZED WIRE, BRACE DECIDUOUS TREES LESS THAN 2" IN CALIPER WIRE SHALL BE SEMI-TAUGHT OR 8’ IN HEIGHT WITH ONE STAKE ON THE WESTERLY ALLOWING 1/2 " MOVEMENT OF SIDE OF THE PLANT. TREE IN ALL DIRECTIONS. TREE TRUNK RUBBER HOSE, INTERLOCK NEW 1/2 " x 12" 2/3 TOTAL HEIGHT OF EVERGREEN (MIN. LENGTH) RUBBER HOSES. 2" x 4" STAKES STAPLE TRIPOD GUYING DETAIL GUY EVERGREENS OVER 4" IN CALIPER OR 6’ IN HEIGHT WITH THE TRIPOD METHOD AND UNDER 6’ IN HEIGHT WITH TWO STAKES. 5" - 6" MULCH TO COVER ENTIRE PLANTING HOLE. TAPER MULCH TO TRUNK. 18" NOTCHED STAKE IN . MIN. 24 " M IN UNDISTURBED SOIL 6" LOOSEN SUBSOIL MIN. PREPARED SOIL GUYING - TRIPOD METHOD 5" - 6" MULCH TO COVER ENTIRE PLANTING HOLE. 6" LOOSEN SUBSOIL MICHIGAN DEPARTMENT OF TRANSPORTATION MIN. PREPARED SOIL BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR MIN. TAPER MULCH TO TRUNK. 18" SEEDING STEEL T-POSTS SPACED TO AVOID AND TREE PLANTING ROOT BALL SLOPE PLANTING 9-10-2010 7-30-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-100-F 2 OF 4
  • 55. 5" - 6" MULCH TO COVER ENTIRE PLANTING HOLE. TAPER MULCH TO TRUNK. 3" MIN. 12" MIN. 1 ON 2 SLOPE, TYP. PREPARED SOIL AS PER PLANS RAISED SHRUB BED DETAIL N MI 6" " 12 N MI SHRUB BED EDGING DETAIL 5" - 6" MULCH COVER ENTIRE PLANT BED. 6" 6" 6" MIN MIN TAPER MULCH TO TRUNK. MIN 6" MIN 6" MIN 6" MIN PREPARED SOIL LOOSEN SUBSOIL SHRUB BED DETAIL FIRST AND SECOND WATERING AND CULTIVATION SHALL INCLUDE SHRUB BEDS. CUT 6" X 12" (MIN.) EDGING AROUND THE PERIMETER OF ALL SHRUB BEDS SHOWN PLANTING NOTES: ON THE PLANS. SPRAY A NON-PERSISTANT GLYPHOSATE HERBICIDE TO ENTIRE SHRUB BEDS PRIOR TO PLANTING AND BARK PLACEMENT. ALL EXCAVATED MATERIAL SHALL BE REMOVED FROM THE SITE IMMEDIATELY. SHRUB BEDS ARE TO BE PAID FOR BY THE PAY ITEM ’SITE PREPARATION’. LOOSEN SUBSOIL TO A DEPTH OF 4". ALL PLANTS SHALL BE SET PLUMB AND HAVE THE BEST SIDE OF PLANT FACING LOOSEN EARTH ON SIDES OF PLANT POCKET TO BREAK ANY GLAZING CAUSED BY DIGGING. THE MAIN VIEWING DIRECTION. 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. COVER ENTIRE PLANT POCKET AREA WITH 5"-6" MULCH. PRUNE, WRAP, AND BRACE AND GUY. WHEN PLANTS ARE FURNISHED IN CONTAINERS, CONTAINERS SHALL BE COMPLETELY REMOVED AT THE TIME OF PLANTING. BRACING - SEE DETAIL TREE HEIGHTS ARE SHOWN BEFORE PRUNING. TREE PLANTING DEPTHS ARE SHOWN AFTER SETTLING. 5" - 6" MULCH TO COVER ENTIRE PLANTING HOLE. TAPER MULCH TO TRUNK. 18" PREPARED SOIL MIN. RESPECTIVELY OF THE NEAREST EDGE OF METAL - EXCEPT WHERE INACCESSIBLE TO VEHICLES. MICHIGAN DEPARTMENT OF TRANSPORTATION MIN. 6" TREES AND SHRUBS SHALL NOT BE PLANTED WITHIN 50’ AND 30’ BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR LOOSEN SUBSOIL STEEL T-POSTS SEEDING AND TREE PLANTING SPACED TO AVOID ROOT BALL 9-10-2010 MULTIPLE STEM TREES 7-30-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-100-F 3 OF 4
  • 56. THRU LANE MINIMUM SETBACK OF 10’ FROM BACK OF CURB IN THE TURN LANE FOR SHADE THRU LANE 70’ 40’ AND INTERMEDIATE TREES. 70’ 20’ 40’ 70’ TYP 20’ TYP PLANTING ZONE LIMITS 40’ 150’ PLANTING ZONE LIMITS PLANTINGS MUST BE A MINIMUM OF 150’ FROM CENTERLINE OF CROSSROADS. MEDIAN PLANTING NOT TO SCALE 5" - 6" MULCH COVER ENTIRE PLANT BED. 12" MIN TAPER MULCH TO TRUNK. PREPARED SOIL LOOSEN SUBSOIL 12" MIN BARE ROOT PLANTS PLANTING BARE ROOT PLANT MATERIAL 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 SEEDING NOTES: POSITION AT A DEPTH EQUAL TO THE DEPTH AT THE NURSERY. THIS STANDARD ILLUSTRATES THE TYPICAL USE OF SEEDING WITH MULCH, HOLD PLANT FIRMLY AND PUDDLE (NOT TAMP) THE BACKFILL AS THESE ITEMS RELATE TO ROADWAY CONSTRUCTION. AROUND THE ROOTS WITH WATER. SUFFICIENT WATER SHALL BE DESIGN AND MATERIALS USED TO CONSTRUCT THE COMPLETE SECTION, USED TO ENSURE SATURATION OF THE BACKFILL, BUT CARE WHICH INCLUDES SEEDING WITH MULCHING, WILL BE ACCORDING TO THE SHOULD BE TAKEN NOT TO OVERWATER, CAUSING A FLOATING PLANS AND CURRENT SPECIFICATIONS. THE ACTUAL SOIL MASS THAT PREVENTS COMPACTION AND MAY RESULT IN AIR POCKETS ADJACENT TO THE ROOTS. BACKFILL SHOULD BE FLUSH ITEMS CALLED FOR ON THIS STANDARD MAY ALSO BE USED DURING WITH THE GROUND AFTER COMPACTION. CONSTRUCTION AS AN EROSION CONTROL MEASURE. SEE STANDARD PLAN R-96-SERIES. COVER ENTIRE PLANT POCKET AREA WITH 5" - 6" MULCH AS SHOWN. ALL DITCHES SHOULD HAVE HIGH VELOCITY MULCH BLANKET FOR EROSION CONTROL. THE FIRST 6’ BEHIND THE CURB OR SHOULDER IN URBAN MEDIAN AREAS 2" - 3" MULCH COVER ENTIRE PLANT BED. 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. DEPTH 1 1/2 x CONTAINER TAPER MULCH TO TRUNK. WILL BE SEEDED, FERTILIZED, AND MULCHED WITH MULCH BLANKET. PREPARED SOIL ALL AREAS WHERE MULCH BLANKET IS CALLED FOR SHALL BE SEEDED, LOOSEN SUBSOIL FERTILIZED, AND TOPSOILED AS SPECIFIED ON PLANS. NO MULCH OR ANCHORING MULCH IS REQUIRED WHERE MULCH BLANKET IS INSTALLED. 1 1/2 x CONTAINER DEPTH PERENNIAL PLANTS BACKSLOPE RESTORATION TREATMENT SHALL BE THE SAME AS THE FRONT SLOPE. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR FIRST AND SECOND WATERING AND CULTIVATION SHALL INCLUDE PERENNIAL BEDS. SEEDING PERENNIALS ARE TO BE FULLY DEVELOPED TWO YEAR #2 CONTAINER PLANTS. AND TREE PLANTING ENTIRE PERENNIAL BED SHALL BE EXCAVATED DOWN 12" AND REPLACED WITH 12" OF PREPARED SOIL. PERENNIAL BEDS ARE TO BE PAID FOR BY THE PAY ITEM ’SITE PREPARATION’. 9-10-2010 7-30-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-100-F 4 OF 4
  • 57. SHOULDER SLOPE EQUALS THE RATE OF SUPERELEVATION OR THE NORMAL SHOULDER SLOPE WHICHEVER IS GREATER SHOULDER PAVEMENT WIDTH DITCH DEPTH ON INSIDE OF CURVE W 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 SHOULDER W EQUALS NORMAL DITCH DEPTH PLUS WIDTH OF PAVEMENT AND SHOULDER SHOULDER SLOPE INSIDE THE POINT OF ROTATION (SEE HIGH SIDE TIMES RATE OF SUPERELEVATION SHOULDER CHART) OR 1’ BELOW SAND SUBBASE, WHICHEVER IS GREATER VATION SUPERELE PLANE OF D PLAN GRADE AND D POINT OF ROTATION PLAN GRADE PLAN GRADE RATE OF ATION SUPERELEV AN 5%) (MORE TH RATE OF VATION 2% (WHEN RATE OF SUPE RELEVATION SUPERELE 2% 5% OR LESS) DEPTH AS SHOWN ON PLANS NOTE: SUBGRADE DRAINAGE SHALL BE AS SHOWN ON PLAN TYPICAL CROSS SECTIONS SUPERELEVATED FINISHED SECTION (TWO-WAY SHOWN) LEGEND D W = RAMP WIDTH 2% HIGH SIDE SHOULDER CHART NC = NORMAL CROWN RATE WHEN RATE OF FULL W = DISTANCE IN FEET FROM POINT OF SHOULDER SLOPE AT FULL SUPERELEVATION EQUALS SUPERELEVATION IS ROTATION TO FARTHEST OUTSIDE EDGE PLAN GRADE (NORMAL) RATE OF SUPERELEVATION MINUS FROM 2% TO 3% x NC D = W NORMAL SHOULDER SLOPE e = RATE OF SUPERELEVATION W = RAMP WIDTH S = x EVATION RATE OF SUPEREL 3% TO AND e 1% INCLUDING 5% S VA RELE SUPE W TION C = CROWN RUNOUT / TANGENT RUNOUT SHOULDER (ADVERSE CROWN REMOVED) L = TRANSITION LENGTH OR SUPERELEVATION PLAN GRADE AND ATION ERELEV RATE OF SUP RUNOFF OF INSIDE OR OUTSIDE EDGE OF POINT OF ROTATION PAVEMENT OVER 5% (SUPERELEVATED) % = SUPERELEVATION TRANSITION SLOPE OF RAMPS SHOULDER PAVEMENT EDGES NOTES: THE CROWN POINT AND POINT OF ROTATION WILL NORMALLY BE AT THE SPIRAL TRANSITIONS SHOULD BE USED ON NEW ALIGNMENTS, BASED ON CENTER OF TWO-LANE AND FOUR-LANE UNDIVIDED PAVEMENTS AND AT THE THE DESIGN SPEED OF THE CURVE AND THE RADIUS AS SHOWN IN THE EDGE OF AN INSIDE LANE OF FIVE-LANE UNDIVIDED PAVEMENTS. TABLE. THE POINT OF ROTATION WILL NORMALLY BE AT THE INSIDE EDGES OF DIVIDED THE TABLE GIVES THE MAXIMUM RADIUS IN WHICH A SPIRAL SHOULD BE USED. PAVEMENTS. BEGIN THE HIGH SIDE SHOULDER TRANSITION AT THE PAVEMENT CROWN THE CROWN IS TO BE REMOVED IN SUPERELEVATION SECTIONS. RUN OUT POINT (CROWN REMOVED). TRANSITION THE SHOULDER IN THE DISTANCE "L" TO THE SHOULDER SLOPE RATE REQUIRED AT FULL PAVEMENT ON URBAN SERVICE ROADS AND URBAN FREE ACCESS TRUNKLINE CURVES SUPERELEVATION. WHERE DRIVEWAYS ARE PREVALENT, AND WHERE NORMAL SUPERELEVATION CANNOT BE OBTAINED, A MINIMUM OF 1.5% TO 2% SUPERELEVATION IN THE IF THE RATE OF FULL PAVEMENT SUPERELEVATION IS GREATER THAN THE DIRECTION OF THE CURVE MAY BE USED TO REMOVE THE ADVERSE CROWN. NORMAL SHOULDER SLOPE, BEGIN THE LOW SIDE SHOULDER TRANSITION WHEN THE PAVEMENT REACHES THE SAME PLANE AND SLOPE RATE AS THE DESIGN MODIFICATION OF TRANSITIONS, POINT OF ROTATION, AND CROWNS NORMAL SHOULDER. MAY BE NECESSARY TO IMPROVE RIDING QUALITY AND APPEARANCE. WHEN TRANSITIONING THE SHOULDER SLOPE TO/FROM A BRIDGE SECTION, THE LOCATION, LENGTH OF SUPERELEVATION TRANSITIONS, CROWN RUNOFF CALCULATE THE TRANSITION LENGTHS, SUPERELEVATION RATES, AND POINT OF ROTATION WILL BE AS TRANSITION SLOPE ( %) REQUIRED FOR THE CURVE, OR IN TANGENT DISTANCE USING THE SUPERELEVATION SPECIFIED ON THE PLANS. SECTIONS, USE THE MINIMUM VALUE FOR SUPERELEVATION TRANSITION SLOPE ( %) GIVEN IN THE TABLE, IN THE COLUMN FOR THE SPEED OF SPIRAL LENGTHS WILL BE EQUAL TO OR LONGER THAN TRANSITION SLOPE THE ROADWAY. LENGTHS. BRIDGE SHOULDER SUPERELEVATION MINUS RATE OF ROAD SHOULDER (TRANSITION DISTANCE = SHOULDER WIDTH x (RATE OF SUPERELEVATION) x 100 / %) DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation SUPERELEVATION AND PREPARED APPROVED BY: ENGINEER OF DELIVERY PAVEMENT CROWNS BY DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 10-19-2009 F.H.W.A. APPROVAL PLAN DATE SHEET R-107-H 1 OF 7
  • 58. RATE OF SUPERELEVATION AND SUPERELEVATION TRANSITION SLOPE URBAN RADIUS (FEET) FREEWAYS 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH FREEWAYS AND 65 MPH URBAN RAMPS 70 MPH 75 MPH 60 MPH e% % e% % e% % e% % e% % e% % e% % e% % e% % e% % e% % 23000 NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- 20000 NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- 17000 NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- 14000 NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- 2.0 0.31 2.0 0.30 NC ---- 12000 NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- 2.0 0.32 2.0 0.31 2.0 0.30 NC ---- 10000 NC ---- NC ---- NC ---- NC ---- NC ---- NC ---- 2.0 0.36 2.0 0.32 2.1 0.31 2.3 0.31 2.0 0.34 8000 NC ---- NC ---- NC ---- NC ---- 2.0 0.40 2.0 0.38 2.1 0.36 2.3 0.33 2.6 0.32 2.9 0.31 2.0 0.34 6000 NC ---- NC ---- NC ---- 2.0 0.40 2.0 0.40 2.3 0.39 2.7 0.37 3.0 0.34 3.3 0.33 3.7 0.33 2.4 0.36 5000 NC ---- NC ---- 2.0 0.40 2.0 0.40 2.3 0.41 2.7 0.39 3.1 0.38 3.5 0.35 3.9 0.34 4.4 0.34 2.8 0.37 4000 NC ---- 2.0 0.45 2.0 0.40 2.4 0.41 2.8 0.42 3.3 0.40 3.8 0.39 4.2 0.37 4.7 0.36 5.3 0.35 3.3 0.39 3500 NC ---- 2.0 0.45 2.2 0.41 2.6 0.42 3.1 0.42 3.6 0.41 4.2 0.40 4.7 0.38 5.2 0.37 5.9 0.36 3.5 0.40 3000 2.0 0.50 2.0 0.45 2.5 0.42 3.0 0.43 3.5 0.43 4.1 0.42 4.7 0.41 5.2 0.39 5.9 0.38 6.5 0.37 3.8 0.41 2500 2.0 0.50 2.4 0.46 2.9 0.43 3.5 0.44 4.1 0.44 4.7 0.43 5.3 0.42 5.9 0.41 6.5 0.39 7.0 0.38 4.2 0.42 2000 2.3 0.51 2.9 0.48 3.5 0.45 4.1 0.46 4.7 0.45 5.4 0.44 6.1 0.43 6.6 0.42 7.0 0.40 4.6 0.44 1800 2.5 0.52 3.1 0.49 3.8 0.46 4.4 0.47 5.1 0.46 5.7 0.45 6.4 0.44 6.9 0.43 R MIN.= 1922’ 4.8 0.44 1600 2.7 0.52 3.4 0.50 4.1 0.48 4.8 0.48 5.4 0.47 6.1 0.45 6.7 0.44 7.0 0.43 4.9 0.45 1400 3.0 0.53 3.7 0.51 4.5 0.49 5.1 0.49 5.8 0.48 6.5 0.46 6.9 0.45 R MIN.= 1565’ 1200 3.4 0.54 4.1 0.52 4.9 0.50 5.6 0.50 6.3 0.49 6.8 0.47 R MIN.= 1263’ 6.9 0.47 1150 3.5 0.55 4.3 0.53 5.0 0.51 5.7 0.50 6.4 0.49 1000 3.8 0.56 4.6 0.54 5.4 0.52 6.1 0.52 6.7 4.1 0.57 4.8 0.55 5.7 0.53 6.4 0.52 6.9 0.50 820 4.3 0.57 5.1 0.55 5.9 0.54 6.6 0.53 7.0 0.50 800 4.4 0.58 5.1 0.56 6.0 0.54 6.7 0.53 7.0 0.50 720 4.6 0.58 5.4 0.57 6.3 0.55 6.9 0.54 700 4.7 0.59 5.5 0.57 6.3 0.56 6.9 0.54 600 5.0 0.60 5.9 0.58 6.7 0.57 500 5.4 0.61 6.4 0.60 7.0 0.58 450 5.7 0.62 6.6 0.61 400 6.0 0.63 6.8 0.61 350 6.3 0.64 7.0 0.62 300 6.7 0.65 265 6.9 0.66 225 7.0 R MIN.= 1412’ 0.49 R MIN.= 1008’ 900 R MIN.= 2344’ 0.66 R MIN.= 614’ R MIN.= 794’ NOTES: LOOP RAMPS SHALL HAVE A 7% RATE OF SUPERELEVATION. THE RATE OF SUPERELEVATION FOR CURVES APPROACHING RAMP TERMINALS (STOPPING CONDITION) SHOULD BE LIMITED TO 5% MAX. R MIN.= 464’ R MIN.= 327’ IF DELTA VALUES FROM THE CHART CANNOT BE OBTAINED FOR THE DESIGN RADIUS, USE THE MAXIMUM DELTA VALUE FOR THE CORRESPONDING SPEED. FOR RADII LESS THAN THOSE TABULATED, (BUT NOT LESS THAN R MIN.), USE e . maxMAXIMUM SUPERELEVATION FOR URBAN FREEWAYS AND URBAN RAMPS (WITH A 60 MPH DESIGN SPEED) IS 5%, OTHERWISE e max = 7% . R MIN.= 222’ MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SUPERELEVATION AND PAVEMENT CROWNS 9-10-2010 NOTE: 10-19-2009 F.H.W.A. APPROVAL PLAN DATE SHEET R-107-H 2 OF 7 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 MICHIGAN DEPARTMENT OF TRANSPORTATION.
  • 59. ABBREVIATIONS FOR C P C IN FT. DISTANCE FROM P CROWN SPIRALED RAMPS AND ROADWAYS: T.S. = TANGENT TO SPIRAL S.T. = SPIRAL TO TANGENT 2% = NC C.S. = CURVE TO SPIRAL S.C. = SPIRAL TO CURVE = C CROWN POINT P SPIRAL CURVE TRANSITIONS DESIGN MAXIMUM DESIGN MAXIMUM SPEED RADIUS SPEED RADIUS (MPH) (FEET) (MPH) (FEET) 30 456 60 1822 35 620 65 2138 40 810 70 2479 45 D 75 2846 1265 80 3238 55 C = 1025 50 1531 S (100) L = S (100) % L = (100) % (USED ONLY FOR DETERMINING PC/PT) % 3 3 D 2 D 1 S 2 P.C. OR P.T. 1 1 1 2 1 1 2 2 1 S P.C. OR P.T. 2 1 2 2 S - D (100) % NO PLAN GRADE AND TRANSITION POINT OF ROTATION A B C A 2 2 1 2 D 1 W 2 S S 1 C W LEVEL 1 B D W D W PLAN GRADE AND POINT OF ROTATION ACTUAL TRANSITION D 1 2 1 2 1 2 1 2 SECTION SECTION SECTION SECTION SECTION SECTION SECTION SECTION AT A AT B AT C AT D AT A AT B AT C AT D UNSPIRALED RAMP (CROWN ADVERSE TO SUPER) UNSPIRALED RAMP (CROWN SAME DIRECTION AS SUPER) D C = S (100) L = (100) % % 3 P.C. OR P.T. 3 PLAN GRADE AND POINT OF ROTATION 2 1 2 3 2 3 1 1 2 S D 3 S % % A B 1 C D W W W D S W S LEVEL 3 2 1 3 2 1 3 2 1 3 2 1 SECTION AT A SECTION AT B SECTION AT C SECTION AT D UNSPIRALED TWO-WAY ROADWAY MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SUPERELEVATION AND PAVEMENT CROWNS 9-10-2010 10-19-2009 F.H.W.A. APPROVAL PLAN DATE SHEET R-107-H 3 OF 7
  • 60. C = 1/2 D (100) % L = S - 1/2 D (100) % 3 1 1/2 S LEFT ROADWAY P.C. OR P.T. 2 1 2 2 3 3 3 3 4 3 5 1/2 S 2 4 3 PLAN GRADE OR 4 POINT OF ROTATION A 3 1/2 S 1/2 D 3 5 5 B % 4 S 1 RIGHT ROADWAY S 1/2 D % 1 1/2 S C 5 D W W S LEVEL LEVEL 1 2 3 3 4 5 1 2 3 3 W 4 1 2 3 3 1 5 2 3 S 1/2 D W 3 4 4 5 SECTION AT A SECTION AT B 5 SECTION AT C SECTION AT D UNSPIRALED FOUR LANE DIVIDED ROADWAY 1 C = OUTSIDE D 3 S (100) L = OUTSIDE % 2 D 3 (100) % 3 OUTSIDE 1 3 S P.C. OR P.T. 2 2 2 1 1 3 3 4 4 3 4 4 3 3 4 4 2 S D 3 2 1 3 S S 2 1 3 D 3 W D 3 W LEFT ROADWAY % 4 7 SECTION AT A PLAN GRADE AND 5 7 4 4 5 6 POINT OF ROTATION 5 7 A 5 6 7 B 4 S 6 3 5 6 5 S 4 4 7 C S 3 3 2 D 3 1 RIGHT ROADWAY 6 6 D 3 S % P.C. OR P.T. 7 3 2 C = INSIDE D 3 S (100) L INSIDE % 1 = INSIDE D 3 (100) E % W S LEVEL W LEVEL 2 3 4 4 5 6 7 1 2 3 4 4 5 6 1 2 3 4 4 1 2 3 4 4 5 7 S 1 5 6 7 6 7 SECTION AT B SECTION AT C SECTION AT D SECTION AT E UNSPIRALED SIX LANE DIVIDED ROADWAY MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SUPERELEVATION AND PAVEMENT CROWNS 9-10-2010 10-19-2009 F.H.W.A. APPROVAL PLAN DATE SHEET R-107-H 4 OF 7
  • 61. D C = S (100) L = S (100) % L = (100) % T.S. OR S.T. % C.S. OR S.C. T.S. OR S.T. C.S. OR S.C. 1 1 D S 1 2 1 2 2 1 2 2 1 S % D % 1 2 2 1 PLAN GRADE OR ACTUAL TRANSITION PLAN GRADE OR POINT OF ROTATION TRANSITION POINT OF ROTATION A B C D A 2 1 2 D 1 W S S 1 C W LEVEL 2 B D W D W 1 2 S - D (100) % NO 2 1 2 1 2 1 2 1 2 SECTION SECTION SECTION SECTION SECTION SECTION SECTION SECTION AT A AT B AT C AT D AT A AT B AT C AT D SPIRALED RAMP (CROWN ADVERSE TO SUPER) SPIRALED RAMP (CROWN SAME DIRECTION AS SUPER) D C = S (100) L = (100) % % T.S. OR S.T. C.S OR S.C. 3 PLAN GRADE AND POINT OF ROTATION 2 1 2 3 2 3 1 1 2 S D 3 S % % 1 A B C D W W W D S W S LEVEL 3 2 1 3 2 1 3 2 1 3 2 1 SECTION AT A SECTION AT B SECTION AT C SECTION AT D SPIRALED TWO-WAY ROADWAY MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SUPERELEVATION AND PAVEMENT CROWNS 9-10-2010 10-19-2009 F.H.W.A. APPROVAL PLAN DATE SHEET R-107-H 5 OF 7
  • 62. C = 1/2 D (100) % L = S - 1/2 D (100) % T.S. OR S.T. C.S OR S.C. 1/2 S LEFT ROADWAY 1 2 1 2 2 3 3 1/2 S 2 3 3 PLAN GRADE OR 4 POINT OF ROTATION 5 1/2 D 3 4 A 3 1/2 S 3 4 3 5 5 B % 4 S 1 RIGHT ROADWAY S 1/2 D % 1 1/2 S C 5 D W W S LEVEL LEVEL 1 2 3 3 4 5 1 2 3 3 W 4 1 2 3 3 1 5 2 3 S 1/2 D W 3 4 4 5 SECTION AT A SECTION AT B 5 SECTION AT C SECTION AT D SPIRALED FOUR LANE DIVIDED ROADWAY 1 C = OUTSIDE D 3 S (100) L = OUTSIDE % 2 D 3 (100) % T.S. OR S.T. C.S OR S.C. 3 S 1 2 2 2 1 1 3 3 4 4 3 4 4 3 3 4 4 2 S D 3 2 1 3 S S 2 1 3 D 3 W D 3 W LEFT ROADWAY % 4 7 SECTION AT A PLAN GRADE AND 5 7 4 4 5 6 POINT OF ROTATION 5 7 A 5 6 7 B 4 S 6 3 5 6 5 S 4 4 7 C S 3 3 2 D 3 1 RIGHT ROADWAY 6 6 D 3 S % T.S. OR S.T. 2 C = INSIDE D 3 7 S - (100) L INSIDE % 1 = C.S OR S.C. D 3 (100) E % W S LEVEL W LEVEL 2 3 4 4 5 6 7 1 2 3 4 4 5 6 1 2 3 4 4 1 2 3 4 4 5 7 S 1 5 6 7 6 7 SECTION AT B SECTION AT C SECTION AT D SECTION AT E SPIRALED SIX LANE DIVIDED ROADWAY MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SUPERELEVATION AND PAVEMENT CROWNS 9-10-2010 10-19-2009 F.H.W.A. APPROVAL PLAN DATE SHEET R-107-H 6 OF 7
  • 63. D C = S (100) L = (100) % % Z VALUES FOR 3 UNSPIRALED TWO WAY ROADWAYS WITH AN ODD NUMBER OF LANES % . 2 1 1 NUMBER 2 2 . Z 1 ZS ZD . P.C. OR P.T. 2 OF LANES Z 3 2 7 3/4 S 1/2 5 1 3 3 % 3 3 3 S - D (100) % A . B C D . W W ZS D ZD . ZW . ZW S LEVEL 1 2 3 1 2 3 1 2 3 1 2 3 SECTION SECTION SECTION SECTION AT A AT B AT C AT D UNSPIRALED TWO WAY ROADWAY WITH ODD NUMBER OF LANES (FARTHEST EDGE ON LOW SIDE) D C = S (100) L = (100) % % 3 P.C. OR P.T. 1 % D S 1 1 2 2 3 2 3 . 2 ZS 3 . Z % 1 3 S - D (100) % A B C D . W . W ZW S ZD . ZW D ZS . LEVEL 1 2 3 1 2 3 1 2 3 1 2 SECTION SECTION SECTION SECTION AT A AT B AT C 3 AT D UNSPIRALED TWO WAY ROADWAY WITH ODD NUMBER OF LANES (FARTHEST EDGE ON HIGH SIDE) MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SUPERELEVATION AND PAVEMENT CROWNS 9-10-2010 10-19-2009 F.H.W.A. APPROVAL PLAN DATE SHEET R-107-H 7 OF 7
  • 64. CONTINUOUS GROOVING CONTINUOUS GROOVING JOINT LINE SHOULDER CORRUGATIONS JOINT LINE FOR LENGTH OF SHOULDER FOR LENGTH OF SHOULDER SHOULDER CORRUGATIONS 6" B 4" B A A HMA SHOULDER PLAN HMA SHOULDER PLAN ADJACENT TO 12’ LANE PAVED SHOULDER A OUTSIDE EDGE OF OUTSIDE EDGE OF A PAVED SHOULDER B B ADJACENT TO 14’ LANE JOINT SPACING OF CONCRETE SHOULDER JOINT SPACING OF CONCRETE SHOULDER SHOULDER CORRUGATIONS JOINT LINE JOINT LINE * 8 1/2 " (TYP.) * 8 1/2 " (TYP.) SHOULDER CORRUGATIONS 6" B 4" B CONCRETE SHOULDER PLAN A CONCRETE SHOULDER PLAN ADJACENT TO 12’ LANE * THE DISTANCE FROM THE CORRUGATION TO THE TRANSVERSE JOINT SHALL ADJACENT TO 14’ LANE * THE DISTANCE FROM THE CORRUGATION TO THE TRANSVERSE JOINT SHALL BE AT LEAST 6" BUT LESS THAN 12". 1’-0" 7" 1/2 " - 5/8 " (TYP.) 1/2 " - 5/8 " BE AT LEAST 6" BUT LESS THAN 12". A PAVED SHOULDER A OUTSIDE EDGE OF OUTSIDE EDGE OF A PAVED SHOULDER B B 1’-4" FULL DEPTH SHOULDER PAVEMENT SECTION A - A SECTION B - B FREEWAY SHOULDER CORRUGATIONS (FOR FREEWAY SHOULDERS PAVED 4 FEET OR GREATER) DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION Kirk T. Steudle BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR Michigan Department of Transportation SHOULDER AND CENTER LINE PREPARED APPROVED BY: ENGINEER OF DELIVERY CORRUGATIONS BY DESIGN DIVISION DRAWN BY: B.L.T. CHECKED BY: W.K.P. 9-10-2010 APPROVED BY: ENGINEER OF DEVELOPMENT 6-7-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-112-G 1 OF 8
  • 65. 7" (< 1/2 ") SEE NOTE 3/8 " - 0 ( + 1/8 " ( SECTION A-A EDGE OF TRAVELED WAY 12" 12" (< 1/2 ") EDGE OF TYPICAL NON-FREEWAY TRAVELED WAY SHOULDER CORRUGATION INSTALLATION * LATERAL DEVIATION SHALL NOT EXCEED 1" IN 100’. 3/8 " NOTE: - 0 ( + 1/8 " ( ON CONCRETE PAVEMENTS, THE DISTANCE FROM A SHOULDER CORRUGATION TO A TRANSVERSE JOINT SHALL BE AT LEAST 6" BUT LESS THAN 12". SECTION B-B 48’ SHOULDER CORRUGATIONS 12’ GAP 48’ SHOULDER CORRUGATIONS 12" SHOULDER EDGE OF TRAVELED WAY EDGE OF TRAVELED WAY SHOULDER SHOULDER CORRUGATIONS ON TWO-WAY ROADWAYS NON-FREEWAY SHOULDER CORRUGATIONS (FOR NON-FREEWAY SHOULDERS PAVED 6 FEET OR GREATER) MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SHOULDER AND CENTER LINE CORRUGATIONS 9-10-2010 6-7-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-112-G 2 OF 8
  • 66. 50’ BEGINNING AND END OF APPROACH OR INTERSECTION 50’ 50’ BEGINNING AND END OF APPROACH OR INTERSECTION 50’ SEE NOTES NOTE: SHOULDER CORRUGATIONS MAY BE OMITTED IN AREAS WITH HIGH 50’ DRIVE 100’ RESIDENTIAL COMMERCIAL DRIVE CONCENTRATIONS OF DRIVES, WHEN DIRECTED BY THE ENGINEER. SHOULDER CORRUGATIONS AT INTERSECTIONS BRIDGE APPROACH SLAB 25’ 25’ OMIT SHOULDER CORRUGATIONS IN THIS AREA SHOULDER CORRUGATIONS AT BRIDGES NON-FREEWAY SHOULDER CORRUGATIONS (FOR NON-FREEWAY SHOULDERS PAVED 6 FEET OR GREATER) MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SHOULDER AND CENTER LINE CORRUGATIONS 9-10-2010 6-7-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-112-G 3 OF 8
  • 67. 100’ 50’ 50’ 50’ 50’ 50’ 50’ SHOULDER CORRUGATIONS AT INTERSECTIONS 25’ 25’ OMIT SHOULDER CORRUGATIONS IN THIS AREA SHOULDER CORRUGATIONS AT RAILROADS NON-FREEWAY SHOULDER CORRUGATIONS (FOR NON-FREEWAY SHOULDERS PAVED 6 FEET OR GREATER) MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SHOULDER AND CENTER LINE CORRUGATIONS 9-10-2010 6-7-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-112-G 4 OF 8
  • 68. 7" (< 1/2 ") SEE NOTE SECTION A-A 3/8 " - 0 ( + 1/8 " ( TYPICAL NON-FREEWAY CENTER LINE SECTION B-B CORRUGATION INSTALLATION SUPERELEVATED ROADWAY * LATERAL DEVIATION SHALL NOT EXCEED 1" IN 100’. NOTE: 1/2 " - 0 ( + 1/8 " ( ON CONCRETE PAVEMENTS, THE DISTANCE FROM A CENTER LINE CORRUGATION TO A TRANSVERSE JOINT SHALL BE AT LEAST 6" BUT LESS THAN 12". 3/8 " - 0 ( 3/8 " + 1/8 " - 0 ( + 1/8 " ( ( SECTION B-B CROWNED ROADWAY SHOULDER EDGE OF TRAVELED WAY SHOULDER EDGE OF TRAVELED WAY CENTER LINE CORRUGATIONS ON TWO-WAY ROADWAYS NON-FREEWAY CENTER LINE CORRUGATIONS MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SHOULDER AND CENTER LINE CORRUGATIONS 9-10-2010 6-7-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-112-G 5 OF 8
  • 69. TERMINATE CENTER LINE CORRUGATIONS AT BEGINNING AND END OF APPROACH OR INTERSECTION SEE NOTES CENTER LINE CORRUGATIONS AT INTERSECTIONS TERMINATE CENTER LINE CORRUGATIONS 3 TIMES WIDTH OF COMMERCIAL DRIVE OR AS DIRECTED BY THE ENGINEER DRIVE COMMERCIAL DRIVE RESIDENTIAL SEE NOTES CENTER LINE CORRUGATIONS AT DRIVEWAYS BRIDGE APPROACH SLAB 25’ 25’ OMIT CENTER LINE CORRUGATIONS IN THIS AREA CENTER LINE CORRUGATIONS AT BRIDGES NON-FREEWAY CENTER LINE CORRUGATIONS MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SHOULDER AND CENTER LINE CORRUGATIONS 9-10-2010 6-7-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-112-G 6 OF 8
  • 70. 25’ 25’ OMIT CENTER LINE CORRUGATIONS IN THIS AREA CENTER LINE CORRUGATIONS AT RAILROADS NON-FREEWAY CENTER LINE CORRUGATIONS MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SHOULDER AND CENTER LINE CORRUGATIONS 9-10-2010 6-7-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-112-G 7 OF 8
  • 71. NOTES: (NON-FREEWAY) NOTES: (FREEWAY) SHOULDER CORRUGATION CROSS-SECTIONS AND LOCATIONS SHALL BE AS DETAILED SHOULDER CORRUGATION CROSS-SECTIONS AND LOCATIONS SHALL BE AS DETAILED ON THIS STANDARD. ON THIS STANDARD. CORRUGATIONS ON NON-FREEWAYS SHALL BE IN CONCRETE CORRUGATIONS ON FREEWAYS SHALL BE IN CONCRETE AND AND HMA SHOULDERS PAVED AT LEAST 6’-0" WIDE WITH A POSTED SPEED OF HMA SHOULDERS PAVED 4’-0" OR WIDER OR WHERE THE SHOULDER LIES BETWEEN 55 MPH. THE PAVEMENT AND VALLEY GUTTER OR CURB AND GUTTER. CORRUGATIONS WILL CORRUGATIONS CAN BE USED IN OTHER SITUATIONS WHERE THEY HAVE BEEN PREVIOUSLY APPROVED USING CURRENT GUIDELINES. NOT BE USED IN RAMP SHOULDERS OR WHERE SHOULDERS ARE SEPARATED FROM THE PAVEMENT BY VALLEY GUTTER OR CURB AND GUTTER. CORRUGATIONS SHALL NOT BE PLACED OVER A TRANSVERSE SHOULDER JOINT. CORRUGATIONS SHALL NOT BE PLACED OVER A TRANSVERSE SHOULDER JOINT. DO NOT MILL SHOULDER OR CENTER LINE CORRUGATIONS THROUGH ANY INTERSECTION, MARKED CROSSWALK, NON-MOTORIZED PATH CROSSING, OR CORRUGATION LOCATION IN THE AREA OF FREEWAY RAMPS WILL BE AS FOLLOWS: SNOWMOBILE CROSSING. 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. GORE. THIS OFFSET WILL CONTINUE UNTIL THE 2’ POINT OF THE 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. MICHIGAN DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DEVELOPMENT STANDARD PLAN FOR SHOULDER AND CENTER LINE CORRUGATIONS 9-10-2010 6-7-2010 F.H.W.A. APPROVAL PLAN DATE SHEET R-112-G 8 OF 8