5-Attachment D Standard Specs, and Drawing.pdf

Pavement Cutting 02705 – Page 1 of 2

January 1, 2012

SECTION 02705

PAVEMENT CUTTING

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Saw or cut pavements, curb and gutter, sidewalk, and any appurtenances as required to provide a smooth surface to match.

1.2 RELATED SECTIONS

A. Section 02748: Prime Coat/Tack Coat

1.3 REFERENCES Not Used

1.4 DEFINITIONS Not Used

1.5 SUBMITTALS Not Used

1.6 PAYMENT PROCEDURES

A. Department makes no separate payment for Pavement Cutting. Include in associated bid items.

PART 2 PRODUCTS Not Used

PART 3 EXECUTION

3.1 PROCEDURE – CONCRETE SURFACES

A. Saw cut vertically in a straight line through the full depth of the surface.

B. Make cuts so the defective surface can be removed where the edge of the existing surface is cracked, broken, or deteriorated.

C. Do not allow traffic or construction equipment to cross the cut edge.

Pavement Cutting 02705 – Page 2 of 2

3.2 PROCEDURE – ASPHALT SURFACES

A. Use any method that provides a vertical cut in a straight line through the full depth of the surface.

1. Saw cut at no additional cost to the Department if the method of cutting does not produce a smooth, non-broken edge.

B. Make cuts so the defective surface can be removed where the edge of the existing surface is cracked, broken, or deteriorated.

C. Do not allow traffic or construction equipment to cross the cut edge.

D. Apply a tack coat to the cut edge before placing hot mix asphalt pavement when appropriate. Refer to Section 02748.

END OF SECTION

Portland Cement Concrete Pavement 02752 – Page 1 of 15

SECTION 02752

PORTLAND CEMENT CONCRETE PAVEMENT

A. Materials and procedures for constructing Portland Cement Concrete

Pavement.

A. Section 00555: Prosecution and Progress

B. Section 01452: Pavement Smoothness

C. Section 03055: Portland Cement Concrete

D. Section 03152: Concrete Joint Control

E. Section 03211: Reinforcing Steel and Welded Wire

F. Section 03390: Concrete Curing

1.3 REFERENCES

A. AASHTO M 157: Ready-Mixed Concrete

B. AASHTO T 22: Compressive Strength of Cylindrical Concrete Specimens

C. AASHTO T 24: Obtaining and Testing Drilled Cores and Sawed Beams of

Concrete

D. AASHTO T 325: Estimating the Strength of Concrete in Transportation Construction by Maturity Tests

E. American Concrete Institute (ACI) Standards

F. UDOT Minimum Sampling and Testing Requirements

G. UDOT Quality Management Plan

02752 – Page 2 of 15

1.4 DEFINITIONS

A. Panel – Area of pavement within the traffic lane or shoulder bound by two transverse joints.

1.5 SUBMITTALS

A. All submittals required in Section 03055.

1. Mix design trial batch information to include flexural test results.

B. Certified scale axle weights for each haul unit for yardage to be hauled when requested by the Engineer.

C. Portland cement concrete pavement texturing plan for approval at least 14 calendar days before concrete placement to the Engineer and the Region Pavement Engineer.

D. A written plan for approval at least 14 calendar days before concrete placement specifically showing:

1. Ingredients

2. Production methods

3. Handling and placing

4. Protection and curing including hot or cold weather plan or both

E. Verification that the batch plant meets the requirements of the UDOT

Quality Management Plan for Ready-Mix Concrete.

F. Joint layout plan to the Engineer for approval at least 14 calendar days before concrete placement.

G. Cylinder storage device

1. Written procedures for approval at the request of the Engineer, explaining operation and required monitoring or care of the device.

Refer to this Section, article 2.7.

1.6 ACCEPTANCE

A. Acceptance sampling and testing of material is according to UDOT Minimum Sampling and Testing Requirements.

B. Point of acceptance for air content is the in-place pavement.

1. Sampling and testing will be performed at the point of placement with necessary adjustments applied based on correlation testing.

The Department will:

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January 1, 2012

a. Perform air test on concrete placed in front of the paver and again from the same load in the finished pavement.

Record any change in air content.

b. Adjust acceptance limits for air content according to results of correlation testing to provide final in-place air content that meets the requirements specified in Section 03055.

c. Perform at least one correlation test for each day of paving operations.

2. The Engineer will mark for later removal any areas determined to be reject material.

a. Coordinate the timing for removal of reject material with the Engineer

C. Department will assess price adjustments for strength, thickness, and surface smoothness separately on the contract bid price.

D. Thickness

1. Contractor obtains cores for thickness according to AASHTO T 24.

a. The Engineer marks core location.

b. One thickness core per 12,000 ft2

2. Determine the acceptability and pay factors for deficient thickness areas using Table 1.

Table 1 Price Reductions for Deficient Thickness

Deficient Thickness (inches) Pay Factor 0 to ⅛ ⅛ to ¼ ¼ to ½ ½ to ¾

>¾

1.00 0.90 0.75 0.60

Reject

a. The Engineer may accept pavement deficient by more than ¾ inch at 50 percent pay or require removal and replacement.

b. Make all corrections, including removal and replacement, at no additional cost to the Department.

c. Contractor takes two additional cores for any deficient core (one on each side) where the thickness varies by ⅛ inch.

Locate the new core midway between the deficient core and each of the adjacent cores.

d. The Engineer graphs the deficient areas by plotting new cores and the original cores to define deficient areas, assuming the following:

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January 1, 2012

1) The graph represents the thickness of the pavement.

2) The thickness varies linearly along the pavement length from core depth to core depth.

3) The pavement is a constant depth in the transverse direction.

3. Acceptance for thickness may be determined through alternate methods from coring with written approval from the Engineer.

a. The Engineer obtains concurrence and written approval from the District Engineer and Region Materials Engineer.

E. Compressive Strength Acceptance Retesting

1. Department will use Table 2 to determine pay adjustments for concrete compressive strength.

a. The pay adjustment applies to the test lot represented by the strength test.

b. The Engineer evaluates all concrete with a compressive strength of more than 400 PSI below specification to determine structural integrity of the concrete pavement.

This pavement may be accepted at 50 percent pay factor or removed and replaced at the discretion of the Engineer.

Table 2

Pay Adjustments for Compressive Strength Based on 28 days psi below f ’c (4,000)* Pay Factor 1 to 100

101 to 200 201 to 300 301 to 400

0.95 0.90 0.85 0.80

*Section 03055 Table 4

2. Hand-placement areas will be considered separately.

3. Retesting – The Engineer notifies the Contractor, within three calendar days of determining the 28-day compressive strength, if any test is below specifications. The Contractor may request referee testing in writing.

4. An independent third party testing agency will conduct referee testing at no additional cost to the Department.

5. Retesting must be completed within 40 calendar days after placement.

6. Testing laboratories must:

a. Be a Department qualified concrete lab.

b. Use UDOT TTQP personnel qualified in Concrete Testing

Technician and Concrete Strength Testing Technician.

c. Obtain two sets of three cores at locations directed by the

Engineer.

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January 1, 2012

d. Obtain and test cores. Refer to AASHTO T 22 and AASHTO T 24.

e. Calculate the average of each set of three cores.

f. Fill the core holes with concrete or product approved by the

Engineer within 24 hours after coring.

g. Make sure that the holes are cleaned with no standing water before they are filled.

h. Consolidate the concrete by rodding or vibrating.

i. Strike off level with the pavement surface and texture.

j. Protect concrete in core holes from any damage for at least

48 hrs.

k. Basis of acceptance of the lot will be as follows:

1) The Department accepts the lot at full pay if the average strength of both sets of three cores is greater than or equal to 85 percent of f ’c, and if no single strength test is less than 75 percent of f ’c.

2) The Department uses the original cylinder compressive strengths for the pay factor if the above criteria are not met.

F. Smoothness

1. Evaluate and refer to Section 01452.

G. Quantity adjustment when paving over existing surfaces.

1. Adjust quantity when accepted batched volume overruns or under runs neat-line volume.

a. The Engineer and Contactor determine accepted batched volume at time of placement.

b. Accepted batched volume is the total batched material adjusted to design yield minus rejected or wasted material.

2. Adjust quantity before any price adjustment for non-specification material.

3. Determine overrun/underrun quantity by the following formula:

m n na Q V

VVQA

= 5.0

QA = Adjusted quantity in yd2 Va = Accepted Volume Vn = Neat-line Volume Qm = Measured quantity in yd2

02752 – Page 6 of 15

PART 2 PRODUCTS

2.1 CONCRETE

A. Use AA(AE) concrete. Refer to Section 03055.

1. Meet a 28 day flexural strength of 650 psi verified through trial batch.

2.2 CONCRETE CURING COMPOUND

A. Refer to Section 03390.

2.3 EXPANSION JOINT MATERIALS

A. Refer to Section 03152.

2.4 JOINT SEALERS

A. Use hot applied joint sealant for all joints meeting Section 03152.

2.5 STEEL REINFORCEMENT

A. Tie Bar – Grade 60 or higher, deformed reinforcing steel. Refer to Section 03211.

B. Dowel Bars – Grade 60 or higher, smooth steel rod. Refer to Section 03211.

C. Chairs and Basket assemblies. Refer to Section 03211.

2.6 BATCH PLANT

A. Meet the requirements of the UDOT Quality Management Plan for Ready- Mix Concrete.

2.7 CYLINDER STORAGE DEVICE

A. Use a device that maintains a temperature of 60 degrees F to 80 degrees F and is equipped with an automatic 7 day temperature recorder, accurate within 2 degrees and with a permanent recording feature. A 24 hour test run may be required.

B. Use device or devices with the capacity to accommodate the required test cylinders for at least two day’s operation.

1. Cease concrete operation when the storage capacity is reached.

02752 – Page 7 of 15

C. Make the storage devices available on the job site at least 48 hours before placement.

2.8 VEHICLES FOR HAULING

A. Permissible to use:

1. End dump trucks with watertight beds and end gates and rounded corners.

2. Agitator trucks with open tops.

3. Transit mixers that conform to AASHTO M 157.

B. Do not use bottom or belly dump units.

2.9 SLIP FORM PAVER

A. Self-propelled machine with no fluid leaks equipped with automatic line and grade control capability.

B. Capabilities

1. Spreading the dumped concrete uniformly across the grade by an auger or a traveling strike-off device.

2. Vibrating, tamping, striking-off, and shaping the concrete to the desired line grade and thickness in one continuous pass.

C. Vibrator Minimum Requirements

1. Eccentric Diameter 1⅞ inch

2. Frequency 7,000 to 9,000 vibrations per minute

3. Spacing 18 inch maximum, mounted longitudinally

D. Mount vibrators to provide adequate concrete consolidation. Do not interfere with dowel bar basket assemblies.

E. Monitor the Operation of Vibrators

1. Check each vibrator at the beginning and ending of each day.

2. Repair or replace vibrators as necessary.

3. Stop paving operations immediately if any indication of malfunction occurs.

4. Resume operations only after repairing or replacing the vibrator.

F. Use trailing forms long enough to leave a smooth, straight, vertical edge.

2.10 FINISHING/TEXTURING EQUIPMENT

A. Burlap drag unless using artificial-turf drag.

02752 – Page 8 of 15

B. Texturing equipment as approved by the Engineer.

C. Curing compound application machine with a fully atomizing type power spray and a wind protection hood.

3.1 LINE AND GRADE CONTROL

A. Use a system that limits deviations in the pavement surface to ⅛ inch and deviations in the vertical edge of the pavement to ¼ inch and maintains specified pavement thickness.

B. Slip Form Paving

1. Establish the necessary stakes for line and grade control over existing surfaces and provide the elevation control benchmarks.

2. Equip machinery with a control system that automatically controls concrete placement to the specified longitudinal grades.

C. Formed Paving

1. Keep forms free from warps, bends, kinks, and equal in depth to the specified pavement edge.

2. Tightly join form sections by an interlocking joint free of vertical and horizontal movement.

3. Stop paving operations if the side forms do not meet or hold line and grade.

D. Profile grind pre-existing adjacent pavement before concrete placement.

Profile grinding of pre-existing pavement is measured and paid separately, or as extra work.

3.2 BATCH AND MIX

A. Refer to AASHTO M 157.

B. Separate and stockpile in two sizes coarse aggregate sizes 2 inch to No. 4 sieve and 1½ inch to No. 4 sieve with the separation being made on the 1 inch and ¾ inch respectively.

C. Mixing – Conform to the standard and operate the drum at manufacturer’s recommended speed.

1. Conduct mixing efficiency tests at the start of concrete placement and evaluate as specified in AASHTO M 157, Annex A-1.

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January 1, 2012

2. Increase mixing time in 10-second increments if necessary until the mixer efficiency evaluation is passed.3. Correct poor mixing efficiency at no additional cost to the Department.

3. Do not allow buildup of cement or mortar on the mixer drums and blades.

4. Mix for at least 30 seconds after the last addition of water or cement is made after initial batching.

D. Maintain a minimum mixing time of 80 seconds at the manufacturer’s recommended mixing speed after all materials are in the drum.

E. Do not add water to the mix after acceptance testing.

3.3 PLACE CONCRETE

A. Keep the base surface moistened 500 ft in front of the paver without allowing areas of standing water.

B. Discharge and place the mixed concrete within the time frame listed below after introducing the mixing water to the cement and aggregates.

Concrete not placed within the following time period may be rejected. The Engineer, in conjunction with the Region Materials Engineer, may approve alternate time periods based on concrete and ambient temperatures.

1. Non-agitating Haul Equipment 45 minutes

2. Agitating Haul Equipment 75 minutes

C. Do not interfere with dowel basket assemblies if redistributing the concrete in front of the paver. Minimize redistributing the concrete in front of the paver. The Engineer may retest the concrete if redistribution occurs.

D. Provide vibrators to thoroughly consolidate concrete.

1. Position vibrators on finishing equipment ahead of strike-off auger or final screed.

2. Vibrate, screed, and mechanically tamp the spread concrete.

Thoroughly vibrate adjacent to and along the faces of the forms.

a. Stop vibrating and tamping elements when the forward movement of the paver stops.

3. Use hand-operated vibrators on a regular pattern, not to exceed 12 inches in each direction, for hand placements.

E. Workmanship conforms to ACI 304R-00.

F. Do not add water to the surface for finishing.

1. Paving operations may be shut down and the concrete rejected if water is added.

2. Do not use evaporation retarders unless directed by the Engineer.

02752 – Page 10 of 15

G. Provide protection for existing surfaces when placing concrete in an adjoining longitudinal section (companion placement).

1. Do not place concrete for companion placement before existing concrete has achieved a compressive strength of at least 2,500 psi, determined by Maturity Method, AASHTO T 325, or cast cylinders.

2. Repair any damage to existing pavement resulting from companion placement at no cost to the Department.

3.4 HANDLE AND PLACE REINFORCING STEEL

A. Keep reinforcing steel clean, free from damage, and free from distortion.

B. Place tie bars in the middle third of the slab as shown in the plans.

1. Refer to PV Series Standard Drawings.

2. Place in the direction of paving and parallel to the slab surface.

3. Place by using automatic bar inserters, support on chairs, through forms, or drilled and epoxied. Manual insertion is not permitted.

4. Maintain at least 6 inch clearance between tie bars and dowel bars.

a. Adjust tie bar spacing at the transverse joints to provide specified clearance.

b. Do not adjust dowel bar locations.

C. Place load transfer dowel bars in the middle third of the slab depth, parallel to the centerline and surface of the slab. Limit deviations from parallel to ¼ inch for the length of the dowel bar.

3.5 FINISH

A. Finish the surface smooth and true to grade by machine float immediately after placing concrete. Finish at a rate equal to the progress of the paving operation.

B. Shut down the mixing operation until the situation is resolved if preliminary finishing is delayed more than 30 minutes after initial screeding.

C. Fill honeycomb areas in the vertical edge of the pavement with mortar.

D. Texture the pavement by burlap drag unless the final texture includes artificial turf drag.

1. Use at least three plies of wet burlap and drag parallel to the centerline without tearing.

2. Complete the drag finish with one pass.

3. Spray water directly on the final burlap drag only in the quantity necessary to keep the burlap wet.

02752 – Page 11 of 15

3.6 PAVEMENT TEXTURE

A. Provide a written texturing plan to the Engineer for approval before placing pavement. Show texturing locations and describe methods that will be used for hand texturing. Refer to Table 3.

Table 3

Pavement Texturing Options > 50 mph ≤ 50 mph

Longitudinal Tining Longitudinal Tining Diamond Grinding Diamond Grinding Transverse Tining Transverse Tining Artificial Turf Drag

B. Demonstrate the performance of the texturing application method before starting main line paving.

C. Longitudinal Tining

1. Produce grooves of approximately ⅛ inch wide by ⅛ inch deep spaced ¾ inch apart and parallel to the longitudinal joint.

2. Keep tining devices clean and free from encrusted mortar and debris to provide uniform groove dimensions.

3. Time tining so that the grooves do not close up.

D. Diamond Grinding

1. Produce resultant surface in a parallel, corrugated type texture.

a. Allowable width of grooves is 1/16 inch to ¼ inch.

b. Allowable distance between grooves is 1/16 inch to ¼ inch.

c. Maximum allowable height of ridges is approximately1/16 inch.

2. Maintain cross slope drainage.

E. Transverse Tining

1. Produce randomly spaced ½ inch to ¾ inch transverse grooves approximately ⅛ inch deep.

F. Artificial Turf Drag

1. Drag artificial turf along the pavement in the direction of paving.

2. Use plastic turf that is wide enough to cover the entire pavement width and produce a uniform texture with corrugations 1/16 inch to ⅛ inch deep.

3. Use turf with a blade density of 7,200 blades/ft2 and each blade at least ¾ inch long.

4. Continuously monitor the texturing operation.

5. Weight the turf if necessary to produce an acceptable texture using a uniformly distributed load.

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January 1, 2012

6. Remove buildup of cementitious or other materials that may produce an uneven or unacceptable texture.

G. Grinding may be required to correct unacceptable texturing.

H. Rumblestrips

1. Install by diamond grinding when required.

2. Rotomilling is not an acceptable method of installation.

3.7 CURE

A. Immediately apply curing compound to the edges of the pavement after form removal. Refer to Section 03390.

3.8 PROTECTION

A. Protect pavement against all damage and marring.

1. Construct crossings to bridge the concrete as approved by the

Engineer when necessary at no additional cost to the Department.

B. Do not allow Contractor hauling equipment or traffic on the pavement until 100 percent of the design strength has been achieved. Verify strength by one of the following:

1. Maturity method – AASHTO T 325

2. Cast cylinders

C. Do not permit hauling equipment or traffic on the pavement before all sawed joints are sealed.

3.9 JOINTS

A. Construct contact joints, sawed joints, or transverse expansion joints as shown in the plans and approved joint layout.

B. Keep the faces of all joints at right angles to the top surface of the pavement with all longitudinal joints parallel to the centerline and coinciding with the traffic lane lines.

C. Longitudinal Contact Joints

1. Do not allow the finished surface across longitudinal contact joints to deviate from a straight line by more than ¼ inch in 10 ft when tested with a straight edge.

2. Cease operations until specified tolerances are achieved if the edge slump requirements are not satisfied within 200 ft.

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January 1, 2012

3. Repair the edge by the following procedures if the edge slump exceeds the specified ¼ inch in 10 ft before placing adjacent concrete:

a. Saw off the slumped edge to the full thickness with a diamond saw.

b. Drill holes in the sawed edge and epoxy in new tie bars.

c. Profile grinding may be considered as approved by the

Engineer.

4. Straighten bent tie bars and re-coat with epoxy paint at the bend point before placing concrete in the adjacent lane.

D. Transverse Contact Joints

1. Construct transverse contact joints normal to the centerline without keyways on the vertical face.

2. Use No. 10 by 18 inch dowel bars placed midpoint in the slab at 12 inches on center and embedded 9 inches on each side.

3. Form joints with bars placed through the form or saw joints with bars drilled and epoxied.

E. Longitudinal and Transverse Sawed Joints

1. Single cut all transverse and longitudinal joints. Refer to PV Series

Standard Drawings.

2. Saw joints before uncontrolled cracking occurs.

3. Conduct continuous sawing operations during both day and night regardless of weather conditions.

4. Provide lighting during nighttime sawing.

5. Thoroughly clean and dry joints before placing sealant.

a. Clean the joint using at least 100 psi air.

b. Equip air compressors with operating oil and water traps.

6. Fill the longitudinal joints flush. Overfilling joints may require removal and replacement of joint sealant at no cost to the Department. Refer to PV Series Standard Drawings.

7. Match joints in adjacent lanes to form a continuous line across the pavement width including the concrete shoulders.

3.10 DEFECTIVE PAVEMENT PANELS

A. The Engineer determines defective panels before substantial completion.

B. Repair or replace defective pavement panels at no additional cost to the Department.

1. Complete repairs before acceptance testing for smoothness.

C. Remove and replace panels when multiple full depth cracks separate the panel into three or more pieces.

02752 – Page 14 of 15

D. Use methods that do not disturb or damage adjacent panels.

E. Remove and replace panel portions with any full depth transverse crack within 4 ft or less of a transverse sawed joint.

F. Drill and epoxy tie-bars/dowel bars as required into existing pavement.

G. Match the profile and texture of existing pavement.

H. Repair any crack connecting joints appearing before substantial completion.

1. Rout to a 1 inch depth by ⅛ inch width and seal with silicone sealant. Refer to Section 03152.

I. Leave tight random cracks less than 1/64 inch wide undisturbed.

3.11 LIMITATIONS – GENERAL

A. Meet to limitations of Section 03055 except as modified below.

B. Night Operations

1. Provide proper lighting from ½ hour after sunset to ½ hour before sunrise according to Section 00555.

C. Precipitation

1. Cease operation when rain is threatening.

2. Remove, replace, or repair any pavement damaged by rain or hail as directed at no additional cost to the Department.

D. Surface Evaporation

1. Limitations apply at any time of the year when any combination of air temperature, relative humidity, and wind velocity have the potential to impair the quality of fresh or hardened concrete or otherwise result in abnormal properties. Refer to ACI 305R-99.

3.12 LIMITATIONS – COLD WEATHER

A. Cold weather limitations apply when the temperature is forecast to fall below 40 degrees F within 14 calendar days of placement.

B. Comply with the following regulations for placing concrete in cold weather:

1. Do not use chemical additives in the concrete to prevent freezing.

2. Provide all necessary cold weather protection for in-place concrete using items such as covers, insulation, and heat.

3. Do not place concrete in contact with frozen surfaces.

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January 1, 2012

4. Adequately vent combustion-type heaters that produce carbon monoxide.

5. Protect the concrete from freezing until a compressive strength of at least 3,500 psi has been achieved, determined by either:

a. Maturity method – AASHTO T 325

b. Field cure cylinders

6. Maintain moist conditions for exposed concrete to avoid loss of moisture from the concrete due to heat applied.

7. Limit the drop in temperature next to the concrete surfaces when removing heat to 20 degrees F during any 12 hour period until the surface temperature of the concrete reaches that of the atmosphere.

8. Determine the concrete temperature with a surface thermometer insulated from surrounding air.

9. Paving may begin when base surface temperature is 36 degrees F in the shade and ascending.

10. Cease operations when the ambient temperature is 45 degrees F in the shade and decreasing.

11. Remove and replace concrete damaged by frost action at no additional cost to the Department.

12. Do not use material containing frost or lumps.

C. Heating Aggregate and Water

1. Provide and operate heating devices at no additional cost to the

Department when heated aggregates are required.

2. Use aggregates free of ice.

3. Heat aggregates uniformly, avoid overheating or developing hot spots.

4. Use either steam or dry heat.

3.13 LIMITATIONS – HOT WEATHER

A. Discontinue paving when ambient air temperature exceeds 100 degrees F in the shade.

Full Depth Slab Replacement For Concrete Pavements 02753 – Page 1 of 4

SECTION 02753

FULL DEPTH SLAB REPLACEMENT

FOR CONCRETE PAVEMENTS

A. Remove full panel or partial panel of existing pavement.

B. Clean, grade, and reconsolidate base.

C. Install dowels and tie bars.

D. Replace and cure repair material.

A. Section 02752: Portland Cement Concrete Pavement

B. Section 03055: Portland Cement Concrete

C. Section 03390: Concrete Curing

1.3 REFERENCES

A. AASHTO M 235: Epoxy Resin Adhesives

B. AASHTO T 325: Estimating the Strength of Concrete in Transportation

Construction by Maturity Tests

1.4 DEFINITIONS Not Used

1.5 SUBMITTALS

A. Manufacturer’s product data, specifications, and recommended installation instructions.

B. Sample of the end caps for approval before use on the project.

02753 – Page 2 of 4

PART 2 PRODUCTS

2.1 FULL DEPTH CONCRETE PAVEMENT REPAIR MATERIAL

A. Refer to Section 02752. It is acceptable to:

1. Use high range water reducers such as Super Plasticizers.

2. Accelerate the rate of concrete strength gain to match the field placement schedule with written permission from the Engineer.

B. Use an Epoxy Resin Adhesive according to AASHTO M 235. Select Type and Class for the application.

3.1 PREPARATION

A. Remove panel or panel section.

1. Determine the extent and dimensions of the repair from the plan sheets or as directed by the Engineer. Refer to PV Series Standard Drawings.

2. Complete the removal and make full depth cuts around the perimeter of the rectangular section to be removed. Minimize saw overcuts.

3. Remove panels by lift-out method. Use chains and lift pins to facilitate removal and minimize disturbance of the base material.

4. Repair damage caused by removal operations to adjacent slabs and underlying base courses.

5. Remove all loose particles of old portland cement concrete (PCC), before placing new PCC.

B. Reconstruct base to grade and compact to standard specifications.

C. Form any side that does not have an adjacent panel. Form to match existing panels, providing a vertical edge.

D. Place Dowel and Tie Bars

1. Place bars in locations according to PV Series Standard Drawings.

Use tie-bars or smooth dowels where indicated on standard drawings.

2. Stockpile bars and keep them clean and free from damage.

3. Drill holes mid-depth of the slab without causing damage to the remaining pavement section and meet bar placement tolerances.

4. Drill multiple holes simultaneously with drills held horizontally in a rigid frame. Prevent drill bits from wandering.

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January 1, 2012

5. Clean holes of dust, grease, and other contaminants.

6. Inject epoxy resin adhesive into the back of the drilled hole.

a. Provide sufficient quantity of bonding compound to completely fill the void between the bar and the outer limits of the drilled hole.

b. Rotate one full revolution while inserting bar.

c. Use retention rings to prevent the bonding compound from flowing out of the hole.

7. Align bars horizontally and vertically to meet requirements of the

Standard Drawings and allow them to stabilize before mix placement.

8. Repair any bar coating damage with appropriate repair material.

9. Place tight fitting end caps made of non-metallic materials that allow ¼ inch movement on protruding dowels used at expansion joints.

10. Coat protruding portion of dowel bar with lubricant consisting of paraffin wax, lithium grease, or other semi-solid, inert lubricant approved by the Engineer.

11. Remove and replace loose bars at the Contractor’s expense, before placing concrete mix.

E. Prepare existing joints for placement.

1. Maintain existing pavement joint layout.

2. Place a bond breaker approved by the Engineer on the existing pavement edges that compose existing joints, either transverse or horizontal.

3. Saw joint on the same line if repairs straddle an existing joint line.

Saw according to Section 03390.

3.2 PLACE CONCRETE

A. Place and consolidate concrete according to Section 02752.

3.3 FINISH CONCRETE

A. Finish patch to ± ⅛ inch of existing profile.

1. Correct patch profiles in excess of ⅛ inch higher than the existing pavement profile through surface grinding or removal and replacement.

2. Correct patch profiles in excess of ⅛ inch lower than the existing pavement profile through removal and replacement of the patch.

3. Make any necessary corrections to the patch finish at no cost to the Department.

B. Do not tool joints that are to be saw cut and sealed.

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January 1, 2012

C. Texture the surface to match the existing pavement.

3.4 CURE AND PROTECT CONCRETE

A. Cure the concrete pavement. Refer to Section 03390.

B. Do not open to traffic until 4,000 psi strength is reached. Verified by either:

1. Maturity Method – Refer to AASHTO T 325.

2. Cast cylinders

C. Cut all previously existing joints to original dimensions.

D. Fill all sawing overcuts with repair epoxy approved by the Engineer.

E. Replacement slab must perform under traffic at specified time of opening without failure.

F. Remove and replace any defective panels at no cost to the Department.

Refer to Section 02752.

G. Protect the individual placements with approved barricades.

3.5 LIMITATIONS

A. Refer to Section 03055 for general limitations.

B. Refer to Section 02752 for weather limitations.

DETAIL "E"

DETAIL "C"

DETAIL "B"DETAIL "A"

GRANULAR BORROW

UNTREATED BASE COURSE

HMA PAVEMENT

DETAIL "D"

PV 3

T /3

M

IN

T /3

M

IN

OPTIONAL INSTALLATION

SILICONE JOINT REHAB

SEALANT

HOT POUR

"4

"8

1FLUSH +

"8

1FLUSH + "8

1FLUSH +

"8

SEALANT

HOT POUR

"8

M

IN

BACKER ROD

SEALANT

HOT POUR

"8

1FLUSH +

SEALANT

HOT POUR

20’- 0" MIN

UNTREATED BASE COURSE

PAVEMENT TRANSITION

CONCRETE TO FLEXIBLE

LEAN CONC BASE COURSE

CONCRETE

PORTLAND CEMENT

D E

C

D G

N

F i l e

L

S t a n d a r d

D r a w i n g s I m p e r i a l

A p p r o v e d

P a v i n g

(P

V

P V .d g n

S T

A N

D A

R D D

R A

W

IN

G T

IT

L E

U T

A H D

E P

A R

T M

E N

T O

F T

R A

N S

P O

R T

A T

IO

N

S A

L T L

A K

E C

IT

Y

U T

A H

S T

A N

D A

R D D

R A

W

IN

G S F

O R R

O A

D A

N D B

R

ID

G E C

O N

S T

R U

C T

IO

N

R E

C O

M M

E N

D E

D F

O R A

P P

R O

V A

L

A P

P R

O V

E D

D E

P U

T Y D

IR

E C

T O

R

D A

T E

R E

V

IS

IO

N S

D A

T E

N O

A P

P R

R E

M A

R K

S

C H

A

IR

M A

N S

T A

N D

A R

D S C

O M

M

IT

T E

E

STD. DWG. NO.

D A

T E

SEE NOTE 1

SEE NOTE 1

NOTE 1

SEE

NOTES:

1. ALL DIMENSIONS AS PER EXISTING PAVEMENT.

J A

N .0

,2

J A

N .0

,2

A N

D I

N T

E R

S T

A T

E O

F

D E

T A

IL

S F

O R U

R B

A N

C O

N C

R E

T E P

A V

E M

E

T

NOTES:

PV 4

STANDARD PCC PAVING

JOINT SECTION DETAILS

DETAIL "B"

MID-PANEL CONTACT JOINT

DETAIL "A"

LONGITUDINAL CONTACT JOINT

DETAIL "C"

SAWED LONGITUDINAL JOINT

DETAIL "D"

LOAD TRANSFER DOWEL BAR JOINT

TYPICAL PAVEMENT PANEL REPLACEMENT

LOAD TRANSFER DOWEL BAR LAYOUT

SECTION A-A

AA

STD DWG PV 3

DETAIL A OR B

(T/3 SAW CUT W/ AGGREGATE INTERLOCK BELOW)

STD DWG PV 3

DETAIL A or B

STD DWG PV 3

DETAIL C

REMOVAL AREA

ON ALL EDGES OF

FULL DEPTH SAWCUT

(TYP)

DETAIL A

JOINT

DETAIL B

JOINT

DOWEL BARS - SEE DETAIL "D"

TIE BARS - SEE DETAIL "B"

TIE BARS - SEE DETAIL "A" OR "C"

BE REMOVED

PORTION TO

PANEL OR

BE REMOVED

PORTION TO

PANEL OR

NO.12

NO.10

NO.8

SIZE

DOWEL BAR

12" OR GREATER

10" - 11.5"

8"- 9.5"

THICKNESS

PAVEMENT

12" SPACING

5 DOWELS AT

12" SPACING

5 DOWELS AT

15"15"

9"9"

15"15"

9"9"

T/2"

T/2"

6" 6"

FULL DEPTH VERTICAL FACE

FULL DEPTH VERTICAL FACE

CENTERS

NO.5 TIE BAR @ 15 INCH

NO.10 TIE BAR @ 12 INCH

NO.5 TIE BAR @ 30 INCH

PER TABLE 1

DOWEL BAR SIZE

TABLE 1

IN THE LENGTH OF THE DOWEL BAR.

INCH4

LIMIT DEVIATIONS FROM PARALLEL TO –

AND TO THE PAVEMENT SURFACE.

INSTALL DOWEL BARS PARALLEL TO THE CENTERLINE

DETAIL D

JOINT

AREA (TYP)

OF REMOVAL

AT CORNERS

4 INCH DIA HOLE

TO THE INSIDE.

CUTS. TAPER CUT

INSET 4" FROM EDGE

PERIMETER SAWCUT

SECOND FULL DEPTH

DETAIL

PANEL REMOVAL

(TYP)

DETAIL C

JOINT

(TYP)

DETAIL A

JOINT

(TYP)

DETAIL D

JOINT

(TYP)

DETAIL D

JOINT

(TYP)

DETAIL A

JOINT

DETAIL B

JOINT

DETAIL D

JOINT

MIN

5’- 0"

MIN

5’- 0"

M

IN

M

IN

D E

C

D G

F i l e

L

S t a n d a r d

D r a w i n g s I m p e r i a l

A p p r o v e d

P a v i n g

(P

V

P V .d g n

S T

A N

D A

R D D

R A

W

IN

G T

IT

L E

U T

A H D

E P

A R

T M

E N

T O

F T

R A

N S

P O

R T

A T

IO

N

S A

L T L

A K

E C

IT

Y

U T

A H

S T

A N

D A

R D D

R A

W

IN

G S F

O R R

O A

D A

N D B

R

ID

G E C

O N

S T

R U

C T

IO

N

R E

C O

M M

E N

D E

D F

O R A

P P

R O

V A

L

A P

P R

O V

E D

D E

P U

T Y D

IR

E C

T O

R

D A

T E

R E

V

IS

IO

N S

D A

T E

N O

A P

P R

R E

M A

R K

S

C H

A

IR

M A

N S

T A

N D

A R

D S C

O M

M

IT

T E

E

STD. DWG. NO.

D A

T E

RAMP, OR TURNLANE

TYPICAL TRAFFIC LANE,

J A

N .0

,2

J A

N .0

,2

BY THE PROJECT SPECIFIC SPECIAL PROVISION OR PLAN SHEET.

6. DO NOT INSTALL DOWEL BARS IN THE SHOULDERS UNLESS DIRECTED TO DO SO

OF REMAINING PORTION IS LESS THAN THE MINIMUM SHOWN.

5. REPLACE THE ENTIRE PANEL WHEN REPLACING A PARTIAL PANEL IF THE WIDTH

OR PORTIONS REPLACED. MINIMIZE OVERCUT INTO ADJACENT PANELS.

4. MAKE FULL DEPTH SAWCUT AROUND ALL EDGES OF PANELS

3. ALL DOWEL BARS ARE SMOOTH.

2. ALL TIE BARS ARE DEFORMED REBAR.

SPECIFICATION 03211.

1. ALL BARS ARE CORROSION RESISTANT ACCORDING TO STANDARD

A N

D I

N T

E R

S T

A T

E O

F

D E

T A

IL

S F

O R U

R B

A N

C O

N C

R E

T E P

A V

E M

E

T