828 - FENCING
800-80 p. Erection of Single Wire Cable Fence. Construct single wire cable fence as shown in the Contract
Documents. Set all required posts as shown in the Contra ct Documents by driving or drilling and backfilling. Use either metal or wood posts, but only one type may be used on the project
q.Electrical Grounds. Immediately below where a power line cr osses a fence, ground the fence with a galvanized or copper coated rod, 8 feet long and a minimum of ⅝ inch in diameter, driven vertically until the top is approximately 6 inches below the top of ground. Braze or attach a No. 6 solid copper conductor with an approved clamp to the rod and to the fence so each element of the fence is grounded. Install the ground rod immediately below the point of crossing.
r.Erection of Chain Li nk Fence (Special). Erect the Chain Link Fence (Special) as shown in the Contract Documents. 828.4 MEASUREMENT AND PAYMENT The Engineer will measure various sections of fence, fence to be removed and fence to be removed and reset by the linear foot from center to center of terminal posts, excluding gate length. The Engineer will measure single wire cable fence by the linear foot, except no measurement will be made for corner posts and end posts for this type of fence. The Engineer will measure each Post (Corner), Post (Pull) and Post (End). Gate and floodgate posts required will be measured as Post (End). The Engineer will measure temporary fencing including appurtenances by the linear foot when shown in the Contract Documents or directed by the Engineer. The Engineer will not measure temporary fencing and appurtenances necessitated by the Contractor’s operations. The Engineer will not measure clearing, excavation, ba ckfill, drilling of rock, electrical grounds, structure terminals, channel crossing and line posts for payment. Th ese items are subsidiary to the various fencing items in the Contract Documents. Payment for various types of "Fence", "Fence (Tem porary)", "Fence (Removal and Resetting)", "Fence (Removal of Existing)", "Gates", "Posts (Corner)", "Posts (End)", "Posts (Pull)", and "Floodgates" at the contract unit prices is full compensation for the specified work. Quantities shown in the Contract Documents for temporary fencing are for estimating purposes only. No adjustment in the contract unit price will be made regardless of the amount of underruns or overruns. 829 - RIPRAP
800-81 Section 829
RIPRAP 829.1 DESCRIPTION Construct the designated type of riprap as shown in the Contract Documents. B I D I T E M U N I T S R i p r a p ( * ) ( * * ) S q u a r e Y a r d *Type: light stone, grouted light stone, heavy ston e, grouted heavy stone, or reinforced concrete **Thickness of reinforced concrete riprap 829.2 MATERIALS Provide materials that comply w ith the applicable requirements. Concrete and Grout ................................................................................................ SECTIONS 401 & 402 Aggregates for Concre te Not On Grade ................................................................ SECTION 1102 Stone ...................................................................................................................... DIVISION 1100 Type 2 Liquid Membrane-Forming Compound .................................................... DIVISION 1400 Type B Preformed Expa nsion Joint Filler ............................................................. DIVISION 1500 Reinforcing Steel ................................................................................................... DIVISION 1600 Welded Steel Wi re Fabric ..................................................................................... DIVISION 1600 829.3 CONSTRUCTION REQUIREMENTS
a.General. Grade the locations where the riprap is to be placed as shown in the Contract Documents. Prepare for the riprap by undercutting to the depth required for the riprap. After the riprap is completed, backfill and compact around th e structure.
b.Reinforced Concrete Riprap. After the steel reinforcement is in place, place the concrete starting at the lower end and progressing to the upper end of the riprap. Use Grade 3.0 concrete, unless shown otherwise in the Contract Documents. Uniformly consolidate the concrete without voids. Finish the concrete surface with a wooden float, fo llowed by a light brooming. Do not walk on the concrete surface during placement. Apply Type 2 liquid membrane-forming compound as the curing medium, immediately after the concrete surface is finished, and before the set takes place. Maintain the cure for 7 days. In cold weather, maintain the concrete temperature above 32°F for the first 4 days of the 7 day cure period.
c.Stone Riprap and Grouted Stone Riprap. Place the riprap stones on ed ge with the bedding plane at right angles to the slope. Place the stones with ends and sides abutting, as much as the size and shape of the stones will allow. Fill the larger spaces between stones with spa lls. The finished riprap shall have an even and uniform surface that complies with the Contract Documents. When designated in the Contract Documents, fill the spaces between the stones with concrete grout. Brush the grout into the spaces until all voids are filled. Cure the concrete grout according to the re quirements for reinforced concrete riprap subsection 829.3b . 829.4 MEASUREMENT AND PAYMENT The Engineer will measure reinforced concrete riprap, stone riprap and grouted stone riprap by the square yard, measured along the finished surfaces. Payment for "Riprap" at the contract unit pr ice is full compensation for the specified work. 830 - SLOPE PROTECTION
800-82 Section 830
SLOPE PROTECTION 830.1 DESCRIPTION Construct slope protection on bridge berms, fill slopes and channel banks as shown in the Contract Documents. B I D I T E M S U N I T S Bedding for Slope Protection Cubic Yard Slope Protection (*) (**) (***) Cubic Yard Slope Protection (Gabion) Cubic Yard Slope Protection (Special) Cubic Yard Geotextile Fabric Square Yard *Type: aggregate, shot rock or riprap stone **Thickness ***Grouted, when specified 830.2 MATERIALS Provide materials that comply w ith the applicable requirements. Grout ..................................................................................................................... DIVISION 400 Aggregate that complies with Stone for Aggregate Ditch Lining ......................... DIVISION 1100 Stone ...................................................................................................................... DIVISION 1100 Bedding that complies with Type III Stone for F ilter Course ............................... DIVISION 1100 Type 2 Liquid Membrane-Forming Compound .................................................... DIVISION 1400 Geotextile Fa bric ................................................................................................... DIVISION 1700 Unless prohibited in the Contract Documents, and when approved by the Engineer, the Contractor may use concrete rubble entirely or in combination with the material designated in the Contract Documents. If concrete rubble is substituted for the aggregate or stone designated in th e Contract Documents, the Engineer will waive the quality requirements, and will determine compliance with the gradation requirements by visual inspection. Provide concrete rubble that is broken concrete from existing structures. Remove asphalt overlays and patches on the deck of the structure before the concrete is rubblized. Cut off and remo ve all protruding reinforcing steel in the concrete rubble. The maximum dimension of the slope protection or concrete rubble in any direction shall not exceed the thickness shown in the Contract Documents. Large flat pieces of concrete rubble are prohibited. 830.3 CONSTRUCTION REQUIREMENTS Construct the bridge berms, fill slopes and channels to the lines and grades shown in the Contract Documents. Prepare for the slope protection by undercutting the finished berms, slopes and channels to the depth necessary for the slope protection. After the slope protection is completed, backfill and compact around the structure. Construct the slope protection to the lines and grades shown in the Contract Documents. A tolerance of +6 inches from the slope lines and grades is allowed. Underlay the slope protection with geotextile fabric at the locations designated in the Contract Documents. Provide the Engineer with a copy of the manufacturer’s recommendation. Install and secure the geotextile fabric as recommended by the manufacturer. Replace any geotextile fabric damaged or displaced duri ng construction. Place the bedding for the slope protection at the locatio ns designated in the Contract Documents. Place the bedding in its full course thickness in one operation, using methods of placement that will not segregate the material. The finished surface of the bedding shall be uniform. Compaction of the bedding is not required. Place the slope protection the full course thickness in one operation. Do not us e methods of placing the rocks that will segregate the various sizes of rocks. Do not use heavy equipment (working upon the slope 830 - SLOPE PROTECTION
800-83 protection) to the spread the rocks. Do not place oversized ro cks on the slopes. Place the slope protection to
produce a reasonably well-graded mass of rocks with a minimum amount of voids. The finished slope protection shall be free of pockets of small rocks and clusters of larger rocks. Rearrange individual rocks (by hand or mechanical equipment) to the extent necessary to obtain a r easonably well-graded dist ribution of rock sizes. When designated in the Contract Documents, pour co ncrete grout over the slope protection to fill all the voids. Apply Type 2 liquid membrane-forming compound as the curing medium. Apply the curing medium immediately after the concrete surface is finished, and before the set takes place. Maintain the cure for 7 days. In cold weather, maintain the concrete temperature above 32°F for the first 4 days of the 7 day cure period 830.4 MEASUREMENT AND PAYMENT The Engineer will measure the bedding for slope protection and slope protection by the cubic yard. The Engineer will measure the geotextile fabr ic by the square yard to the limits of the bedding for slope protection. Payment for "Bedding for Slope Protection", "Slope Protection" and "Geotextile Fabric" at the contract unit prices is full compensation for the specified work. 831 - DITCH LINING
800-84 Section 831
DITCH LINING 831.1 DESCRIPTION Construct the designated types of ditch lining as shown in the Contract Documents. B I D I T E M S U N I T S Aggregate Ditch Lining (*) Ton Aggregate Backslope Ditch Lining Ton Concrete Ditch Lining Square Yard Concrete Backslope Ditch Lining Square Yard *Size 831.2 MATERIALS Provide materials that comply w ith the applicable requirements. Concrete and Grout ............................................................................................... SECTIONS 401 & 402 Aggregates for Concre te Not On Grade ................................................................ SECTION 1102 Stone ...................................................................................................................... DIVISION 1100 Type 2 Liquid Membrane-Forming Compound .................................................... DIVISION 1400 Welded Steel Wi re Fabric ..................................................................................... DIVISION 1600 Fibrous Concrete Rein forcement (macro) ............................................................. DIVISION 1700 831.3 CONSTRUCTION REQUIREMENTS
a.General. Construct the ditch to the lines and grades shown in the Contract Documents before placing the ditch lining. Prepare for the ditch lining by undercutting the finished ditch to the depth required for the ditch lining. When required, compact the excavated area. The subgrade shall be well compacted prior to placing ditch lining. After the ditch lining is completed, backfill and compact around the structures.
b.Aggregate Ditch Lining and Ag gregate Backslope Ditch Lining. Construct the aggregate ditch lining and aggregate backslope d itch lining according to the Contract Documents.
c.Concrete Ditch Lining and Concrete Backslope Ditch Lining. Construct the concrete ditch lining and concrete backslope ditch lining according to the Contract Documents. After the steel reinforcement is in place, place the concrete starting at the lower end and pr ogressing to the upper en d of the ditch lining. Use Grade 3.0(AE) concrete, unless shown otherwise in the Contract Documents. Fibrous concrete reinforcement may be used in lie u of steel mesh, unless sp ecified otherwise in the Contract Documents. If fibrous concrete reinfo rcement is used, comply with these requirements: Use the macrofibers at the rate sp ecified by the manufacturer. Add the macrofibers to the concrete mixture at the same time the individual concrete components are added and before the mixing revolutions are started at the concrete batch plant. Have a technical representative of the macrofiber ma nufacturer present at the concrete batch plant to obtain proper proportioning and mixing of the product. The Engineer will waive this requirement if the Contractor can provide ev idence of previously satisfactorily using the product. Uniformly consolidate the concrete without voids. Finish the concrete surface with a wooden float, followed by a light brooming. Do not walk on the concrete surface during placement. Apply Type 2 liquid membrane-forming compound as the curing medium. Apply the curing medium immediately after the concrete surface is finished, and before the set takes place. Maintain the cure for 7 days. In cold weather, maintain the concrete temperature above 32°F for the first 4 days of the 7 day cure. 831.4 MEASUREMENT AND PAYMENT The Engineer will measure aggregate ditch lining and aggregate backslope ditch lining by the ton. The Engineer will measure concrete ditch lining by the square yard, measured along the finished surfaces. Payment for "Aggregate Ditch Lining", "Aggregate Backslope Ditch Lining", "Concrete Ditch Lining" and "Concrete Backslope Ditch Lining" at the contract unit prices is full compensation for the specified work. 832 - GABIONS
800-85 Section 832
GABIONS 832.1 DESCRIPTION Construct gabions according to the details shown in the Contract Documents. B I D I T E M U N I T S G a b i o n s C u b i c Y a r d / S q u a r e Y a r d 832.2 MATERIALS To fill the gabions, provide stone for riprap (of the size shown in the Contract Documents) that complies with DIVISION 1100 . Provide gabions that comply with DIVISION 1700 . 832.3 CONSTRUCTION REQUIREMENTS Provide the Engineer with a copy of the manufacturer’s instructions for installation of gabion. Before erecting the gabion baskets, gr ade the subgrade to the lines and grades (± 1 inch) shown in the Contract Documents. Assemble the gabion baskets according to the manuf acturer’s instructions. Do not damage the wire coatings on the baskets during assembly, structure erection, cell filling or backfill. Repair damaged wire coating as recommended by the manufacturer. Erect the gabion baskets on the prepared subgrade, an d interconnect the adjacent baskets according to the manufacturer’s instructions. Stagger th e vertical joints between baskets of adjacent rows and layers by a minimum of ½ the cell length. Anchor gabion baskets as recommended by the manufacturer. Remove all kinks and folds in the wire mesh, and align the baskets before filling the cells with stones. Carefully place the stones in baskets to prevent bulging of the ba skets, and to minimize vo ids between the stones. Place internal connecting wires (as recommended by the manufacturer) concurrently w ith the placement of the stones. Fill the baskets and secure the basket lids as recommended by the manufacturer. Make all exposed basket surfaces smooth and neat with no sharp ston e edges projecting thr ough the wire mesh. Backfill the structure according to SECTION 204 . 832.4 MEASUREMENT AND PAYMENT When units are shown in the Contract Documents as cubic yard, the Engineer will measure the quantity of stone used to fill the gabions by the cubic yard. When units are shown in the Contract Documents as square yard, the Engineer will measure the gabion by the square yard. Payment for "Gabions" at the contract unit pri ce is full compensation for the specified work. 833 - PAVEMENT PATCHING
800-86 Section 833
PAVEMENT PATCHING 833.1 DESCRIPTION
a.General. Patch the existing PCCP pavement as shown in the Contract Documents or at locations directed by the Engineer. Patches will be either full depth or partial. The pur pose is to repair surface spalls at joint and cracks or repair joints and slab s that are cracked or shattered.
b.Asphalt Pavement Pa tching of PCCP. This procedure is for the repair of PCCP pavement. This should be considered temporary in nature.
c.PCCP Patching (Full Depth). This procedure is for patching full depth deterioration of PCCP at joints and cracks.
d.PCCP Edge Joint Patching.
1.PCCP Edge Joint Patching (Partial Depth). This procedure is for repair of longitudinal joints or pavement edges with shallow spalls or honeycombing that are in the upper half of the pavement.
2.PCCP Edge Joint Patching (Full Depth). This procedure is for patching full depth deterioration or honey-combed pavement edges.
e.PCCP Joint and Crack Patching.
1.PCCP Joint and Crack Patching (Partial Depth). This procedure is for the repair of joint spalls, midpanel cracks and interior surf ace spalls (high steel).
2.PCCP Joint and Crack Patching (Full Depth). This procedure is for patching of full depth deterioration of transverse and longitudinal joints and their intersections.
f.Extra Work Saw Cuts. Make additional saw cuts, when required, to expand a patch, or to change a partial depth patch to a full depth patch. B I D I T E M S U N I T S Asphalt Pavement Patching of PCCP Ton PCCP Patching (Full Depth) (*) (**) Square Yard PCCP Edge Joint Patching (***) Square Yard PCCP Joint and Crack Patching (***) Square Yard Extra Work Saw Cuts (Set Pr ice) Linear Foot *Thickness **Sound or Unsound ***Partial Depth or Full Depth 833.2 MATERIALS Provide materials that comply w ith the applicable requirements. HMA-Commercial Grade ...................................................................................... SECTION 611 Emulsified Asphalt (SS- 1H and CSS-1H) ............................................................. DIVISION 1200 Concrete (AE) ....................................................................................................... SECTIONS 401 & 403* Aggregates for Conc rete On Grade ....................................................................... SECTION 1116* Concrete Curing Materi als .................................................................................... DIVISION 1400 Joint Sealer and F iller Materi al ............................................................................. DIVISION 1500 Reinforcing Steel ................................................................................................... DIVISION 1600 Rapid-Set Concrete Pa tching Ma terial ................................................................... DIVISION 1700 Cement ................................................................................................................... DIVISION 2000 Grade 2 Calciu m Chloride ...................................................................................... DIVISION 1700 Bond Breaker.......................................................................................................... DIVISION 1700 *Unless specified otherwise in the Contract Documents. 833 - PAVEMENT PATCHING
800-87 833.3 Construction Requirements
a.General. Prepare the areas for patching according to the Contract Documents. Unless otherwise provided in the Contract Documents, restrict the pavement patching operations to 1 traffic lane at all times. Schedule the patching operations so that the areas prepared for patching are patched the same day the deteriorated pavement is removed. If unavoidable delays prevent patching the same day, and traffic will be routed back onto the lane, fill the excavated areas with a compacted (temporary) asphalt mixture before nightfall. If there are safety issues with adjacent traffic encroaching on the prepared patch areas, f ill the excavated areas before nightfall with a compacted (temporary) material such as AB-3, reclaimed concrete or asphalt millings, or as approved by the Engineer Delineate the limits of the patch by sawing the existing pavement to the depth indicated before removing the deteriorated pavement. Use a saw that will produce a smooth cut for the required depth. Coordinate the pavement sawing and patching operations so that the sawed areas are patched within 3 working days. Prepare the areas for patching by removing the deteriorated pavement to the limits designated in the Contract Documents. If the removal of the deteriorated pavement to the designated limits reveals further deterioration in the existing pavement, extend the limits of the patch to include the exposed deficient pavement, as directed by the Engineer. When removing the deteriorated pavement, do not da mage the remaining pavement. Repair or replace any damaged, remaining pavement. Do not disturb the base or subgrade while preparing the areas for patching, except to accommodate the thickness of pavement patching shown in the Contract Documents. If the base or subgrade is disturbed, adjust and re-compact the base or subgrade to the required lines and grades. If the subgrade is crushed stone subgrade, bring back to line and grade with Aggregates for Backfill. If the base is cement treated base or aggregate base, bring back to line and grade with AB-3. If the base is granular base, bring back to line and grade with Aggregate for Granular Base. If the base is asphaltic treated base, bring back to line and grade with HMA. If the base is bound drainable base, bring back to line and grade with Coarse Aggregate for Structural Concrete SCA-4, TABLE 1102-2 . Adjusting, re-compacting and bringing back base or subg rade to the required lines and grades is subsidiary to the patching item. When consecutive multiple slabs are being replaced and lane closure time needs to be limited, at the Contractor’s option and with the Engineer’s approval, co ncrete may be used to fill the removed base material. Concrete used to fill the base is subsidiary to the patching item. Remove all waste materials the same day they are excavated.
b.Asphalt Pavement Patching of PCCP. After the location of the patch is defined, saw and remove the deteriorated pavement. Then, clean th e exposed edges of the existing pavement. Before placing the HMA patch, apply a thin tack coat of emulsified asphalt to the clean edges of the existing pavement. Place the HMA in uniform layers of 3 inches or le ss in thickness. Compact each layer until no further consolidation is observed. Clean the surface of the preceding layer of comp acted HMA before the succeeding layer of asphalt material is placed.
c.PCCP Patching Location. Reference the location of the existing joints in the concrete pavement before removing the deteriorated pavement. During the patching operations, establish new joints at the same locations as the original joints.
d.PCCP Patching Removal.
1.Full Depth Patches. Define and saw the limits of full depth patches the full depth of the existing concrete pavement. If the existing concrete pavement will receive an overlay the same construction season, a rock saw is allowed for the sawing. If the boundaries of consecu tive areas to be repaired are less than 6 feet apart, also remove and replace the areas between the patches.
2.Partial Depth Patches. The minimum patch size for partial depth patches is 4 inches by 12 inches. Delineate the limits of partial depth patches a minimum of 2 inches beyond the area of deteriorated pavement. If areas defined for partial depth patches are less than 12 inches apart, include the areas into a single patch.
a.Removal (Longitudinal Joint). 833 - PAVEMENT PATCHING
800-88 Saw and Jackhammer. Saw the limits of partial depth patches according to the Contract
Documents. Use jackhammers to remove the deteriorated pavement to the depth shown in the Contract Documents. Cut out or chip away the connecting edges below the sawed portion to as near true lines with vertical faces, as possible; or Saw, Mill and Jackhammer. Saw the limits of partial depth patches according to Contract Documents. Mill within the limits of the sawcut without damaging the vertical edges of the patch. Carefully, jackhammer any material left at the edges; or Mill. The Engineer may approve a milling process based on the satisfactory performance of the equipment and the Contractor’s process. The operation shall result in minimal edge spalling at the surface.
b.Removal (Transverse Joint). Saw and Jackhammer. Saw the limits of partial depth patches according to contract documents. Use jackhammers to remove the deteriorated pavement to the depth shown in the Contract Documents. Cut out or chip away the connecting edges below the sawed portion to as near true lines with vertical faces as possible; or Saw, Mill and Jackhammer. Saw the limits of partial depth patches according to Contract Documents. Mill within the limits of the sawcut without damaging the vertical edges of the patch. Carefully, jackhamm er any material left at the edges. Use jackhammers (30 pounds maximum size) to remove the deteriorated pavement to the depth shown in the Contract Documents. Use only self-propelled milling machines designed to perform only milling operations. Mills attached to other equipment are prohibited, except in small irregular areas. After the deteriorated pavement is removed to the saw or mill depth, use a steel-faced hammer or steel chain drag to check for unsound concrete below this depth. If unsound concrete is detected, use jackhammers (30 pounds maximum size) to remove the deterior ated pavement below the saw or mill depth. If the unsound concrete encountered is more than 4 inches deep and constitutes more than 50% of the surface area of the patch, the Engi neer will determine if the patch should be repaired according to subsection 833.3d.(1) Full Depth Patches. If the pavement patch is started according to the details for Joint and Crack Patching (Partial Depth) and the Engineer changes the patch to a full depth patch, constr uct the full depth patch accordin g to the details for Full Depth Joint and Crack Patching. See PCCP Joint and Crack Patching standard details. If the pavement patch is started according to the details for Edge Joint Patching (Partial Depth) and the Engineer changes the patch to a full depth patch, constr uct the full depth patch accordin g to the details for Full Depth Edge Joint Patching. See PCCP Edge Joint standard details.
e.PCCP Patch Preparation. Clean the partial depth patches using compressed air or a stiff rotary broom. Sandblast the cavities of the partial depth patches to expose aggregate and mortar. Clean with compressed air as the final preparation prior to placing the grout and concrete. When required, place edge forms and join t fillers before concrete placement. Apply bondbreaker to exposed dowel bars. If required, drill holes and grout the specified steel reinforcement into the existing concrete pavement according to SECTION 842 .
f.PCCP Patch Concrete Placement. For partial depth patches, apply concrete grout (1 part cement, 3 parts water by weight) to the prepared surfaces of the pa tch just prior to concrete placement. If the grout dries before the concrete is placed, remove the dried grout by sandblasting and re-apply fresh grout. Place and consolidate the specified concrete in the areas prep ared for patching, strike-off the conc rete flush with surface of the existing pavement, and finish the surface with a wooden float or another method approved by the Engineer. Provide a broom or burlap drag surface texture to the plastic concrete. Remove the backer board from formed joints or flush sa wed joints with water. Sa nd blast the vertical faces of the joints to be sealed. Clean the sand blasted joints with compressed air and seal the joints according to the Contract Documents. Do not place concrete patches if the ambient air temper ature is below 40ºF. If th e ambient air temperature is below 60°F when the concrete patc hes are placed, the Engineer may require additional curing time. Uniformly consolidate the concrete without voids. Apply the curing materials before the undue loss of moisture occurs. 833 - PAVEMENT PATCHING 800-89
g.Finishing. Secure a smooth surface, correc ting surface variations exceeding ⅛ inch in 10 feet by use of an approved profiling device, or other method approved by the Engineer. Check variations of the pavement patch and 5 feet into the abutting, existing pavement.
h.PCCP Patch Curing. Unless directed otherwise by the Engineer, cure the concrete patches by applying liquid membrane-forming compound at the rate of 1 gallon per 100 square feet to the finished patch. If the existing concrete pavement will be overlaid with HMA in the near future, the Engineer may require that concrete patches are cured with emulsified asphalt.
i.Joints. When repairs include joints in existing pavement, re-establish the joint in the plastic concrete, or saw when the concrete has reached sufficient strength accor ding to the Contract Docume nts. "Early entry" saws may be required to cut joints in gree n concrete to match existing joints.
1.Patches to be overlaid. Do not seal joints.
2.Patches not overlaid. See KDOT standard drawing.
j.Opening to Traffic. Perform testing to determine when the patch can be opened to traffic. When a minimum flexural strength of 380 psi or minimum compressive strength of 1800 psi is obtained from properly cured specimens. If the temperature falls below 60°F during the cu re period, use the Schmidt rebound hammer to determine when the patch can be opened to traffic. The patch may be opened to traffic when the results of the rebound hammer test equal or exceed re sults obtained on materials previously tested and known to meet the strength requirements or 60% of the rebound on adjoining pavement. When maturity is used to determine when the patch is opened to traffic, make cylinders from the same mix to be used. Cure and break the cylinders under a time and temperature plan to develop a concrete maturity curve. Use the concrete maturity curve to determine when the patch has gained the strength to be opened to traffic. If Grade 2 calcium chloride is used, see subsection 401.3i.(1) . When approved by the Engineer, other methods may be used to determine when the patch has gained the strength to be opened to traffic. 833.4 MEASUREMENT AND PAYMENT The Engineer will measure asphalt pavement patching of PCCP by the ton of HMA used. The Engineer will measure the various types of concrete pavement patching by the square yard. Removal of the existing pavement for either asphalt or concrete pavement will not be measured for separate payment. If the Contractor chooses to use a milling machine to remove the deteriorated pavement, and the area removed is greater than the area originally defined fo r the partial depth patch, the Engineer will base the measurements of the partial depth patch on the dimensions originally defined for the patch. The Engineer will measure a patch started as partial de pth patch, but completed as a full depth patch, as a full depth patch. A patch started according to the details for Joint and Crack Patching (Parti al Depth) and completed as a full depth patch is measured and paid as Joint and Crack Patching (Full Depth). A patch started according to the details for Edge Join t Patching (Partial Depth) and completed as a full depth patch is measured and paid as Joint and Crack Patching (Full Depth). Patches started according to Partial Depth, but comple ted as Full Depth due to Contractor’s negligence will be measured as Partial Depth patches. If additional saw cuts are required to expand a patch, or to change a partial depth patch to a full depth patch, the Engineer will measure the additional saw cuts by the foot. Payment for "Asphalt Pavement Patching of PCCP", "PCCP Patching (Full Depth)", "PCCP Edge Joint Patching" and "PCCP Joint and Crack Patching" at the contract unit prices and "Extra Work Saw Cuts (Set Price)" at the contract unit set price is full compensation for the specified work. 834 - UNDERSEALING
800-90 Section 834
UNDERSEALING 834.1 DESCRIPTION Fill existing voids under portland cement concrete pavement (PCCP) by drilling injection holes and pumping a cement/fly ash grout under the pavement slab as shown in the Contract Documents. BID ITEMS UNITS Fly Ash (Undersealing) Ton Injection Holes Each 834.2 MATERIALS Provide materials that comply w ith the applicable requirements. Water ..................................................................................................................... DIVISION 2400 Portland Cement (Type I or II) .............................................................................. DIVISION 2000 Fly As h .................................................................................................................. DIVISION 2000 Admixtures ............................................................................................................ DIVISION 1400 Mix the water, portland cement (not less than 25% by volume of solids) and fly ash (not less than 50% by volume of solids) into a cement/fly ash grout complying with the following requirements: Fluidity (efflux time) ASTM C939 9 to 15 seconds 7-Day Compressive Strength ASTM C942 600 psi minimum Use admixtures only with written approval from the Engineer. 834.3 CONSTRUCTION REQUIREMENTS
a.Weather and Seasonal Limitations. Do not underseal the PCCP if the pavement surface temperatures are below 35F, if the subgrade or base course is frozen, or if the subgrade is saturated from recent rainfall, as evidenced by standing water on the pavement or in the joints or cracks. Undersealing operations may start wh en the pavement surface temperatur e is above 35ºF, the ambient air temperature is 35ºF and rising and is expected to exceed 40ºF. Disc ontinue paving when the ambient air temperature falls below 40ºF. Do not place when it is raining or snowing.
b.Drilling Holes. Submit a hole pattern and pumping sequence to the Engineer for approval. Do not damage the existing reinforcing steel in the pavement. Before drilling the holes, determine the location of reinforcing steel. Drill holes vertically and round a maximum of 2 inches in diameter to a depth sufficient to penetrate the base and into the subgrade material. Holes may be washed to create a small cavity, allowing initial spread of grout. Drill the holes in a manner preventing breakout at the bottom of the pavement. Do not put dow nward force on the drill that exceeds 200 lbf.
c.Pavement Undersealing. Use monitoring equipment capable of accurately measuring pavement slab movement of 0.001 inch. Do not allow vertical movements exceeding ⅛ inch in the slabs. Replace all slabs raised more than ½ inch. Unless the pavement is to be overlaid, grind (at the Contractors expense) all slabs raised more than ⅛ inch and less than ½ inch. Grade tolerances are applicable to both transverse and longitudinal grades. Begin the grout injection as soon as practicable after mixing the grout. Do not use material held in the mixer or injection sump pump for more than 1 hour after mixing. Do not add water to the grout after the initial mixing. Connect an expanding rubber packer, or other approved device, to the end of the grout plant discharge hose. Place the expanding rubber packer in the injection hole, being careful not to extend the discharge end of the rubber packer below the lower surface of the PCCP. Inject the grout in the pre-approved pattern, and in the quantity required to fill voids under the PCCP. 834 - UNDERSEALING
800-91 Produce grout slurry to a 12 second flow cone time. Pump the grout into the holes using an injection pump
with a pressure capability of 250 to 300 psi when pumping grout slurry mixed to a 12 second flow cone time. Cease injection of grout when grou t appears at any joint, crack or ad jacent hole, or when monitoring devices indicate slab movement. Cease injection at a hole when gr out flow does not occur after 7 seconds of sustained 150 psi gauge pressure, and there is no indication of slab movement. Prevent grout from being injected into any drainage facility or other open structure. Prevent excessive loss of grout through cracks, joints, other drilled holes or back pressure. KDOT will not pay for wasted material. Prior to grout drying on the drilled holes, fill the holes with a fast setting sand/cement mixture or other patching material approved by the Engineer Replace slabs in which cracks emanate radially from the grout injection holes and in slabs where cracks develop between adjacent grout injection holes at no additional cost to KDOT. The Engineer may approve cross- stitching of the cracks if the cracking is minor.
d.Deflection Testing. KDOT may use the Falling Weight Deflectom eter (FWD) at sample locations to determine the effectiveness of the undersealing operation. Voids detected under the slabs using this procedure will be filled a second time by the Contractor at no additional cost to KDOT. 834.4 MEASUREMENT AND PAYMENT The Engineer will measure fly ash by the ton. The Engineer will measure each injection holes. Monito ring for pavement lift is subsidiary to the injection holes. "Fly Ash (Undersealing)" and "Injection Holes" will be paid for at the contract unit prices which is full compensation for the specified work. No adjustment in contra ct unit prices will be made regardless of the amount of underruns or overruns.
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 571–582 of 978.