835 - RESEALING JOINTS AND SEALING CRACKS IN EXISTING PCCP AND HMA PAVEMENTS
800-95 Rout all the cracks that are ⅛ to ½ inch wide following the existing crack. Route cracks ⅛ to ⅜ inch with a ⅝
inch router head, ⅜ to ½ inch with a ¾ inch router h ead and to a depth equal to or great er than the router head width. Cracks wider than ½ inch do not require routing. Clean the full depth of the cracks. Remove all foreign material that will prevent bonding of the sealant. Remove loose material on the surface imme diately adjacent to the joints and cr acks. Clean and dry the cracks with a heat lance. Do not burn the pavement (indicated by smoke) with the heat lance. Fill the routed cracks ( ⅛ to ½ inch) with hot type joint sealing compound. Fill un-routed cracks wider than ½ inch with hot fiber-reinforced asphalt. Fill all cracks to a level slightly recessed from the pavement surface. FIGURE 835-5: SEALING ASPHALT PAVEMENT CRACKS) (> ⅛"<2") Note: Cracks > ⅛", but <⅜" and >⅜" but </= ½" wide shall be routed to a depth and width of ⅝" and ¾" respectively, then cleaned and filled with hot type joint sealing compound asphalt. Do not rout cracks >1/2" wide. Clean and fill cracks >1/2" wide with hot fiber-reinforced asphalt.
d.Asphalt Shoulder Adjacent to Concrete Pavement. Saw the concrete pavement to asphalt shoulder joint a minimum of ½ inch by 1inch or ⅛ inch greater than the width of the existing crack 1 inch deep Clean the joints as required in subsection 502.3g.(8) . Fill the joint with hot fiber-reinforced asphalt. Fill the joint with sealant to within ⅛ to ¼ inch of the surface. Do not use backer rods in the joints.
e.Manufacturer’s Representative. Notify the sealant manufacturer’s t echnical representative of the starting date of the initial installation. Demonstrate competence in applying sealant to the Engineer and the manufacturer’s representative. Do not perform operations or procedures that would be detrimental to the sealing of joints and cracks. This requirement will be waived for experienced Contr actor’s crews. Submit waiv er request, along with a list of joint sealant crews successfully completed joint and crack sealing projects, to the Engineer for consideration.
f.Preparation of Asphalt for Crack Sealing. Heat the material to the temperature recommended by the manufacturer.
g.Weather Limitations. Do not place sealant when: the ambient air temperature is below 40 F, or the pavement temperature is above 105 F. 835.4 MEASUREMENT AND PAYMENT The Engineer will measure sealing of joints and random cracks by the linear foot along the center of the joint or crack. The bid items in this section are exempt from SECTION 104 . There will be no price adjustments due to quantity changes for these items. Payment for "Sealing PCCP Joints (Longitudinal)", "Sealing PCCP Joints (Transverse)", "Sealing PCCP Cracks (> ⅛" <2")", "Sealing Spalled PCCP Joints & Cracks (>2" ≤3")", "Sealing Spalled PCCP Joints & Cracks, Type A or B (>2" ≤3")", "Sealing Asphalt Cracks (> ⅛" ≤ ½")", "Sealing Asphalt Cracks (> ½" <2")" and "Sealing Longitudinal Asphalt Shoulder Joint" at the contract unit prices is full compensation for the specified work. 836 - SURFACING FOR SIDE ROADS AND ENTRANCES
800-96 Section 836
SURFACING FOR SIDE ROADS AND ENTRANCES 836.1 DESCRIPTION Place the designated surfacing material on side road s, entrances and other locations as shown in the Contract Documents. B I D I T E M U N I T S S u r f a c i n g M a t e r i a l ( * ) T o n *Type 836.2 MATERIALS Provide aggregate for surfacing or resurfacing that complies with DIVISION 1100 . 836.3 CONSTRUCTION REQUIREMENTS Unless shown otherwise in the Contract Documents, grade the roadbed or subgrade to the lines and grades shown in the Contract Documents. Apply surfacing material uniform ly at the rate and locations sh own in the Contract Documents. Do not haul and place material if th e Engineer determines that weather or road conditions ar e such that the hauling and placing operations will damage the roadbed or subgrade. 836.4 MEASUREMENT AND PAYMENT The Engineer will measure surfacing material by the ton. Payment for "Surfacing Material" at the contract unit price is full compensation for the specified work. 837 - PAVEMENT WIDENING, SHOULDERING AND PAVEMENT EDGE WEDGE FOR HMA OVERLAY PROJECTS
800-97 Section 837
PAVEMENT WIDENING, SHOULDERING AND PAVEMENT EDGE WEDGE 837.1 DESCRIPTION Widen the existing pavement, construct shoulders or construct the transiti on from the pavement edge to the ditch as shown in the Contract Documents. BID ITEMS UNITS Shoulders (Earth) (HMA Widening) Station Shoulders (Aggregate) (HMA Widening) Station Pavement Edge Wedge (Earth) Station Pavement Edge Wedge (Rock) Ton Aggregate for Shoulders (AS-1) Ton Common Excavation (Contractor-Furnished) Cubic Yard Water for Earthwork Compaction (Set Price) M Gallon 837.2 MATERIALS
a.Material for Earth Shoulders and Pavement Edge Wedge (Earth). Use earthen material obtained from the locations shown in the Contract Documents. Do not use material containing roots, sod and other perishable and deleterious matter. When required, provide Contractor-Furnished earthen material that complies with Contractor-Furnished Common Excavation, SECTION 205 . Earthen material will be accepted by the Engineer on th e basis of visual inspection at the point of usage.
b.Material for Aggregate Shoulders and Pavement Edge Wedge (Aggregate). Use existing aggregate that is free of roots, sod and other perishable and deleterious matter. If the project does not have existing aggregate for reuse, or if additional material is required, provide aggregate that complies w ith aggregate for should er construction (AS-1), DIVISION 1100 . The Engineer will accept this material on the basi s of visual inspection at the point of usage.
c.Water for Earthwork Compaction. Provide water that complies with DIVISION 2400 .
d.HMA Materials. Provide the designated HMA that complies with DIVISION 600 . 837.3 CONSTRUCTION REQUIREMENTS
a.Excavation for HM A Pavement Widening. Excavate along the edge of the existing pavement to the depth and width shown in the Contract Documents. Compact the bottom of the trench according to Type B (MR-90) compaction, SECTION 205 . If material unsuitable for proper compaction is encountered in the bottom of the trench, remove the unsuitable material and replace it with suitable earthen material. Dispose of the unsuitable material by scattering it at locations on the right-of-way as directed by the Engineer. Before placing any HMA material in the tren ch, clean the trench of all loose material. Provide for drainage of the trench, as necessary.
b.Placing the Asphalt Material Pavement Widening.
1.Plant Mix HMA Construction. Clean the edge of the existing pavement. Paint or spray a thin coat of asphalt tack on the pavement edge. Place the HMA in the tr ench in 2 or more lifts. Place and compact the HMA by the method that produces the best results. Place the top lift of the HMA widening conc urrently with the roadway surfacing. Compact the top lift of HMA to comply with the density requirements of HMA Overlay, SECTION 602 .
2.Cold Recycled Asphalt Construction. Place the cold recycled asphalt materi al in 1 lift. Place the material in the widening concurrently with the roadway material. Place and compact the cold recycled asphalt material by the method that produces the best results. Compact the mixture to comply with the density requirements specified for the Cold Recy cled Asphalt Construction, DIVISION 600 . 837 - PAVEMENT WIDENING, SHOULDERING AND PAVEMENT EDGE WEDGE FOR HMA OVERLAY PROJECTS 800-98
c.Shouldering the Asphalt or Concrete Pavement Widening. After the surface course is in place, construct the shoulders as shown in th e Contract Documents. Do not damage the pavement surfaces. Do not dump or mix material on the pavement surfaces. (1) Earth Shoulders. Use material obtained from the widening trench excavation, or Contractor-furnished material, if required, to construct the earthen shoulders. Dispose of excess earthen material (obtained from the widening trench excavation), if any, at locations on the right-of way as directed by the Engineer. Construct the earth shoulders according to SECTION 205 .
2.Aggregate Shoulders. Use existing aggregate obtain ed from the project, or ag gregate provided by the Contractor, when required, to co nstruct the aggregate shoulders. Stockpile any excess aggregate (obtained from the widening trench excavation at locations shown in the Contract Documents or locations on the project as directed by the Engineer. Construct the aggregate shoulders according to SECTION 305 , except the compacti on shall comply with Type B compaction and MR-3-3 Moisture Content, SECTION 205 .
d.Earthen and Aggregat e Pavement Edge Wedge. After the surface course is in place, construct edge wedges as shown in the Contract Documents. Do not da mage the pavement surfaces. Do not dump or mix material on the pavement surfaces. Use the type of material indicated in the Co ntract Documents to construct the wedges. Place the material for the pavement edge wedge in a uniform layer. The maximu m compacted thickness of any layer of earthen or aggregate pavement edge wedge is 6 inches. If the thickness is greater than 6 inches, spread and compact the aggregate base in multiple lifts of equa l thickness with a maximum lift thickness of 6 inches. Compact the wedges to comply with Type B (MR-90) Compaction, SECTION 205 . 837.4 MEASUREMENT AND PAYMENT The Engineer will measure shoulder for asphalt wideni ngs on each side of the roadway by the station. The excavation for the asphalt widenings is not meas ured for separate payment. The HMA quantities for the HMA widenings are included in the roadway surfacing quantities. The Engineer will measure earth pavement edge wedg e on each side of the roadway by the station. The Engineer will measure the aggregate pavement edge wedge by the ton. The Engineer will measure the ag gregate for shoulders by the ton. The Engineer will measure Contractor-furnished common excavation according to SECTION 205 . The Engineer will measure water for earthwork compaction according to SECTION 205 . Payment for "Shoulders (Earth) (HMA Widening)", "S houlders (Aggregate) (HMA Widening)", "Pavement Edge Wedge (Earth)", "Pavement Edge Wedge (Rock)", "Aggregate for Shoulders (AS-1)" and "Common Excavation (Contractor-Furnished)" at the contract unit pr ices, and for "Water for Ea rthwork Compaction" at the contract unit set price is full compensation for the specified work. 838 - GRINDING REHA B CONCRETE PAVEMENT
800-99 Section 838
GRINDING REHAB CONCRETE PAVEMENT 838.1 DESCRIPTION Grind the existing concrete pavement roadway surface to eliminate joint faulting and restore cross slope drainage, surface texture and riding characteristics. B I D I T E M U N I T S Grinding Concrete Surface Square Yard 838.2 MATERIALS - None specified. 838.3 CONSTRUCTION REQUIREMENTS
a.Equipment.
1.Profilograph. Use a California type profilograph, prequalified by the Bureau of Construction and Materials, to determine the pavement profile. If approved by the Bureau of Construction and Materials, other types of profilographs that produce results compatible to the California type profilograph may be used. If the profilograph has a mechanical recorder, provide a ProScan electronic scanner with motorized pa per transport to reduce the trace. Use the motorized paper transport when scanni ng the profilograph traces. The Bureau of Construction and Materials can provide the information necessary for the Contractor to obtain a ProScan electroni c scanner. If approved by the Bureau of Construction and Materials, other ty pes of automated trace reduction equipmen t may be used. If the profilograph has a computerized recorder, the trace produced is evaluate d without furt her reduction.
2.Grinding Machine. Provide a self-propelled grinding machine specifically designed to grind and texture portland cement concrete pavement using diamond blades mounted on a multi-blade arbor. The arbor must contain enough blades to provide at least a 36-inch wide cutting head and provide 55 to 60 evenly spaced grooves per foot. Do not use equipment that causes excessive ravels, aggreg ate fractures or spalls. Use equipment that provides a flat plane surface without crown and a uniform texture for the full width of th e lane. Grind a nomin al depth of 3/16 inch. Transverse grooving is not required. Use vacuum equipment or other continuous methods to remove grinding slurry and residue. Remove from the project and properly dispose of the material. Do not allow the grinding slurry to flow across lanes being used by traffic, onto shoulder slopes, into streams, lakes, ponds or other bodies of water, or gutters or other drainage facilities. Do not place grinding slurry on foreslopes. Bush hammers or other impact devices are prohibited.
b.Profilograph Operation. Provide an operator for the profilogra ph certified according to KT-46, Part V. Determine the pavement profiles for each lane according to the procedures for 1 lane shown in Kansas Test Method KT-46. Additional profiles may be taken only to define the limits of an out-of-tolerance surface variation. The Engineer may use a 10-foot straightedge (or other means) to detect irregularities outside the required trace paths. The Engineer may also use the straightedge to deli neate the areas that re quire corrective action. A pavement section is a continuous area of pavement surfa ce 0.1 mile long by 1 lane wide (12 feet nominal). A partial pavement section resulting fro m an interruption (such as a bridge) of the continuous pavement surface is subject to the same testing and evaluation as a whole section. On surfaces excluded from profilograph testing, the Engi neer will determine the pa vement smoothness using a 10-foot straightedge. The Engi neer will select the locations to be tested . The variation of th e surface from the testing edge of the straightedge shall not exceed ⅛ inch between any 2 contacts, longitudinal or transverse.
c.Finish Requirements.
1.Provide a control profilograph prior to performing any grinding work. This control trace will be used to identify the required smoothness for the project. If other repairs are performed on the project prior to grinding, such as pavement patching, perform the control trace, prior to that construction commencing. 838 - GRINDING REHA B CONCRETE PAVEMENT 800-100 (2) Grind and texture the entire surface of the pavement in the longitudinal direction. Grind at least 95% of the surface area in each 100-foot section an d both sides of the transverse joints a nd cracks in the same plane. Provide positive lateral drainage by maintaining a constant cross slope between grinding passes in each lane. Maintain a uniform transverse slope that matches the existing cross slope to the extent possible with no depressions or humps greater than 0.25 inch in 12 feet when tested with a string li ne or straightedge. Do not exceed by more than 0.0625 inch the vertical alignment between adjacen t passes of the cutting head. Begin and end grinding lines normal to the direction of vehicle travel. Grind the surface so corrugations are parallel to th e pavement edge with ridges 0.0625 inch, ±0.03125 inch higher than the valleys of the corrugations. Finish-grind the surface so that each segment has a fi nal profile index a maximum of 35% of the control profilograph trace or 30 inches per mile wh ichever is greater. Correct all deviations in excess of 0.30 inch in a length of 25 feet within each section regardless of the profile index value.
3.After completing the pavement grinding, profile the pavement with the same California type profilograph used to establish control profilograph trace. Run 2 traces in each corrected lane. Run a trace 36 inches from the longitudinal joint between the lanes, and another trace 36 inches from the shoulder edge of the lane. Determine a profile index in inches/mile for each s ection of corrected pavement surface. A pavement section is defined as a continuous area of finished pavement 0.1 mile in length and one 12-foot lane (nominal) in width. A partial section resulting from an interruption of the continuous pave ment surface is subject to the same evaluation as a whole section. Within 2 days after the co rrections to the roadway su rface are made, provide the Engineer with the profilogram and its evaluation.
4.Perform additional grinding to attain the require d profile index provided the maximum depth of removal does not exceed 0.75 inch. (5) The Engineer may perform prof ilograph testing on the surface for monitoring and comparison purposes. The Engineer may test the entire project length if determined the Contractor’s test results are inaccurate. If the Engineer performs profilogra ph testing on the project and determines th e Contractor’s results are inaccurate, the Contractor will be charged $640.00 per mile per trace (minimum charge is $800.00).
6.Correct all irregularities exceedi ng the specified tolerance using equi pment and methods approved by the Engineer. After the irregularities are corrected, the Engineer will retest the area to verify compliance with the specified tolerance. 838.4 MEASUREMENT AND PAYMENT The Engineer will measure grinding of concrete pavement surface by the square yard. A Grinding Concrete Surface Smoothness pay adjustment per 0.1 mile section per lane will be based on the average of the profile index of the 2 traces per 0.1 mile section per lane. Payment will be made according to TABLE
838-1 .
TABLE 838-1: SCHEDULE FO R ADJUSTING PAYMENT FOR GRINDING EXISTING PAVEMENT Average Profile Index Inch per mile per 0.1 mile section Contract Price Adjustment Per 0.1 mile section per lane 10.0 or less $135.00 10.1 to 15.0 $95.00 15.1 to 18.0 $50.00 18.1 to 30.0 0.00 Payment for "Grinding Concrete Surface" at the contra ct unit price is full compensation for the specified work. Payment for ″Grinding Concrete Surface Smoothness ″ will be shown as an added item to the contract. 839 - RUBBLIZING PORTLAND CEMENT CONCRETE PAVEMENT 800-101 SECTION 839 RUBBLIZING PORTLAND CEME NT CONCRETE PAVEMENT 839.1 DESCRIPTION Rubblize the existing PCCP, and compact the broken PCCP in pl ace as shown in the Contract Documents. B I D I T E M S U N I T S Crushed Stone for Backfill Cubic Yard Removal of Asphalt Material Square Yard R u b b l i z e d C o n c r e t e S q u a r e Y a r d 839.2 MATERIALS Provide crushed stone for backfill that complies with DIVISION 1100 . Provide HMA that complies with DIVISION 600 . 839.3 CONSTRUCTION REQUIREMENTS Before starting the rubblizing of the PCCP, remove and dispose of all asphalt overlays and patches. Replace the asphalt patches with crushed stone for backfill. Use an impact hammer, resonant breaker or other equipment to break the pavement into the specified sizes without displacing the rubblized material into the base or subgrade. Use equipment cap able of delivering enough energy to rubblize the PCCP. Where needed, use a breaker with a plate-type shoe designed to prevent penetration into the existing surface. Prov ide a watering system to su ppress dust generated by the rubblizing operation. Provide a shield to prevent flying chips of pavement produced by the rubblizing operation. Rubblize the PCCP full depth and full panel width to produce broken reinforcement, or the loss of concrete to steel bond. The majority of the rubblized PCCP shall be: 12 inches or smaller in size, with 80 to 100% less than 12 inches. 95% of the fragments greater than 6 inches. The maximum size is 15 inches. Do not displace the concrete vertically (before rolling) more than ±1 inch. Construct a test section to demonstrate compliance with the rubblizing specification. The Engineer will determine the location of the test section. Provide equipment to verify compliance with the sizing requirements. Vary the energy and striking patterns of the pavement breaker, and, when necessary, make repeated passes with the equipment until the specified rubblization is achieved. Seat and uniformly compact the rubblized concrete. Use a steel wh eel roller (10 tons) or a steel wheel vibratory roller to seat and compact th e rubblized PCCP. Make a minimum of 2 one-way passes with the roller. Do not roll in a manner that will disperse the outside edge of the rubblized PCCP. Do not cause rutting, pumping or de- densification of the rubblized PCCP by over-compaction. If compaction is not achieved with the steel wheel roller, the Engineer may allow the use of a larger pneumatic roller. The Engineer will determine, by visual inspection, if satisfactory rubblization is achieved. Use the procedures established in the test section to rubblize, seat and compact the existing PCCP. If during the course of the work, the rubblizing requirements are not achieved, the Engineer may require another test section be constructed. If soft spots are detected during the compaction operations, remove the unstable subgrade material and backfill with suitable material to the top of the subgrade. Fill from the subgrade to the top of the adjacent rubblized PCCP with crushed stone for backfill. After the PCCP is rubblized and compacted, the Engineer may designate areas that require leveling. If the leveling course is placed directly on the rubblized and co mpacted PCCP, use either crushed stone for backfill or HMA base material. If HMA ba se material is used for leveling between succeeding lifts of the HMA base, complete the leveling before the final lift of the HMA base is placed . The material used for leveling (HMA or crushed stone for backfill) may be spread with a motor grader. 839 - RUBBLIZING PORTLAND CEMENT CONCRETE PAVEMENT 800-102 Overlay the rubblized and compacted PCCP with a HMA base course as soon as possible, within 24 hours of the rubblizing operations. If the rubblized PCCP is not covered with the HMA base within 24 hours, the Engineer will direct the Contractor to suspend all rubblizing oper ations until the previously rubblized PCCP is overlaid. Do not allow traffic (other than necessary constructio n traffic) on the rubblized PCCP until a minimum of 4 inches of HMA base is pl aced on the rubblized PCCP. 839.4 MEASUREMENT AND PAYMENT The Engineer will measure the crushed stone for backfill by the cubic yard. The Engineer will measure the removal of asphalt material by the square yard. The Engineer will measure rubblized PCCP by the s quare yard. The Engineer will measure the actual width of the existing PCCP, along the centerline of the roadway or ramp. Payment for "Crushed Stone for Backfill", "Removal of Asphalt Material" and "Rubblized Concrete" at the contract unit prices is full comp ensation for the sp ecified work. Measurement and payment for HMA materials ar e as provided in the Contract Documents. 840 - TEMPORARY SURFACING 800-103 SECTION 840 TEMPORARY SURFACING 840.1 DESCRIPTION Place and maintain temporary surfacing material to provide temporary access (ingress and egress) for residences and places of businesses. Remove an d dispose of material wh en no longer needed. B I D I T E M S U N I T S Temporary Surfacing Material (Agg regate) (Set Price) Cubic Yard Temporary Surfacing Material (HMA) (Set Price) Ton 840.2 MATERIALS Provide aggregate for temporary su rfacing suitable for the intended pur pose. The Engineer will accept the aggregate based on the performance of the material. Provide HMA for temporary surfacing that is a commercial mix in genera l use in the local area. Provide a mixture of materials from recognized pr oducers, mixed in a recognized type of hot mix plant. Provide emulsified asphalt for tack, when necessary. The Engineer will accept the HMA base d on performance of the material. 840.3 CONSTRUCTION REQUIREMENTS Place and spread the temporary surfacing material at the locations determined by the Engineer. Place and spread the temporary surf acing material to a smooth, reas onable cross-section. Shape the section to prevent ponding of water. When placing HMA, use recognized equipment and techniques to weig h, haul, spread and compact the mixture. Complete the comp action operations while the temperature of the mixture is above 175°F. Do not place HMA on wet or frozen surfaces, or when the weather cond itions will prevent proper handling and finishing of the mixture. The Engineer may waive th e weather limitations when warranted. Maintain the temporary surfacing to provide ingress and egress in all types of weather. Place additional material as necessary. Remove and dispose of the material when no longer necessary. 840.4 MEASUREMENT AND PAYMENT The Engineer will measure the aggregate temporary surf acing material by the cubic yard in the vehicle at the place of unloading. The Engineer will measure the HMA temporary surfaci ng material by the ton. The Engineer will accept commercial scale tickets completed by the producer of the material. Payment for "Temporary Surfacing Material (Aggregate ) (Set Price)" and "Temporary Surfacing Material (HMA) (Set Price)" at the contract unit set prices is full compensation for the specified work. The contract unit set prices will govern regardless of the accepted quantity provided. 841 - LIGHT TYPE SURFACING 800-104 SECTION 841 LIGHT TYPE SURFACING 841.1 DESCRIPTION Haul the material shown in the Co ntract Documents to the roadway and windrow the material for surfacing. B I D I T E M U N I T S Light Type Surfacing (*) Cubic Yard *Type: SA-* or SS-* 841.2 MATERIALS Provide the specified type of aggregate that complies with DIVISION 1100 . 841.3 CONSTRUCTION REQUIREMENTS When shown in the Contract Documents, prepare the embankment or subgrade as detailed in the Contract Documents. When not shown in the Contract Docume nts, others will prepare th e embankment or subgrade. The rate of application for the light type su rfacing is shown in the Contract Documents. Do not haul material to the road when weather or road conditions are such that the hauling operations will damage the roadbed or subgrade. Windrow the material hauled to the road along on e shoulder of the road. Place the windrow on the roadway and parallel to the edge of the roadway, approximat ely 1 foot from the edge of the roadway or as directed by the Engineer. Construct a uniform windrow to a maximum width of 6 feet. When not shown in the Contract Documents, others w ill spread the light type surfacing. When shown in the Contract Documents, spread the light type surfacing to the dimensions shown in the Contract Documents. 841.4 MEASUREMENT AND PAYMENT The Engineer will measure the light type surfacing by the cubic yard. Payment for "Light Type Surfacing" at the contract unit price is full compensation for the specified work. 842 - DRILLING AND GROUTING 800-105 SECTION 842 DRILLING AND GROUTING 842.1 DESCRIPTION Drill holes and grout anchor bolts, dowel bars, tie bars and reinforcing steel into the existing concrete as shown in the Contract Documents. B I D I T E M S U N I T S Drilling and Grouting Each Drilling and Grouting (Repair) (Set Price) Each 842.2 MATERIALS Provide materials that comply w ith the applicable requirements. Reinforcing Steel ................................................................................................... DIVISION 1600 Anchor Bolts ......................................................................................................... DIVISION 1600 Dowel Bars and Tie Bars ....................................................................................... DIVISION 1600 Cementitious Grout ............................................................................................... DIVISION 1700 Type IV Epoxy-Resin Bonding System for Concrete ........................................... DIVISION 1700 842.3 CONSTRUCTION REQUIREMENTS
a.Drilling Holes. Provide the Engineer with a copy of the grout (cementitious or Type IV epoxy-resin bonding system for concrete) manufacturer’s instructions. Drill the holes into the existing concrete to the diameter recommended by the grout manufacturer. When drilling fo r new reinforcing steel, use a pacometer to avoid drilling into the existing reinforcing steel. In the absence of recommendations from the grout manufacturer, drill the holes approximately ¼ ± 1/16 inch larger than the diameter of the anchor bolts, dowel bars, tie bars and reinforcing steel without damaging adjacent concrete. Maintain proper vertical and horizontal alignment while drilling the holes.
b.Preparing Holes.
1.General. Use compressed air to blow out the hole. Use a brush to clean the hole. Use compressed air to blow out and dry the hole.
2.Vertical Holes. Do not leave u ngrouted vertical holes overnight and exposed to freezing temperature.
3.Horizontal Holes. Drill holes at an angle of 10º (minimum) from the horizontal plane as shown in FIGURE 842-1 . When a conflict is encountered (such as reinforcement), a hole angle less than 10º may be drilled provided that a pre-qualified self-c ontained grouting system is used. FIGURE 842-1 842 - DRILLING AND GROUTING 800-106 c. Grouting Holes. Mix, apply and cure the grout according to the manufacturer’s instructions. Fill the dry, clean holes with an approved grout. Insert the bolt, ba r or reinforcing steel into the freshly grouted hole so that no voids exist between the bolt, bar or reinforcing steel and the concrete. Clean overflow and center the bar or bolt in the hole.
d.Testing. When designated in the Contract Documents, proof load 20% of the installed anchorages to 90% of the design load according to the procedures in the C ontract Documents. 842.4 MEASUREMENT AND PAYMENT The Engineer will not measure the dr illing and grouting of bars and bolts that are included in other items of work (such as the erection of structural steel and concrete pavement patching). When shown as a bid item in the contract, the Engineer will measure each drilled and grouted hole. Payment for "Drilling and Grouting" at the contract unit price, and "Drilling and Grouting (Repair) (Set Price) at the contract unit set price, is full compensation for the specified work.
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 586–597 of 978.