205.05 120 C. Compacting. Construct and compact chemically stabilized embankment according to 203.07, except use 98 percent of the maximum dry density for acceptance. Determine the maximum dry density for acceptance using the Ohio Typical Moisture Density Curves, the moisture density curves from the Contractor’s mixture design submittal , or the maximum dry density obtained by test section method.
205.05 Mixture Design for Chemically Stabilized Soils. When included in the
plans, perform a mixture design for chemically stabilized soils according to Supplement 1120.
205.06 Method of Measure ment . The Department will measure chemically
stabilized embankment by the number of cubic yards (cubic meters) used in the complete and accepted work, as determined by Item 203. The Department will measure cement and lime by the number of tons (metric tons) incorporated in the complete and accepted work.
205.07 Basis of Payment . The Department will pay lump sum for all work,
labor, and equipment described in 205.05. The Department will pay two -thirds of the lump sum amount bid when the sampling and test ing is complete and the report is accepted by the Department. The Department will pay one -third of the lump sum amount bid when the chemically stabilized embankment is completed and accepted by the Department, and the field verification test results are al l submitted. The Department will not apply the quantity underrun adjustment factors in Table
104.02 2 to the bid unit prices for Cement and Lime .
The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 205 Cubic Yard Cement Stabilized Embankment (Cubic Meter) 205 Cubic Yard Lime Stabilized Embankment (Cubic Meter) 205 Ton (Metric Ton) Cement 205 Ton (Metric Ton) Lime 205 Lump Sum Mixture Design for ChemicallyStabilized Soils ITEM 206 CHEMICALLY STABILIZE D SUBGRADE
206.01 Description
206.02 Materials
206.03 Submittals
206.04 Test Rolling
206.05 Construction
206.06 Mixture Design for Chemically Stabilized Soils 206.01
121 206.07 Method of Measurement
206.08 Basis of Payment
206.01 Description . This work consists of constructing a chemically stabilized
subgrade by mixing cement or lime into the subgrade soil using the method for the specified chemical. The Contract Documents include an estimated quantity for the specified chemical.
206.02 Materials. Furnish materials conforming to:
Portland cement ................................ ...................... 701.04 Lime (quick lime) ................................ ............... 712.04.B Furnish water conforming to 499.02. For the curing coat, furnish rapid setting emulsified asphalt conforming to 702.04.
206.03 Submittals. Submit a report that lists the type of equipment to be used,
speed of the intended equipment usage, rate of application of the chemical, and calculations that demonstrate how the required percentage of chemical will be applied. For phased work, list in the report the pro cedure to be used to construct the chemically stabilized subgrade to ensure full depth and continuity across phase interfaces. Submit the report to the Engineer at least 2 workdays before the stabilization work begins. Department acceptance of the report i s not required. The absence of Department acceptance does not supersede the Engineer’s authority as defined in 105.01. If the pay item for Mixture Design for Chemically Stabilized Soils is included in the Contract Documents, prepare and submit reports acco rding to Supplement 1120.
206.04 Test Rolling. When specified, test roll prior to chemical stabilization
with a proof roller conforming to 204.06.
206.05 Construction . Perform chemical stabilization work (including the
curing period) when the air temperature is 40 F (5 C) or above and when the soil is not frozen. Do not perform this work during wet or unsuitable weather. Where phasing for maintenance of traffic uses pa rt width stabilization of the subgrade, ensure that the required chemical spreading rate, mixing depth, and compaction are provided at the interface between adjacent phases.
A.Spreading . Shape the subgrade to the approximate profile grade prior to spreadi ng the chemical so as to permit the construction of a uniformly compacted course of chemically treated soil to the thickness shown on the plans. The addition of the chemical will raise the subgrade profile approximately 1 inch (25 mm). Remove this excess m aterial during the fine grading. If the pay item for Mixture Design for Chemically Stabilized Soils is not included in the Contract Documents, use the following spreading percentage rate for the specified chemical. The percentage is based on a dry density for soil of 115 pounds per cubic foot ( 1840 kg/m3): 206.05 122 TABLE 206.05 -1 Chemical Spreading Rate Cement 5 % Lime 5 % Spread the chemical uniformly on the subgrade using a mechanical spreader at the approved rate and at a constant slow rate of speed. Use a distribution bar with a maximum height of 3 feet (1 meter) above the subgrade. Use a canvas shroud that surrounds the distribution bar and extends to the subgrade. Minimize dusting when spreading the chemical. Control dust according to
107.19 Do not spread the chemical when wind conditions create blowing dust that
exceeds the limits in 107.19. Do not spread the chemical on standing water.
B.Mixing. Immediately after spreading the chemical, mix the soil and chemical as follows.
1.Cement. Mix the ch emical and soil using a power driven transverse type mixer equipped with a computer controlled volumetric water readout. Continue mixing until the cement is thoroughly incorporated into the soil and is a uniform color. Do not water during the initial mixin g. Perform the initial mixing so that 60 percent of the soil mixture passes the No. 4 sieve (4.75 mm) and 100 percent passes the 1 inch sieve (25mm), exclusive of aggregate larger than the No. 4 sieve (4.75 mm) size. After the initial mixing, remix the soil and introduce water through the mixer to bring the mixed material to between 2 and 4 percent above optimum moisture. Uniformly distribute the water in sufficient quantity to hydrate the cement. If the chemical and soil can be mixed to the required gradation and the water can be added to bring the soil mixture to the required moisture content in one mixing, then only one mixing of the soil, water and chemical is required. Restrict the addition of water w hen the moisture content of the soil exceeds 3 percent above optimum moisture. Add water to the mixed soil within 2 hours after the initial mixing. Once the water is added to the mixture, complete the mixing, compacting, and shaping within 2 hours from st art to finish.
2.Lime. Mix the lime and soil using a power driven transverse type mixer equipped with a computer controlled volumetric water readout. If necessary, add water to bring the mixed material to at least 3 percent above optimum moisture content. Continue mixing until the lime is thoroughly incorporated into the soil, all soil clods are reduced to a maximum size of 2 inches (50 mm), and the mixture is a uniform color. 206.05 123 After the initial mixing, lightly compact the material to seal it against rain o r excessive drying by using a steel wheel or pneumatic tire roller. Allow the lime and soil mixture to cure (mellow) for a period of not less than 24 hours and not more than 7 days. If more than 7 days elapse between initial mixing and final mixing, add an additional 0.5 percent of lime during the final mixing. Furnish the additional lime at no cost to the Department unless the delay beyond the 7 -day limit is caused by conditions beyond the Contractor’s control. Perform the final mixing until the soil mixtu re is completely pulverized with all clods reduced to a maximum size of 1 inch (25 mm) and at least 60 percent of the clods passing the No. 4 (4.75 mm) sieve, exclusive of aggregate larger than the No. 4 sieve (4.75 mm). Continue mixing until the lime is u niformly distributed throughout the pulverized soil. During final mixing, return the mixture to the moisture contents stated above, then shape and compact the mixture.
3.Mixture Depth Check. Check the uniformity of the mix by digging trenches or a series of holes at regular intervals for the full depth of treatment and inspecting the color and depth of the exposed material. Use diluted hydrochloric acid or phenolphthalein to indicate the presence of calcium and ensure that the chemical is mixed to the desi red depth.
C.Compacting. Start compaction no more than 30 minutes after the final mixing. Compact all chemically stabilized subgrade to the requirements in 204.03, except use 98 percent of the maximum dry density for acceptance. Determine the maximum dry density for acceptance by using the Ohio Typical Moisture Density Curves, the moisture density curves from the Contractor’s mixture design submittal, or the maximum dry density obtained by test section method. Unless otherwise specified in the Contract Doc uments, the Engineer will perform all compaction tests according to Supplement 1015. Use a vibratory footed roller weighing at least 10 tons (9 metric tons). Use the moisture controls according to 203.07.A, except ensure that the moisture content at time o f compaction is at or above optimum. Perform the final rolling using a smooth drum roller. Do not use vibration during the final rolling. The Contractor may either shape and fine grade the chemically stabilized subgrade before the curing period, or shape t he subgrade before the curing period and fine grade after the curing period. If fine grading before the curing period, fine grade the same day as mixing, compacting, and shaping. If fine grading after the curing period, shape the subgrade approximately 1 i nch (25 mm) above the profile grade and typical sections. In either case, fine grade the subgrade to the profile grade and typical sections within the tolerances in 203.08.
D.Curing. By the end of each day’s operation, cover the stabilized work area’s surface with curing coat for curing the chemically stabilized subgrade. Use a rate of 1 gallon per 30 square feet (1.36 liters per square meter) for emulsions. 206.06 124 Apply the curing coat befo re the surface dries. If the surface starts to dry out, indicated by turning white, or the curing coat is delayed, apply water for temporary curing until the curing coat can be applied. Do not apply the curing coat unless the curing coat can set up before it rains. When the application of curing coat must be delayed, keep the chemically stabilized subgrade wet by using water until the curing coat can be applied. Cure the chemically stabilized subgrade for at least five days bef ore the placement of the overlying course.
E.Proof Rolling . After the curing period, proof roll the chemically stabilized subgrade according to Item 204.
F.Protection. Drain and maintain the work according to 203.04.A. Do not operate any equipment on the chemically stabilized subgrade during the curing period. Do not allow the chemically stabilized subgrade to freeze during the cure period. Cover the completed chemically stabilized subgrade with the aggregate base within 60 calendar days.
206.06 Mixture Design for Chemically Stabilized Soils. When included in the
plans, perform a mixture design for chemically stabilized soils according to Supplement 1120.
206.07 Method of Measurement. The Department will measure chemically
stabilized subgrade by the number of square yards (square meters) computed from the profile grade and typical sections accepted in place. The Department will measure cement and lime by the number of tons (metric tons) incorporated in the complete and accepted work. The Department will measure Test Rolling according to 204.08 as specified for Proof Rolling. The Department will measure Curing Coat by the number of square yards (square meters) computed from the profile grade and typical sections accepted in place.
206.08 Basis of Payment. The Department will pay lump sum for all work,
labor, and equipment described in 206.06. The Department will pay two -thirds of the lump sum amount bid when the soil sampling and testing is complete and the report is accepted by the Dep artment. The Department will pay one -third of the lump sum amount bid when the chemically stabilized subgrade is completed and accepted by the Department, and the field verification test results are all submitted. The Department will not apply the quantity underrun adjustment factors in Table
104.02 2 to the bid unit prices for Cement and Lime.
The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 206 Square Yard Cement Stabilized Subgrade, (Square Meter) __inches deep 208.01 125 206 Square Yard Lime Stabilized Subgrade, (Square Meter) __ inches deep 206 Ton (Metric Ton) Cement 206 Ton (Metric Ton) Lime 206 Square Yard Curing Coat (Square Meter) 206 Hour Test Rolling 206 Lump Sum Mixture Design for Chemically Stabilized Soils ITEM 208 ROCK BLASTING
208.01 Description
208.02 Regulations on the Use of Explosives
208.03 Product Specifications
208.04 Stabilization
208.05 Blasting Plan Submittal
208.06 Production Holes
208.07 Blasting Test Sections
208.08 Safety Procedures
208.09 Presplitting
208.10 Cushion Blasting
208.11 Sliver Cuts
208.12 Blaster
208.13 Blasting Consultant
208.14 Pre-Blast Condition Survey
208.15 Vibration Control and Monitoring
208.16 Airblast and Noise Control
208.17 Hydrologist
208.18 Flyrock Control
208.19 Public Meetings
208.20 Record Keeping
208.21 Method of Measurement
208.22 Basis of Payment
208.01 Description. This work consists of using production and controlled
blasting techniques to fracture rock or shale and to construct stab le final rock cut faces. Controlled blasting refers to the controlled use of explosives and blasting accessories in carefully spaced and aligned drill holes to produce a free surface or shear plane in the rock along the specified excavation backslopes. Controlled blasting techniques include presplitting, cushion blasting, and sliver cut blasting. If the designed cut slope is steeper than 1:1 and deeper than 5 feet (1.5 m), use controlled blasting techniques, even if the main excavation is ripped or excavate d. In rare instances, the Department will specify presplitting for 1 to 1 slopes. For all slopes that do not require controlled blasting techniques, rake, excavate, hoe ram, or mechanically shape these slopes to obtain a neat and smooth appearance. 208.02 126 Product ion blasting refers to the rock fragmentation blasts resulting from more widely spaced production holes drilled throughout the main excavation area adjacent to the controlled blast line. Detonate production holes in a controlled delay sequence.
208.02 Regu lations on the Use of Explosives. Perform all blasting operations
according to all applicable Federal, State, and local laws and regulations, and the provisions of 107.09. These regulated blasting operations include but are not limited to the following:
A.Storage and handling of explosives, blasting agents, and detonators.
B.Use of explosives in character and amount as allowed.
C.Storage plan, including the type of magazine or explosive storage facility to be used on the job site.
D.Record keeping, plac arding, safe distances, and all other requirements concerning storage.
E.Obtaining and displaying magazine permits.
208.03 Product Specifications. Be aware that delay elements in blasting caps
may deteriorate with age. Aged explosives are known to deliver much less than the rated energy. If evaporation occurs or if improperly mixed, bulk explosives (such as ammonium nitrate and fuel oil) may not contain the proper amount of diesel oil. Low diesel oil drastically reduces the energy content of the explosive and commonly produces reddish brown or yellow fumes upon detonation even in dry blast holes. Use products conforming to manufacturers’ specifications. Ship the manufacturer recommended expiration dates with the products delivered to the project. Do not use any blasting product that is either excessively old or in a deteriorated condition. Cease all work until the product’s age or quality is determined.
208.04 Stabilization. Remove or stabilize rock along the cut face that is loose,
hanging, or creates a pot entially dangerous situation during or upon the completion of the excavation in each lift. Do not drill the next lift until this work is performed.
208.05 Blasting Plan Submittal. Submit three copies of the Blasting Plan to the
Engineer and one copy of the Blasting Plan to the Office of Construction Administration for review at least two weeks before beginning drilling and blasting operations, or at any time the drilling and blasting methods change. If the drilling and blasting methods change, submit four c opies of the changed sections one week prior to the work. The Blasting Plan shall include, at a minimum, the following:
A.General details of the drilling and blasting patterns and controls proposed to use for both the controlled and production blasting.
B.Station limits of proposed shots. Critical distances to structures. Place the pre - blast survey limits detailed in 208.14 on the Right -of-Way or plan view sheets. 208.06 127 C. One plan and section view for each main excavation cut showing the proposed typical range of drill patterns including a range of values for the free face, burden, blast hole spacing, blast hole diameters, blast hole angles, lift heights, and subdrill depths.
D.A typical loading diagram showing the type and amount of explosives, primers, and i nitiators and location and depth of stemming.
E.Typical range of initiator sequence of blast holes including delay times and delay system.
F.Manufacturers’ data sheets for all explosives, primers, and initiators to be employed.
G.Use the blaster’s plan form or the blasting plan forms in FHWA Publication FHWA -HI-92-001 Rock Blasting and Overbreak Control . Adapt these forms to meet the project requirements. In a subsequent submittal, submit one Detailed Plan for all test sections. (Submit or fax at least 2 4 hours before the shot.) Detail the specific proposed amounts of materials and work described in 208.05.A through 208.05.G above on this Detailed Plan. The Blasting Plan submittal is for quality control, informational, and record keeping purposes. The rev iew of the Blasting Plan does not relieve the Contractor of the responsibility for using existing drilling and blasting technology and for obtaining the required results. If specified in the Contract, use an approved blasting consultant, conforming to 208.13, to assist with the blast design and to ensure that the Blasting Plan is carried out on the project.
208.06 Production Holes. Perform all production blasting, including blasting
carried out in conjunction with the blasting test section requirements of 2 08.07, according to the following requirements:
A.Drill the production blast holes on the patterns and to the depths submitted in the Blasting Plan and Detailed Plan, as specified in 208.05, but not exceeding a depth of 60 feet (18 m). Drill the productio n blast holes within two blast hole diameters of the staked collar location. If the blaster does not drill the production holes then the blaster shall inspect the holes and review the drilling logs prior to loading the holes.
B.Deepen or clean -out blast holes if they are plugged or unable to be fully loaded. Check and measure blast holes before any explosives are loaded into any of the holes to eliminate any safety hazard resulting from drilling near loaded holes.
C.Maintain a burden distance that is equ al to or less than the bench height in order to control the blasting effects.
D.Drill the row of production blast holes immediately adjacent to the controlled blast line on a plane approximately parallel to the controlled blast line. Drill the production blast holes no closer than 6 feet (2 m) to the controlled blast line. Drill the bottom of the production holes no lower than the bottom of the controlled blast holes except by the amount of subdrilling used in the production holes. Do not 208.07 128 exceed 6 3/4 inch es (170 mm) in diameter for the production blast holes. Delay the detonation sequence of the production holes toward a free face.
E.Maintain a stemming depth of at least 0.7 times the burden distance. If water is present or when blasting within 200 feet ( 61 m) of a structure, use crushed No. 8 coarse aggregate for holes less than 4 inches (100 mm) in diameter and crushed No. 57 coarse aggregate for holes 4 inches (100 mm) in diameter and larger for the stemming material. Use the coarse aggregate gradations of Nos. 8 and 57 gradations on Table 703.01 -1. If gravel is used, use crushed material with a minimum of two mechanically fractured faces on 60 percent of the material. In other locations, the Contractor may use drill cuttings for stemming, if it does not compromise the shot integrity.
F.Take all necessary precautions in the production blasting to minimize blast damage to the rock backslope.
G.Drill a line of buffer holes on a parallel plane adjacent to the presplit holes if presplit results are not sati sfactory and production holes are damaging the presplit line. Drill the buffer hole 3 1 inch (75 25 mm) in diameter. Drill the line of buffer holes approximately 3 feet (1 m) from the presplit line, and space 3 to 5 feet (1 to 1.5 m) center -to-center. Do not load the buffer holes with more than 50 percent of the full explosive load that could be placed in a 3 -inch (75 mm) production hole. Delay the detonation sequence toward a free face.
208.07 Blasting Test Sections. Before commencing full -scale blasting
operations, demonstrate the adequacy of the proposed Blasting Plan. Drill, blast, and excavate short test sections to determine which combination of methods, hole spacing, and charge works best. Use a test section with lengths up to 150 feet (45
m.for presplitting and 120 feet (36 m) for production blasting when field conditions warrant. Do not exceed a production hole depth of 30 feet (9 m) for the first test section. Begin the controlled blasting tests for presplitting with the controlled blast holes spaced 36 inches (900 mm) apart, then adjust, if needed, until the spacing for full - scale presplit blasting operations is approved. A new test section is required to increase the spacing for the presplitting to a maximum of 48 inches (1200 mm). Perfo rm two test sections on every project. Use explosive depths greater than 20 feet (6.1 m) for these test sections. Use one test section for controlled blasting and one test section for production blasting. Apply the requirements specified for controlled and production blasting operations to the test section blasting. For controlled blasting and for production blasts within 10 feet (3 m) of the finished slope, do not drill ahead of the test shot area until the test section has been excavated and the results e valuated. If the test shots are unsatisfactory, revise methods as necessary to achieve the required results. Unsatisfactory test shot results include an excessive amount of fragmentation beyond the indicated lines and grade, excessive flyrock, or violation of other requirements within Item 208. 208.08 129 If the drilling and blasting methods do not produce the desired result of a uniform slope and shear face, within the tolerances specified, drill, blast, and excavate short sections, not exceeding 150 feet (45 m) in l ength for a presplit line or 120 feet (36
m.for a production hole line, until a technique produces the desired results. The blasting consultant shall witness the test sections drilling and loading operations and be present when all test sections are shot. The time spent witnessing these operations is considered part of the time required to observe the loading, drilling, and blasting operations, as specified in 208.13.
208.08 Safety Procedures
A.Warnings and Signals. Establish a method of warning all employees on the job site of an impending blast. Define the limits of the blasting area where there is a flyrock danger. Control the access to the blasting area to prevent the presence of livestock or unauthorized persons at least ten minutes before each b last. Notify all employees in the area that a blast shall be fired with a one minute signal. After the blast is over, sound an “all clear” signal so all employees in the area understand that all blasting operations are finished. One minute before the blast , sound three long signals, lasting five seconds, on an air horn or siren. For the all “clear” signal, sound one long signal, lasting at least five seconds, to indicate that all blasting has ceased. Fill out the Department’s Blast Site Security Plan Form ( CA-EW-11).
B.Lightning Protection. Furnish, maintain, and operate lightning detection equipment during the entire period of blasting operations and during the periods that explosives are used at the site. If the lightning detection device indicates a blas ting hazard potential, evacuate personnel from all areas where explosives are present. If a lightning detector indicates a blasting hazard, perform the following:
1.Clear the blasting area of all personnel.
2.Notify the Engineer of the potential hazards and precautions to be taken.
3.Terminate the loading of holes and return the unused explosives to the day storage area.
4.If blast holes are loaded and would pose a hazard to traffic if detonated, close the roads until the lightning hazard has passed.
5.When the hazard dissipates, inform the Engineer that production blasting can continue.
C.Check for Misfires. Observe the entire blast area for a minimum of five minutes following a blast to guard against rock fall before commencing work in the cut. The f ive minute delay between blasting and not allowing anyone but the blaster to enter the area is needed to make sure that no misfires have occurred. During the five minute delay, the blaster is responsible for going into the shot area and checking all the ho les to make sure that they have detonated. If any holes 208.09 130 have not fired, the blaster shall handle these misfires before others enter the work area. Halt the blasting operations if the methods being employed result in the required slopes not being in a stabl e condition or the safety and convenience of the traveling public is jeopardized.
D.Misfire Handling Procedures. If a visual inspection indicates that complete detonation of all charges did not take place, proceed as follows:
1.If the system was energize d and no charges fired for electric systems, test the lead wire continuity before inspection of the remainder of the blast. For nonelectric systems, check the lead in or tube to make sure that detonation has entered the blast area.
2.If an inspection of t he electrical trunkline or lead in tubing -line indicates that there is a break in the line or if the tubing did not fire, repair the system and refire the blast. If the inspection indicates that the trunkline has fired, and misfired charges remain, the bla ster shall do the following:
a.Exclude all employees except those necessary to correct the problem.
b.Close traffic, if a premature explosion could be a hazard to traffic on nearby roads.
c.Correct the misfire in a safe manner. If the misfire poses a pr oblem that the blaster cannot safely correct, the Contractor shall call a consultant or an explosive company representative skilled in the art of correcting misfires to correct the problem.
208.09 Presplitting. Perform all presplitting, including that carr ied out in
conjunction with the blasting test section requirements of 208.07, according to the following requirements:
A.Completely remove all overburden soil and loose or decomposed rock along the top of the excavation for a distance of at least 30 feet (9 m) beyond the end of the production hole drilling limits, or to the end of the cut, before drilling the presplitting holes.
B.Remove potentially dangerous boulders or other material located beyond the excavation limits.
C.Drill the presplit holes 3 1 inch (75 25 mm) in diameter.
D.Control the drilling operations by using proper equipment and technique to ensure that no hole deviates from the plane of the planned slope by more than 12 inches (300 mm) either parallel or normal to the slope.
E.Extend presplit holes a minimum of 30 feet (9 m) beyond the limits of the production holes to be detonated, or to the end of the cut as applicable.
F.Drill the presplit holes for any individual lift to a vertical depth of less than or equal to 30 feet (9 m). Demonstrate that the blast can stay within the above tolerances and produce a uniform slope. If more than 5 percent of the presplit holes 208.09 131 are misaligned in any one lift, reduce the depth of the lifts until the 12 -inch (300 mm) alignment tolerance is me t.
G.If a cut height requires more than one lift or if there is a slope change (for example, when changing from a 1:1 slope to a 0.75:1 slope), use a maximum 2 -foot (0.6 m) offset between lifts for drill equipment clearances. Begin the presplit blast hole drilling at a point that allows for the necessary offsets and adjust to compensate for any drift that may occur in the upper lifts. Move the controlled blast line back if required to accommodate for these conditions.
H.The Contractor may drill 2 feet (0.6 m) below ditch bottom to remove the toe berm.
I.Before placing charges, determine if the hole is free of obstructions for its entire depth. Exercise all necessary precautions so that the placing of the charges will not cause caving of material from t he walls of the holes.
J.Drill hole conditions may vary from dry to filled with water. Use whatever types of explosives and blasting accessories necessary to accomplish the specified results.
K.Use a maximum diameter of explosives that is not greater tha n one -half the diameter of the presplit hole.
L.Do not use bulk ammonium nitrate and fuel oil (ANFO) in the presplit holes.
M.Use only standard explosives manufactured especially for presplitting in the presplit holes.
N.If using a continuous column ca rtridge type of explosives with detonating cord, assemble and affix the detonating cord according to the explosive manufacturer’s instructions. Furnish a copy of the instructions to the Engineer.
O.The Contractor may make the bottom charge of a presplit h ole larger than the line charges but not large enough to cause overbreak. Place the top charge of the presplitting far enough below the collar, and reduce the charge sufficiently, to avoid overbreaking and heaving.
P.Stem the upper portion of all presplit holes, from the topmost charge to the hole collar. Use stemming material conforming to the stemming specified for the production holes in 208.06.
Q.As long as equally satisfactory presplit slopes are obtained, either presplit the slope face before drilli ng for production blasting or presplit the slope face and production blast at the same time, provided the presplitting drill holes are fired first. If required to reduce ground vibrations or noise, delay the presplit holes, except that the hole -to-hole del ay must be less than 25 milliseconds.
R.Do not deviate the presplit slope face more than 1 foot (0.3 m) from a plane passing through adjacent drill holes, except where the character of the rock is such that irregularities are unavoidable. Measure the 1 -foot (0.3 m) tolerance perpendicular to the plane of the slope. Do not encroach on the roadbed with any portion of the slope. 208.10 132 S. Use the same diameter and drilled in the same plane and to the same tolerance as the presplit holes when using unloaded and unste mmed guide holes between presplit holes.
T.Detonate the presplit line before detonating any production holes, except when the closest horizontal distance between the production line and presplit line is greater than 50 feet (16 m).
208.10 Cushion Blasting . If the horizontal distance from the cut face to the
existing rock face is less than 15 feet (4.5 m), the Contractor may use cushion blasting instead of presplitting. Perform cushion blasting according to 208.09, except as follows:
A.Detonate along the c ut face after the detonation of all production holes.
B.Between the trim line and the nearest production row, use a difference in delay time of 25 to 75 milliseconds.
208.11 Sliver Cuts. For sliver cuts, pioneering the top of cuts and preparing a
working platform to begin the controlled blasting and drilling operations may require unusual working methods and use of equipment. Use angle drilled holes or fan drilled holes during the initial pioneering operations to obtain the desired rock face. Apply the hol e diameter requirements for controlled blasting for pioneering work. Do not exceed a hole spacing of 36 inches (900 mm).
208.12 Blaster. Use an experienced blaster in charge of all blasting operations.
Use a blaster with at least five years of proven exper ience in heavy construction or highway rock blasting and with a sufficient amount of proven experience of the type of highway rock blasting required by the Contract. Before or at the preconstruction conference, submit a resume of the credentials of the pro posed blaster. Include in the resume a list of at least five heavy construction or highway rock blasting projects on which the blaster was responsibly in charge of the rock blasting. List a description of the projects, with details of the blasting operatio ns. List the names and telephone numbers of project owners with sufficient knowledge of the projects to verify the submitted information. Obtain approval of the blaster before beginning any drilling and blasting work. Allow 30 days for the review of this d ocumentation. The blaster shall perform the following:
A.Control the ground vibrations by the use of properly designed delay sequences and by using allowable charge weights per delay.
B.Base the allowable charge weights per delay on vibration levels that will not cause damage.
C.Establish the allowable charge weights per delay by carrying out trial blasts and measuring the vibration levels.
D.Independently measure the vibrations and airblast at the closest structure using the criteria and limits set in 208.15 and 208.16. Ensure that only trained and certified personnel set up the seismographs.
E.Use appropriate blast hole patterns, detonation systems, and stemming to prevent venting of blasts and to minimize airblast and noise levels produced by the blasting operations. 208.13 133 F. Carry out the trial blasts according to the blasting test section requirements of 208.07.
G.Report the vibrations (velocity and frequency) and airblasts on both seismographs before the next blast. This report shall denote whether or not these numbers exceeded the allowable set by the vibration specialist.
H.Modify 208.12.A through 208.12.F above as required to limit ground vibrations and airblast to the levels established by the vibration specialist, and the airblast and noise contro l specialist.
I.Coordinate and review the blast hole layout and drilling operations. The blaster, blasting contractor, or the Contractor shall obtain insurance as specified in 107.12. Present a certificate of insurance 10 days before the blasting operati ons begin.
208.13 Blasting Consultant. If specified in the Contract, retain an experienced
and recognized blasting consultant to assist in the blast design. The blasting consultant shall assist in the design of both the controlled and production blasting. Retain a blasting consultant with at least five years of proven experience in heavy construction or highway rock blasting design and with a sufficient amount of proven experience of the type of highway rock blasting design required by the Contract. The Con tractor shall not use a blasting consultant that is an employee of the Contractor, explosives manufacturer, or explosives distributor. Before or at the preconstruction conference, submit a resume of the credentials of the proposed blasting consultant. Include in the resume a list of at least five heavy construction or highway rock blasting projects on which the blasting consultant was responsibly in charge of the rock blasting design. List a description of the projects, with details of the blast plans and m odifications made during the project. List the names and telephone numbers of project owners with sufficient knowledge of the projects to verify the submitted information. Obtain approval of the blasting consultant before beginning any drilling and blastin g work. Allow 30 days for the review of this documentation. The blasting consultant shall observe the loading, drilling, or blasting operations for at least 8 hours per week if these operations are in progress for 40 or more hours per week. The blasting co nsultant shall witness the drilling, loading and blasting of the first shot in each major cut. At a minimum, the blasting consultant shall witness the drilling, loading and blasting of every 20th shot on the project. The blasting consultant shall write a w ritten report to the Engineer at least once a month detailing the blasting operations. The time spent writing this report is not considered part of the time required to observe the loading, drilling, and blasting operations. The Contractor shall coordinate the blasting consultant’s hours with the Engineer.
208.14 Pre-Blast Condition Survey. If specified in the Contract, conduct a pre -
blast survey of any buildings, structures, or utilities within 1500 feet (460 m) or to the nearest structure up to a 1/2 -mile (0.8 km) radius of the blasting operations. Use a greater radius if the structures are potentially at risk from blasting damage. The Contractor shall use a survey method acceptable to its insurance company. The Contractor is responsible for any damage res ulting from blasting. 208.15 134 If owners or occupants fail to allow access to the property for the pre -blast survey, send a certified letter to the owner or occupant. Make the notification effort and the certified letter part of the pre -blast survey records. Submit a copy of the pre -blast survey records to the Engineer before beginning the blasting operations at the critical blasting locations. Notify occupants of local buildings before the commencement of blasting.
208.15 Vibration Control and Monitoring. If specif ied in the Contract, use
vibration control and monitoring if blasting near buildings, structures, or utilities that may be subject to damage from blast induced ground vibrations. The vibration specialist interprets the seismograph records to ensure that th e seismograph data is effective in the control of the blasting operations with respect to the existing structures. Retain an experienced vibration specialist to establish the safe vibration limits. Use a vibration specialist with at least five years of pro ven experience in monitoring vibrations on heavy construction or highway rock blasting projects and with a sufficient amount of proven experience of the type of highway rock blasting vibration monitoring required by the Contract. Use a vibration specialist that is an expert in the interpretation of the vibration data. The Contractor shall not use a vibration specialist that is an employee of the Contractor, explosives manufacturer, or explosives distributor. Before or at the preconstruction conference, subm it a resume of the credentials of the proposed vibration specialist. Include in the resume a list of at least five heavy construction or highway rock blasting projects on which the vibration specialist was responsibly in charge of monitoring the rock blast ing vibrations. List a description of the projects, with details of the vibration interpretations made on the project. List the names and telephone numbers of project owners with sufficient knowledge of the projects to verify the submitted information. Obtain approval of the vibration specialist before beginning any drilling and blasting work. Allow 30 days for the review of this documentation. The vibration specialist shall perform the following:
A.Monitor each blast with an approved seismograph located b etween the blast area and the closest structure subject to blast damage.
B.Use a seismograph capable of recording particle velocity for three mutually perpendicular components of vibration in the range generally found with controlled blasting.
C.Furnish the data recorded for each shot before the next blast and include the following:
1.Identification of instrument used.
2.Name of approved observer and interpreter.
3.Distance and direction of recording station from blast area.
4.Type of ground at record ing station and material on which the instrument is sitting. 208.16 135 D. Ensure that the peak particle velocity of each component of the safe limits of the nearest structure subject to vibration damage is not exceeded.
E.The vibration specialist may elect to summarize and report this information monthly, when the blaster measures the vibration and airblast with its own seismograph and reports the measurements on the vibration specialist’s seismographs.
F.Establish what vibration limits are being used and expl ain why they are being used to the Engineer before blasting begins near structures denoted in the pre -blast survey in 208.14.
G.Stop all operations if the vibration limits are exceeded until the vibration specialist reports to the Engineer that no damage has occurred or will occur and that corrective action has been taken to lower the vibration.
208.16 Airblast and Noise Control. If specified in the Contract, install an
airblast monitoring system between the main blasting area and the nearest structure subject to blast damage or annoyance. Retain an experienced airblast and noise control specialist. Use an airblast and noise control specialist with at least five years of proven experience in airblast and noise control on heavy construction highway rock b lasting projects and with a sufficient amount of proven experience of the type of rock blasting airblast and noise control monitoring required by the Contract. Use an airblast and noise control specialist that is an expert in airblast and noise control. The Contractor shall not use an airblast and noise control specialist that is an employee of the Contractor, explosives manufacturer, or explosives distributor. Before or at the preconstruction conference, submit a resume of the credentials of the proposed a irblast and noise control specialist. Include in the resume a list of at least five heavy construction or highway rock blasting projects on which the airblast and noise control specialist was responsibly in charge of the airblast and noise control of the r ock blasting operations. List a description of the projects, with details of the airblast and noise control monitoring made on the project. List the names and telephone numbers of project owners with sufficient knowledge of the projects to verify the submi tted information. Obtain approval of the airblast and noise control specialist before beginning any drilling and blasting work. Allow 30 days for the review of this documentation. The airblast and noise control specialist shall perform the following:
A.Use equipment of the type specifically manufactured for the purpose to make the airblast measurements. Hold peak overpressure below 134 dB at the nearest structure or other designated location. Lower the overpressure limit if it proves too high based on dama ge or complaints.
B.The airblast and noise control specialist may establish the peak overpressure limits higher than 134 dB. Submit information explaining why higher limits are needed and are safe to the Engineer before blasting begins near structures den oted in the pre -blast survey in 208.14. 208.17 136 C. Furnish a permanent signed and dated record of the peak overpressure measurements to the Engineer immediately after each shot or use the same reporting procedures and time frames denoted for vibration in 208.15.
D.Stop all operations if the overpressure limits are exceeded until the airblast and noise control specialist reports to the Engineer that no damage has occurred or will occur and that corrective action has been taken to lower the airblast.
208.17 Hydrolog ist. If specified in the Contract, use a qualified hydrologist to
monitor before, during, and after blasting or major excavation the quantity and quality of the water supplies within 1500 feet (460 m) of the blasting or major excavation areas. The water su pplies shall include, but not be limited to, all wells, springs, or other water supplies for human consumption. Retain an experienced hydrologist. The Contractor shall not use a hydrologist that is an employee of the Contractor, explosives manufacturer, or explosives distributor. Before or at the preconstruction conference, submit a resume of the credentials of the proposed hydrologist. Include in the resume a list of at least five heavy construction or highway projects on which the hydrologist was responsi bly in charge of monitoring water quality and quantities. List a description of the projects, with details of the water monitoring or modeling performed on the projects. List the names and telephone numbers of project owners with sufficient knowledge of th e projects to verify the submitted information. Obtain approval of the hydrologist before beginning any major excavation, drilling, or blasting work. Allow 30 days for the review of this documentation. The hydrologist shall perform, at minimum, all of the following:
A.Review the available public records, including Ohio DNR well logs, to obtain background information and to identify the locations and geology of water supplies within 1500 feet (460 m) of the blasting areas or major excavations.
B.Examine pr ivate wells, and public and industrial water supplies (as allowed by property owners or occupants), and measure water levels and well depths with a water level meter. Clean the water level meter before and between each use.
C.Collect water quality data (p H, e-coli, specific conductivity, turbidity, sulfate, and iron) from private wells, and public and industrial water supplies to determine the major excavation work or blasting effects on the water supplies by using field instruments.
D.Measure the water quality and water level for a minimum of two times per week for two weeks before, during, and two weeks after major excavation or blasting within 1500 feet (460 m) of the water supplies.
E.Perform an associated field survey of the locations and elevations of wells and springs.
F.Evaluate the need for piezometers to monitor the ground water conditions. Place and monitor the piezometers as necessary.
G.Provide a monitoring plan report detailing the proposed activities, frequencies, testing, and any recomme ndations for monitoring the water supplies as detailed in 208.18 137 208.17.A through 208.17.F above. Submit this report at least 10 days before beginning the scheduled blasting or major excavation.
H.Provide a monthly report of the conclusions and results of the mo nitoring plan.
I.Provide a final report on the final condition or effect of the blasting or major excavation on the water supplies. Submit this report within 30 days after the blasting or major excavation is completed on the project.
J.Meet with the Engi neer in order to coordinate this work and provide input, update the project schedule, report progress (including completed work and updated schedule), and make recommendations. Allow for ten meetings. The Contractor is not responsible for damages to the ab ove denoted water supplies if the blasting or excavation is done according to this specification. The Contractor is responsible for damage caused by negligence, vibration or noise above the allowable limits, flyrock, or back break.
208.18 Flyrock Control. Before firing any blast in areas where flying rock may
result in personal injury or unacceptable damage to property or the work, cover the rock with blasting mats, soil, or other equally serviceable material to prevent flyrock. If flyrock leaves the constr uction site or lands on a traveled road, the Contractor shall cease all blasting operations until the blasting consultant specified in 208.13 reviews the site and determines the cause and solution to the flyrock problem. Before blasting proceeds, submit a written report addressing the following:
A.Why the flyrock left the construction site or landed on a traveled road.
B.What corrective measures were taken to prevent this from reoccurring?
208.19 Public Meetings. If a blasting consultant, vibration specia list, airblast
and noise control specialist, or hydrologist are specified in the Contract, make the consultant, specialists, Contractor’s superintendent and blaster available for one day to prepare for and participate in a public meeting organized by the E ngineer and conducted by the Contractor to inform the public about anticipated drilling and blasting operations. The consultant and specialists shall be prepared to answer any questions dealing with the magnitude of seismic motion, vibrations, airblast overpressure, flyrock, and water problems that may affect the public.
208.20 Record Keeping.
A.Daily Explosive Material Consumption. Keep a daily record of the transactions at each storage magazine. Update inventory records at the close of every business day. Show on the records the class and quantities received and issued and total remaining on hand at the end of each day. Check the remaining explosive inventory each day and report any discrepancies that would indicate a theft or loss of explosive materia l.
B.Report of Loss. If a loss or theft of explosives occur, report all circumstances and details of the loss or theft immediately to the nearest Bureau of Alcohol, Tobacco and Firearms, as well as to the local law enforcement authorities and the Engineer . 208.21 138 C. Daily Drilling and Blasting Logs. On a weekly basis, provide a daily log of the drilling and blasting operations. Update the log at the close of each business day. Fill out the Department or blaster’s drilling form to document the following: burden, spacing, bench height, hole depth and diameter, and subdrill depth. Document additional information about the drilling such as voids, mud seams, air pressure loss and lack of cuttings. The driller shall give this form to the blaster and the Department. Document on the blasting log the number of blasts, times and dates of blasts, the blasting locations and patterns, and all of the following information:
1.Station limits of the shot.
2.Plan and section views of drill pattern including free face, burden, bla st hole spacing, blast hole diameters, blast hole angles, lift height, and subdrill depth.
3.Loading diagram showing type and amount of explosive, primers, and initiators and location and depth of stemming.
4.Initiators sequence of blast holes including delay times and delay system in each blast hole.
5.Trade names and sizes of all explosives, primers, and initiators employed.
6.Signature of the blaster in charge.
7.Use the blaster’ s blasting form or the Blasting Report form in FHWA Publication FHWA -HI-92-001 Rock Blasting and Overbreak Control . Adapt these forms to meet the project requirements. The drilling and blasting logs are for quality control, informational, and record keeping purposes. Review of the blast log by the Engineer does not relieve th e Contractor of responsibility for the accuracy and adequacy of the drilling and blasting log.
D.Video Recording of Blasts. Record video of each blast. Index the recordings in a manner that permits easy and correct identification of each blast. Submit cop ies of the blast recordings on a weekly basis. If submitting the video recordings as electronic data files, furnish them in a video format acceptable to the Engineer and capable of being viewed on the Department’s computers.
208.21 Method of Measurement. The Department will measure Presplitting by
the number of square yards (square meters) along the slope face of the cut. The horizontal measurement will begin at the first hole and end at the last hole of the cut, and the vertical slope measurement will be a long the sloped drill hole.
208.22 Basis of Payment. The Department will not make separate payment for
the production blasting operations. Payment for the production blasting is incidental to the other work items in the Contract requiring blasting. The Dep artment will pay for additional excavation volume resulting from the 2 -foot (0.6 m) offsets at the Contract unit price for Item 203 Excavation. The Department will pay for the removal of this material beyond the excavation limits under 109.05. 209.01 139 The Departme nt will pay lump sum for all work for the Pre -Blast Condition Survey, Blasting Consultant, Airblast and Noise Control, Vibration Control and Monitoring, and Hydrologist. The same person or consultant may perform the pre - blast survey, vibration control and monitoring, airblast and noise control, and the work required of the hydrologists. The Department may make intermediate payments based on the percentage of the work completed for Pre -Blast Condition Survey, Blasting Consultant, Airblast and Noise Control, Vibration Control and Monitoring, or Hydrologist. Payment for guide holes is incidental to Presplitting. Payment for all of controlled blasting is included in the payment for Presplitting. The Department will pay for stabilization under 109.05 if caused by geology. The Department will not pay for stabilization if caused by the Contractor’s blasting operations. The Department will pay for the placement and monitoring of piezometers according to 109.05. The Department will pay for accepted quantities at the c ontract prices as follows: Item Unit Description 208 Square Yard Presplitting (Square Meter) 208 Lump Sum Pre-Blast Condition Survey 208 Lump Sum Blasting Consultant 208 Lump Sum Airblast and Noise Control 208 Lump Sum Vibration Control and Monitoring 208 Lump Sum Hydrologist ITEM 209 LINEAR GRADING
209.01 Description
209.02 Materials
209.03 Construction Requirements
209.04 Ditch Cleanout
209.05 Reshaping Under Guardrail
209.06 Preparing Subgrade for Shoulder Paving
209.07 Grading Tolerances
209.08 Method of Measurement
209.09 Basis of Payment
209.01 Description. This work consists of performing linear grading within the
specified alignment detailed in the Contract Documents and within the grading tolerances. Use removed or excavated materials in the W ork when the material conforms to the specifications; if not, then recycle or dispose of the material according to 105.16 and 105.17.
209.02 Materials. Furnish suitable materials as defined in 203.02.R. 209.03
140 209.03 Construction Requirements. Construct embankmen t and subgrade work according to Items 203 and 204. When off -project -limit embankment material is needed for the work, an estimated quantity for Item 209 Borrow will be specified in the Contract Documents.
209.04 Ditch Cleanout. Reestablish the cross -section of the existing ditch. Use
the required embankment material to fill the eroded conditions. The compaction requirements specified in Item 203 do not apply.
209.05 Reshaping Under Guardrail. Reshape graded shoulders at locations
where the existing guardra il is removed or where the new guardrail is to be erected to ensure a smooth drainable surface free of all irregularities.
209.06 Preparing Subgrade for Shoulder Paving. Prepare the subgrade for
shoulder paving by excavating the existing shoulder material to the depth shown in the plan. Trim unsound or broken edges of asphalt concrete or concrete pavement to a line established by the Engineer. Remove any unstable material and shape and compact the subgrade. Compact the subgrade according to 204.03. Backfill areas graded in excess of the depth shown on the plans with Item 617 compacted aggregate at no expense to the Department. When preparing the subgrade for a safety edge, grade an area approximately 10 inches (250 mm) wide from the edge of the paved surface to remove vegetation and any high spots. Provide a surface free of vegetation and level with or slightly below the surface to be paved.
209.07 Grading Tolerances. Do not encroach on stream channels, impact
wetlands, or extend beyond construction limits, Right -of-Way or easement limits. Do not make alignment or profile grade adjustments that adversely affect drainage. Construct the work to the tolerances in 203.08.
209.08 Method of Measurement. The Department will measure Linear
Grading, Reshaping Under Gu ardrail, and Preparing Subgrade for Shoulder Paving by the number of either stations or miles (meters or kilometers) completed and accepted, along each side of the pavement. The Department will not make deductions for intersections and other gaps. The Depa rtment will measure Ditch Cleanout by the number of feet (meters) measured along the centerline of the ditch. The Department will measure Borrow according to 203.09.
209.09 Basis of Payment. The Department will pay according to 109.05 for
changes or extra work that increases the haul distance by more than 1/2 mile (1 km) to the work detailed in the Contract Documents. The Department will pay for additional quantities that increase the haul distance 1/2 mile (1 km) or less at the unit bid price. 209.09 141 The Departme nt will pay for accepted quantities at the contract prices as follows : Item Unit Description 209 Station or Mile Linear Grading (Meter or Kilometer) 209 Feet (Meters) Ditch Cleanout 209 Station or Mile Reshaping Under Guardrail (Meter or Kilometer) 209 Station or Mile Preparing Subgrade for Shoulder Paving (Meter or Kilometer) 209 Cubic Yard or Ton Borrow (Cubic Meter or Metric Ton) 251.01 142 250 PAVEMENT REPAIRS ITEM 251 PARTIAL DEP TH PAVEMENT REPAIR
251.01 Description
251.02 Removal of Existing P avement
251.03 Placement of Asphalt Concrete
251.04 Method of Measurement
251.05 Basis of Payment
251.01 Description . This work consists of partial depth removal of existing
pavement in areas exhibiting deterioration at the surface, applying tack coat, and placing and compacting asphalt concrete.
251.02 Removal of Existing Pavement. The Engineer will designate the
location and limits of areas to be repaired. Provide the Engineer with aerosol spray paint to outline those areas for repair. Construct rectan gular repair areas with dimensions as required to envelop surface deterioration. Unless otherwise specified, extend repair areas the full width of a traffic lane. Remove pavement to the depth shown on the plans. Remove the pavement to the specified depth w ithin the designated limits without loosening or otherwise damaging adjacent pavement. Dispose of removed pavement according to 202. Trim the limits of the repair to form a vertical face 1.5 inches (38 mm) deep from the surface unless the repair is covered with an overlay within 60 days.
251.03 Placement of Asphalt Concrete . Apply 407.02 material to thoroughly
coat the exposed surface and to fill cracks and joint openings. Place and compact approved asphalt concrete meeting the design requirements of the it em shown in the pay item description in one or more lifts as necessary to finish flush with the adjacent pavement surface. Place surface course mixes at a maximum 2 inch (50 mm) lift thickness and intermediate courses at a maximum 3 inch (75 mm) lift thick ness. Thoroughly compact the final lift using a Type I pneumatic tire roller conforming to 401.13. As the rolling progresses, add additional asphalt concrete, as necessary, to produce a smooth surface flush with the adjacent pavement surface. Continuously compact each lift while the material is in a workable condition throughout the depth of the lift. Ensure that each lift is thoroughly compacted to a suitable density that will not result in displacement under traffic. If the Contract does not include resur facing, seal the perimeter surface of the repaired area by applying a 2 to 4 inch (50 to 100 mm) wide strip of approved 705.04 material or 702.01 approved PG binder.
251.04 Method of Measurement. The Department will measure the quantity of
Partial Depth Pa vement Repair by the number of square yards (square meters) or cubic yards (cubic meters) of pavement repaired in the complete and accepted work, calculated using the dimensions established by the Engineer. 251.05 143 251.05 Basis of Payment . Payment is full compensa tion for furnishing all materials, including aerosol spray paint, tack coat, asphalt concrete, and perimeter seal. The Department will pay for accepted quantities at the contract price as follows: Item Unit Description 251 Square Yard Partial Depth Pavemen t (Square Meter) Repair (441) 251 Square Yard Partial Depth Pavement (Square Meter) Repair (442) 251 Cubic Yard Partial Depth Pavement (Cubic Meter) Repair (441) 251 Cubic Yard Partial Depth Pavement (Cubic Meter) Repair (442) ITEM 252 FULL DEPTH RIGID PA VEMENT REMOVAL AND FLEXIBLE REPLACEMENT
252.01 Description
252.02 Removal of Existing Rigid Pavement
252.03 Correction of Subgrade
252.04 Placement of Asphalt Concrete
252.05 Method of Measurement
252.06 Basis of Payment
252.01 Description. This work consists of the full depth removal of existing
rigid pavement, correcting the subgrade, placing and compacting asphalt concrete, and restoring the shoulders.
252.02 Removal of Existing Rigid Pavement. Conform to 255.03, except the
last paragraph does not apply.
252.03 Correction of Subgrade. Shape and recompact the subgrade as the
Engineer directs. Clean all vertical faces of the existing pavement, and coat them with asphalt material according to 401.14.
252.04 Placement of Asphalt Co ncrete. Construct the pavement replacement
by placing and compacting Item 301, 441 Type 2, or 442 19mm material in two or more lifts according to 401.16. Thoroughly and uniformly compact all lifts before the final lift using suitable mechanical compaction equipment operated over the entire replacement area. Thoroughly compact the final lift using a pneumatic tire roller conforming to
401.13 As the rolling progresses, add additional asphalt concrete, as necessary, to
produce a smooth surface flush with the adjacent pavement surface. Continuously compact each lift while the material is in a workable condition throughout the depth of the lift. Ensure that each lift is thoroughly compacted to a suitable density that will not result in displacement under traffic . 252.05 144 Trim the limits of the repair to form a vertical face 1.5 inches (38 mm) deep from the surface unless the repair is covered with an overlay within 60 days. If the Contract does not include resurfacing, seal the perimeter surface of the repaired area by a pplying a 2 to 4 inch (50 to 100 mm) wide strip of approved 705.04 material or 702.01 approved PG binder. After completing repairs, restore the shoulders to the condition that existed prior to the repair work.
252.05 Method of Measurement. The Dep artment will measure the quantity of
Full Depth Rigid Pavement Removal and Flexible Replacement by the number of square yards (square meters) of rigid pavement repaired in the complete and accepted work, calculated using the dimensions established by the E ngineer. The Department will measure the quantity of Full Depth Pavement Sawing by the number of feet (meters) of full depth saw cuts in the complete and accepted work. The Department will not measure offset saw cuts. The Department will not measure additi onal cuts made to facilitate the removal of the pavement
252.06 Basis of Payment. Payment is full compensation for furnishing all
materials, including aerosol spray paint, removing pavement, correcting the subgrade, placing flexible pavement, sealing, and restoring the shoulders. Include the cost of removal, disposal, and replacement of pavement damaged adjacent to the repair area in the contract unit price for Full Depth Rigid Pavement Removal and Flexible Replacement. Include the cost of any additional co ncrete sawing and removal depths less than 1 inch (25 mm) greater than those shown in the plans. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 252 Square Yard Full Depth Rigid Pavement (Square M eter) Removal and Flexible Replacement 252 Foot (Meter) Full Depth Pavement Sawing ITEM 253 PAVEMENT RE PAIR
253.01 Description
253.02 Removal of Existing Pavement
253.03 Placement of Asphalt Concrete
253.04 Method of Measurement
253.05 Basis of Payment
253.01 Description. This work consists of removing existing asphalt concrete,
brick, portland cement concrete, or aggregate pavement courses; shaping and compacting the exposed material; and placing new asphalt concrete pavement or aggregate and asphalt co ncrete pavement courses. The plans show details about the repairs and replacement material. 253.02 145 253.02 Removal of Existing Pavement. The Engineer will designate the location and limits of areas to be repaired. Provide the Engineer with aerosol spray paint to o utline those areas for repairs. Repair the full depth of the pavement, unless otherwise shown on the plans. Cut the existing pavement at the limits specified and as necessary to prevent disturbing or undermining the remaining pavement during removal. Compl etely remove pavement in the repair area to the specified depth without displacing, undermining, or otherwise damaging the remaining pavement. Dispose of removed pavement according to 202. Trim the limits of the repair to form a vertical face 1.5 inches (3 8 mm) deep from the surface unless the repair is covered with an overlay within 60 days.
253.03 Placement of Asphalt Concrete. Shape and compact the exposed
underlying material as the Engineer directs. Before placing asphalt concrete, clean all vertical fa ces of the existing pavement and coat them with asphalt material according to 401.14. Place the replacement material in lifts as the Engineer directs. Thoroughly and uniformly compact each lift using suitable compaction equipment as the Engineer directs. Finish the final lift flush with the adjacent pavement surface. Thoroughly compact the final lift using a pneumatic tire roller conforming to
401.13 As the rolling progresses, add additional asphalt concrete, as necessary, to
produce a smooth surface flush with the adjacent pavement surface. Continuously compact each lift while the material is in a workable condition throughout the depth of the lift. Ensure that each lift is thoroughly compacted to a suitable density that will not result in displacement und er traffic. If the Contract does not include resurfacing, seal the perimeter surface of the repaired area by applying a 2 to 4 inch (50 to 100 mm) wide strip of approved 705.04 material or 702.01 approved PG binder. After completing repairs, restore the ex isting shoulders to the condition that existed prior to the repair work.
253.04 Method of Measurement. The Department will measure the quantity of
Pavement Repair by either the number of square yards (square meters) or cubic yards (cubic meters) of pavemen t repaired in the complete and accepted work, calculated using the dimensions established by the Engineer.
253.05 Basis of Payment. Payment is full compensation for furnishing all
materials, including aerosol spray paint and replacement and restoration mat erials; cutting, removing, and disposing of existing pavement; shaping and compacting the exposed underlying material; placing new pavement; and restoring the shoulders. The Department will not pay for additional work to repair damage caused by the pavemen t sawing or pavement removal. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 253 Square Yard Pavement Repair (Square Meter) 254.01 146 253 Cubic Yard Pavement Repair (Cubic Meter) ITEM 254 PAVEMENT PL ANIN G
254.01 Description
254.02 Equipment
254.03 Planing
254.04 Surface Patching
254.05 Surface Tolerances
254.06 Method of Measurement
254.07 Basis of Payment
254.01 Description. This work consists of planing asphalt concrete and
disposing of the cuttings, and, if specified in the Contract, patching the planed surface.
254.02 Equipment. Use self -propelled planing equipment that has sufficient
power and stability to consistently and efficiently meet the requirements of 254.05 and the plans. Use equipment with either grinding, sawing, or milling type cutters. Ensure that the cutters are mounted rigidly to the carrier and are adjustable to control the depth of cut and cross -slope. Use equipment with a suitable carrier wheelbase or with an automatic control syste m having an external reference. Ensure that cross - slope adjustments or automatic controls are capable of producing either a variable or a constant cross -slope, as required. For small or confined areas, the Contractor may use suitable supplemental equipment or methods approved by the Engineer .
254.03 Planing. Make one or more planing passes, as necessary, over the
designated area to the depth specified in the plans. Remove irregularities such as bumps, corrugations, and wheel ruts , when required, to establish a new pavement surface elevation or cross -slope. Remove cuttings from the surface following each pass. Before opening the completed area to traffic, thoroughly clean the surface of all loose material that would create a hazard or nuisance, or would redeposit into the surface texture. Dispose of cuttings according to 202. Implement effective measures to control dust, pavement contamination, and the scattering of loose particles during planing and cleaning operations. If planing damages the adjacent pavement, repair the damaged area to the Engineer’s satisfaction. Ensure that the repaired area matches the adjacent pavement in terms of smoothness and mix type.
254.04 Surface Patching. Patch areas of the planed surface that the Engi neer
designates that have spalling or dislodged unsound pavement. Before patching, clean areas of loose material, coat with 407.02 asphalt material, and fill with Item 441 Type 1 or 442 9.5mm or 12.5mm material. Level and compact new material flush to the adjacent planed pavement. 254.05 147 254.05 Surface Tolerances. Plane the surface free from grooves, ridges, gouges, or other irregularities detrimental to the safe operation of vehicles on the planed surface. If the Contract specifies planing without resurfacing, pl ane the surface to a smoothness of 1/8 inch in 10 feet (3 mm in 3 m). If the Contract specifies resurfacing after planing, plane the surface to a smoothness of 1/4 inch in 10 feet (6 mm in 3 m). Match the surfaces at the edges of adjacent passes within 1/8 inch (3 mm). Ensure that the cross -slope of the planed surface is within 3/8 inch in 10 feet (10 mm in 3
m.of the specified cross -slope.
254.06 Method of Measurement. The Engineer will measure the quantity of
Pavement Planing, Asphalt Concrete by the num ber of square yards (square meters). The Engineer will measure the quantity of Patching Planed Surface by the number of square yards (square meters).
254.07 Basis of Payment. The Department will not pay for repairs due to
damage caused by planing operation s. If the depth of the planed surfaces is increased by more than 3/8 inches (10 mm) the Department will compensate for the additional work. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 254 Square Yard Pavement Planing, Asphalt Concrete (Square Meter) 254 Square Yard (Square Meter) Patching Planed Surface ITEM 255 FULL DEPTH PAVEMENT REMOVAL AND RIGID REPLACEMENT
255.01 Description
255.02 Materials
255.03 Removal of Existing Pavement
255.04 Correction of Subgrade or Subbase
255.05 Placing Dowels and Tiebars
255.06 Placement of Portland Cement Concrete
255.07 Wearing Course Replacement
255.08 Opening to Traffic
255.09 Method of Measurement
255.10 Basis of Payment
255.01 Description . This work consists of full depth removal of existing
pavement; removing subbase where specified; compacting the subgrade; furnishing and placing dowels, tiebars, and mesh where specified; placing, consolidating, finishing, and curing new portland cement c oncrete to the level of the adjacent 255.02 148 portland cement concrete pavement; replacing wearing course where required; and restoring affected shoulders.
255.02 Materials. Furnish materials conforming to:
Concrete, Class QC 1, QC MS, QC FS ....................... 499 Curing materials, T ype 2 ................................ ........ 705.07 Non-shrink non -metallic grout ............................... 705.20 Reinforcing steel ................................ ................... 709.10 Preformed elastomeric joint sealer ......................... 705.11 Tiebar ................................ ..................... 705.01 or 709.00 Dowel bars and basket assemblies ......... 705.01 or 709.13 Expansion shield anchors Type A .......................... 712.01 Use epoxy coated hook bolt, wiggle bolt, and coupling. Select and furnish grout from the Qualified Product List issued by the Laboratory that firmly anchors the dowel or tiebar within 30 minutes. Rapid Repair Concrete Mix Materials . If the bid item requires RRCM (Rapid Repair Concrete Mix) do not use the Concrete classes listed above. Develop a specialized mix design as follows: Use one of the following special rapid early repair admixture systems such as : 4 x 4 concrete system Rapid -1 Other manufactured systems acceptable to the Director Develop a RRCM concrete mix design that will achieve a flexural strength of 400 psi (2.8 MPa) in not less than 4 hours and not more than 6 hours using 6 in x 6 in (150 mm x 150 mm) beam samples conforming to ASTM C293. Use cement s conforming to 701.02, 701.04 or 701.05 Use fine aggregate conforming to 703.02.A Use coarse aggregate(s) conforming to 703.02.B and 703.13 Provide concrete with 4 to 8 percent air content. During the testing of the RRCM mix design develop the mix’s matur ity curve according to Supplement 1098 using the actual materials that will be used on the project. Document and submit to the Engineer the RRCM mix design results showing flexural strength, time to strength, materials, sources of materials, quant ities of materials and batching requirements. The Engineer will have 10 days review the mix design and accept or reject.
255.03 Removal of Existing Pavement. The Engineer will locate and mark all
areas for repair before the start of diamond sawing. Provide the Engineer with aerosol spray paint to outline those areas for repair. Saw cut the existing rigid pavement to the full depth at the limits of the area designated by the Engineer using a diamond saw blade. Where there is an existing 255.04 149 asphalt concrete over lay on top of the concrete pavement to be removed, the Contractor may make either a full depth saw cut through the asphalt concrete overlay and the concrete pavement, or make an offset saw cut through the asphalt concrete overlay. If making an offset saw c ut through the asphalt concrete overlay, remove the overlay as necessary to provide clearance for the full depth saw cut through the concrete pavement. The Contractor may elect to make additional cuts to facilitate the removal of the pavement. Remove pavem ent in the repair area by the lift -out method without damaging or undermining the remaining pavement. After the repair area is isolated by full depth saw cuts, drill holes through the deteriorated slab, and install lift pins. Vertically lift the pavement o ut of the repair area. Remove loose debris left behind after lift -out using hand methods. Dispose of removed pavement according to Item 202. Do not break the pavement and clean out the material using a backhoe unless the Engineer determines that the lift -out method is not feasible due to deteriorated pavement or existing asphalt concrete repairs. If the bottom face of the adjacent concrete pavement is deteriorated for a height greater than one -fourth (1/4) the thickness of the rigid pavement, make additiona l full depth saw cuts as directed by the Engineer along the full width of the lane or lanes to remove the deteriorated areas. Repair pavement damaged during the pavement sawing or pavement removal according to Item 255 or Item 256.
255.04 Correction of Sub grade or Subbase . After removing the pavement full
depth and before installing dowels or tiebars, shape and re -compact the subgrade or subbase to the satisfaction of the Engineer. Use concrete to replace any subgrade or subbase material removed as part of the rigid pavement replacement.
255.05 Placing Dowels and Tiebars. Drill dowel and tiebar holes using
hydraulic , electric , or pneumatic percussion drills without spalling or damaging the existing concrete. Provide drills capable of independent adjustm ent of each drill shaft in the horizontal and vertical direction. When drilling dowels, use a device capable of drilling a minimum of three holes at a time. For patches 10 feet (3 m) or greater in length, provide tie bars or wiggle bolts of the size and spaced as shown on the standard construction drawings along the longitudinal join t(s). Blow all drilled holes clean with oil -free compressed air. Maintain holes dry and frost free before grouting the dowels or tiebars. Pneumatically inject grout starting at the rear of the drilled holes and drawing a bead of material towards the front. Inject a sufficient amount of grout to fill all voids around the dowels and tiebars. Use a grout retention disc with a radius slot as shown in the standard drawings to retain the grout within the drilled holes. Place the grout retention disc on the dowels and tiebars at the end to be inserted in the hole. Insert dowels and tiebars in the holes and rotate the dowels and tiebars approximately one full revolution. Ensure a small amount of grout extrudes through the radius slot in the grout retention disc when the dowels and tiebars are installed. Hold dowel bars in proper alignment until the grout has hardened.
255.06 Placement of Portland Cement Concrete. Do not place any portland
cement concrete for rigid pavement replacement until the grout around the dowel s and tiebars has hardened. Coat dowel bars with bond breaking material conforming 255.07 150 to 451.09.B. Place portland cement concrete according to 451.07. Use forms when placing Portland cement concrete against asphalt concrete or any unbound material. Cast each patch in one continuous operation. Consolidate the concrete around the perimeter of the patch and within the limits of the patch area using an internal type vibrator. Use approved internal type vibrators capable of visibly affecting the concrete for a dist ance of 12 inches (0.3 m) from the vibrator head. When using RRCM concrete install maturity sensors to measure the maturity of each day’s placement according to Supplement 1098. If RRCM placement from one location to another is delayed by more than 1 hour treat the delayed placement as a new day’s placement and install additional maturity sensors according to Supplement 1098. Ensure that batch tickets of the delivered RRCM conform to the accepted mix design. Provide batch tickets in accordance with 499.07. Screed repairs less than 12 feet (3.7 m) in length parallel to the centerline. Screed repairs 12 feet (3.7 m) in length and longer perpendicular to the centerline. While the concrete is still in a plastic state, test the surface for trueness and for being flush with the edges of the adjacent slabs using a 10 -foot (3 m) straightedge. Place the straightedge parallel to the pavement centerline with half of the straightedge resting on the adjacent pavement, and draw the straightedge across the patch to test the patch edges. Check areas within the patch length in a similar manner. Where the straightedge shows deviations, correct all high or low areas exceeding 1/8 inch in 10 feet (3 mm in 3 m). Recheck the concrete surface after making corrections to ensure confo rmance to the above tolerance. Make additional checks and corrections until patch is within tolerance. Texture the new concrete surface like that of the surrounding pavement. Apply the liquid membrane -forming curing compound at a minimum rate of 1 gallon (1 L) of material for each 150 square feet (3.7 m²).
255.07 Wearing Course Replacement. Trim the limits of the repair to form a
vertical face 1.5 inches (38 mm) deep from the surface. Replace the removed asphalt concrete overlay with material as shown on the plans. Compact the material as approved by the Engineer using any of the roller types specified in 401.13. Apply Item 407 tack coat to the replacement surfaces. Before opening the rigid replacement to traffic, restore the shoulders to the original line and grade. Use either aggregate or asphalt concrete as shown on the plans or as the Engineer directs. Fill the low areas, and compact them flush with the surrounding shoulder. Seal the perimeter surface of the repaired areas by applying a 2 to 4 inch (50 to 100 mm) wide strip of approved 705.04 material or 702.01 approved PG binder.
255.08 Opening to Traffic. Do not open the rigid replacement to traffic until
the concrete attains a modulus of rupture of 400 pounds per square inch (2.8 MPa). For R RCM mixes do not open the rigid replacement to traffic until the RRCM attains a modulus of rupture of 400 pounds per square inch (2.8 MPa) based on maturity testing. 255.09 151 If maintaining traffic in adjacent lanes, schedule work to place the concrete in the prepared repair area within 48 hours after removing pavement. In accordance with standard drawing MT -101.90, drums may be used as a separator to the adjacent traveled lane for repairs 60 feet (18 m) or less in length. If unable to complete placement of the concrete in the exposed repair area by the end of a daily work shift, fill or cover repair areas less than 4 feet (1.2 m) from the traveled lane. Fill using a temporary patch material suitable to the Engineer or cover unfilled repair areas 10 feet (3 m) or less in length with a steel plate. Do not leave repair areas unfilled with concrete when work is suspended on weekends or holidays. If unable to complete placement of the concrete in the exposed repair area before suspending work for a weekend or hol iday or within the 48-hour time specified above, fill the repair area with an asphalt concrete mixture or other suitable temporary patch material with a durable surface as the Engineer directs. Maintain the temporary patches while they are in service.
255.09 Method of Measurement. The Department will measure the quantity of
Full Depth Pavement Removal and Rigid Replacement by the number of square yards (square meters) repaired in the complete and accepted work. The Department will measure the quantity of Fu ll Depth Pavement Sawing by the number of feet (meters) of perimeter full depth saw cuts in the complete and accepted work. The Department will not measure offset saw cuts. The Department will not measure additional cuts made to facilitate the removal of t he pavement.
255.10 Basis of Payment. Payment is full compensation for furnishing all
materials, including paint; developing and testing the concrete mix, removing pavement by any method; removing subbase for undercut replacement; compacting subbase and su bgrade; placing rigid pavement, including concrete necessary to replace removed subbase or subgrade; furnishing and placing dowels, tiebars, and mesh; performing maturity testing and acceptance; placing, maintaining, removing, and disposing of temporary pa tches, and restoring the shoulders. The Department will not pay for additional concrete sawing and removal depths within 1 inch (25 mm) greater than those shown on the plans. The Department will not pay for additional work to repair damage caused by paveme nt sawing , pavement drilling or pavement removal. The Department will include tack coat in the cost of the asphalt concrete. The Department will pay for asphalt concrete according to Item 301, Item 441, or Item 442. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 255 Square Yard Full Depth Pavement Removal (Square Meter) and Rigid Replacement, Class ___ 255 Foot (Meter) Full Depth Pavement Sawing 256.01 152 ITEM 256 BONDED PATC HING OF PORTLAND CEM ENT CONCRETE PAVEMENT
256.01 Description
256.02 Materials
256.03 Equipment
256.04 Removal of Unsound Concrete
256.05 Preparation of Patch Area
256.06 Bonding Grout Installation
256.07 Placing Patching Material
256.08 Curing and Loading
256.09 Method of Measurement
256.10 Basis of Payment
256.01 Description. This work consists of bonded patching of portland cement
concrete pavements at spall areas adjacent to cracks or joints or other areas of the pavement as designated by the Engineer. This work involve s removing all loose and unsound concrete and asphalt material patches; removing sound concrete as directed; preparing the surface; applying a bonding grout if required; reconstructing the joint or crack; and mixing, placing, finishing, and curing of the p atching material called out in the pay item description.
256.02 Materials. Furnish materials conforming to:
Portland cement ................................ ...................... 701.05 Fine aggregate ................................ ........................ 703.02 Coarse aggregate, No. 8 size ................................ .. 703.02 Curing material ................................ ....................... 705.07 Air-entraining admixture ................................ ........ 705.10 Quick settin g concrete mortar ................................ 705.21
256.03 Equipment. Use a milling machine, concrete saw, jackhammers, or
other approved equipment to remove existing surface material. Provide oil and moisture free compressed air for cleaning and abrasive blasting the prepared area . Provide an on -site concrete mixer capable of mixing a minimum of 2 -cubic foot (0.06 m³) batches of patching material. Provide chipping hammers not heavier than the nominal 35 -pound (16 kg) class.
256.04 Removal of Unsound Concrete. The Engineer will loca te and mark all
areas to be repaired prior to concrete sawing. Provide the Engineer with aerosol spray paint to outline the areas for repair. Repair areas will be rectangular or square in shape with dimensions as required to envelope the surface deteriorat ion. Saw the perimeter of all areas designated for removal to a depth of 1 inch (25 mm) to produce a vertical or slightly undercut face. Make additional saw cuts as required to facilitate removal. Remove all unsound concrete, all asphalt material, and all obviously loose and disintegrated concrete within the patch area. Remove sound concrete where required to achieve the minimum depth within the patch area. Remove concrete by jack hammering or milling. The minimum depth of any partial depth repair is 1 1/2 inch (38 mm) except at the perimeter saw cuts. Operate chipping hammers at an angle of less than 45 degrees measured from the surface of the 256.05 153 pavement. During removal of unsound concrete, remove all pavement reinforcing exposed in the patch areas using a cu tting tool or a torch.
256.05 Preparation of Patch Area. Before placing the patching material or
before applying the bonding grout, if used, abrasive blast the exposed concrete surfaces to which the patching material is to bond until free of loose particle s, oil, dust, traces of asphalt concrete and joint sealer, and other contaminates. Do not begin abrasive blasting operations until implementing reasonably available engineering controls to limit fugitive dust that are acceptable to the Engineer. Conform to State, regional, and local government agency requirements regarding control of dust generated by the blasting operation. Remove all sandblasting residue with compressed air just prior to placing the patching material or just prior to applying the bonding grout, if used. For Types B and C patching materials that do not use water as the activator, perform additional surface preparation according to the patching material manufacturer’s recommendations. Recreate joints and cracks through or along the patch usi ng a joint board that extends below the prepared surface and has a width equal to the existing joint or crack. One hour after placing the patching material, remove the joint board in a manner that does not damage the patch.
256.06 Bonding Grout Installatio n. For bonding Type A patches, use grout
that consists of equal parts, by volume, of portland cement and sand, mixed with sufficient water to form a stiff slurry. Using a stiff brush or broom, apply a thin, uniform coating of grout to the prepared surface. Scrub the grout onto the dry surfaces of the prepared area to be patched immediately before placing the patching material. Do not allow excess grout to collect in low spots. Do not allow the grout to dry before placing the new concrete. Paint grout over a ll sawed joints between the patch and adjacent concrete immediately after completing the finishing. For bonding Types B and C patches, conform to the patching material manufacturer’s recommendations.
256.07 Placement of Patch Material. Use Type A, B, or C patch material as
follows:
A.Type A. Provide patch material consisting of one part high early strength portland cement, one and a half parts fine aggregate, and one and a half parts coarse aggregate by volume. Add sufficient air -entraining admixture to maintain an air content of 8 ±2 percent. Add enough water to obtain the minimum slump practical for placing, and do not allow slump to exceed 4 inches (100 mm). Mix the materials on site. Do not use ready -mixed concrete. Place the concrete mixture in the p atch area while the bonding grout is still wet. Slightly overfill, vibrate, and strike off the concrete.
B.Type B. Provide patch material consisting of quick setting concrete mortar 705.21, Type 1 or 2. Mix and place the mortar according to the manufactu rer’s recommendations. Add coarse aggregate, as needed, according to the manufacturer’s instructions. Place the concrete mixture in the patch area. If the manufacturer’s requirements specify using bonding grout, place the concrete mixture while the bonding grout is still wet. Slightly overfill, vibrate, and strike off the concrete. 256.08 154 C. Type C. Provide patch material consisting of a blend of quick setting concrete mortar 705.21, Type 2 and selected aggregates with an activator. Mix and place these materials according to the manufacturer’s recommendations. Add coarse aggregate, as needed, according to the manufacturer’s instructions. Place the concrete mixture in the patch area. If the manufacturer’s requirements specify using bonding grout, place the concrete mixture while the bonding grout is still wet. Slightly overfill, vibrate, and strike off the concrete. Screed patches 12 feet (3.7 m) and less in length parallel to the centerline. Screed patches over 12 feet (3.7 m) in length perpendicular to the centerline. While the concrete is still in a plastic state, test the surface for trueness and for being flush with the edges of the adjacent slabs using a 10 -foot (3 m) straightedge. Place the straightedge parallel to the pavement centerline with the ends resting on the adjacent pavement and draw the straightedge across the patch. Where the straightedge shows deviations, correct all high or low areas exceeding 1/8 inch in 10 feet (3 mm in 3 m). Recheck the concrete surface after making corrections to assure that the patch area meets the surface tolerance before the patching material hardens. Texture the new concrete surface similar to that of the surrounding pavement.
256.08 Curing and Opening to Traffic. Cure Type A patches according to
451.11, except allow the patch to attain a modulus of rupture of 400 pounds per square inch (2.8 MPa) before opening to traffic. Cure Types B and C patches according to the manufacturer’s recommendations.
256.09 Method of Measurement. The Department will measure the quantity of
Bonded Patching of Portland Cement Concrete Pavement, Type ___ by the number of square feet (square meters) of the exposed surface of all patches, irrespective of the depth of the patch, repaired in the complete and accepted work. If the actual measured area of a patch is less than 2 square feet (0.2 m²), the Engineer will increase each such measurement to 2 square feet (0.2 m²).
256.10 Basis of Payment. The Department will pay for accepted quantities at
the contract price as follows: Item Unit Descripti on 256 Square Feet Bonded Patching of Portland (Square Meter) Cement Concrete Pavement, Type ___ ITEM 257 DIAMOND GRI NDING PORTLAND CEMEN T CONCRETE PAVEMENT
257.01 Description
257.02 Equipment
257.03 Construction
257.04 Final Surface Finish
257.05 Method of Measurement
257.06 Basis of Payment
257.01 Description. This work consists of diamond grinding and texturing
Portland cement concrete pavement longitudinally to substantially eliminate joint 257.02 155 and crack faulting and to restore proper riding characteristics to the pavement surface.
257.02 Equipment. Provide grinding equipment that is a power driven, self -
propelled machine that is specifically designed to smooth and texture Portland cement concrete pavement with diamond blades or diamond impreg nated cylinder rings. Mount the blades or cylinder rings on an arbor head. Provide a grinding head at least 3 feet (0.9 m) wide. Ensure the equipment is capable of grinding the surface in the longitudinal direction without causing spalls or other damage at cracks, joints and other locations. Ensure the equipment is capable of correcting the pavement profile and providing proper cross slope on the concrete pavement. Provide equipment with an effective wheelbase of at least 12.0 feet (3.6 m); a set of pivotin g tandem bogey wheels at the front of the machine and rear wheels that travel and track in the fresh cut pavement. Ensure the center of the grinding head is no further than 3.0 feet (0.9 m) forward from the center of the back wheels. Ensure the equipment i s of a shape and dimension that does not encroach on traffic movement outside of the work area. Furnish and maintain a profiler conforming to Supplement 1058 for daily use during the grinding operations. Provide all necessary supplies to fully operate and graph the results of testing the ground pavement for smoothness. The Engineer will verify the profiler according to Supplement 1058.
257.03 Construction. The plans will designate the areas of pavement surfaces
to be ground. Grinding of bridge decks, approa ch slabs, and roadway shoulders will not be required unless indicated on the plans or required to provide drainage. Perform grinding in a manner that eliminates crack or joint faults while providing positive lateral drainage by maintaining a constant cross -slope between grinding extremities in each lane. Transition auxiliary or ramp lane grinding as required from the mainline edge to provide positive drainage and an acceptable riding surface. Ensure the operation results in pavement that conforms to the typ ical cross - section and the requirements specified for the final surface finish, however, it is the intention of this specification that the faulting at joints and cracks be eliminated and the overall riding characteristics be restored within the limits spe cified. To accomplish the smoothness required, grinding may not be required on 100 percent of the pavement surface. During initial grinding operations, use the profiler to test the pavement surface as soon as the concrete has been ground full lane width. This initial testing is to aid the Contractor in evaluating the grinding methods and equipment being used. Subsequent to the initial testing, run daily profiles of each day's grinding the next working day. Remove all grinding residue. Remove solid residue b efore it is blown by traffic action or wind. Do not allow residue to flow across lanes used by the traveling public or into gutters or drainage facilities.
257.04 Final Surface Finish. Produce a pavement surface that is true to grade
with the ground area c onsisting of a longitudinal corduroy -type texture. Ensure the peaks of the ridges are approximately 1/16 inch (1.5 mm) higher than the grooves with 53 to 57 evenly spaced grooves per foot (174 to 187 per meter). 257.05 156 Measure the finished pavement surface for riding quality. Produce a mainline riding surface which does not exceed an IRI of 95 inches per mile (1.50 m/km), nor any localized surface deviations in excess of 0.4 inches in 25 feet (10 mm in 7.6 m), as measured with the approved profiler. Use equipmen t conforming to Supplement 1058 and obtain a profile and smoothness measurements using ProVAL and Supplement 1110. The Engineer will witness the testing of the pavement surface’s wheel paths. The wheel paths are located parallel to the centerline of the pa vement and approximately 3 feet (0.9 m) from the center of the lane measured transversely. Maintain the alignment of the profiler with reference to the pavement edge at all times. Re-grind any 0.10 mile (0.16 km) sections with an IRI greater than 95 inches per mile (1.5 m/km) until the measured IRI is less than 95 inches per mile (1.5 m/km). Provide the necessary traffic control and survey stationing for initial measurements or any subsequent measurements. Measure the entire length of pavement, event markin g the profile runs such that the data can later be identified when the profile sensor(s) is within 1.0 foot (0.3 m) of any bridge deck, pressure relief joint, approach slab, or pavement not included in the grinding area identified in the plans or establish ed by the Engineer. Ensure transverse joints and cracks are flush with adjacent surfaces. The Engineer will visually inspect transverse joints and cracks to ensure that adjacent surfaces are in the same plane. Adjacent sides of joints or cracks within of 1 /16 inch (1.5 mm) of each other will be considered flush. Ensure the transverse slope of the pavement is uniform to a degree that no depressions or misalignments of slope greater 1/4 inch in 12 feet (6 mm in 3.6 m) are present. Use a straightedge placed pe rpendicular to the centerline to measure depressions and misalignments. Straightedge requirements do not apply outside of area ground.
257.05 Method of Measurement. The Department will measure diamond
grinding by the number of square yards (square meters) of pavement ground and accepted. The quantity of diamond grinding will be determined by multiplying the width specified on the plan by the total length of the diamond ground surface.
257.06 Basis of Payment. Payment is full compensation for furnishing all labor,
materials, tools, equipment and incidentals and for doing all work involved in grinding the existing surface, removing residue, cleaning the pavement, and testing with a profiler. The Department will pay for accepted quantities at the contract price as follows: Item Unit Description 257 Square Yard Diamond Grinding Portland Cement (Square Meter) Concrete Pavement 258.01 157 ITEM 258 LOAD TRANSF ER RETROFIT
258.01 Description
258.02 Materials
258.03 Equipment
258.04 Construction
258.05 Method of Measurement
258.06 Basis of Payment
258.01 Description . This work consists of sawing slots across transverse cracks,
cleaning the slot, injecting caulking filler, placing a dowel or deformed bar in the slot, and filling the slot with a patching material.
258.02 Materials . Furnish a one part silicone sealant which does not require a
primer for bond to concrete and conforms to the following Table: Properties Requirements Flow, ASTM D5893 0.3 inches(7.6 mm) maximum Extrusion Rate, C1183 method A 75 to 350 grams/minute Tack free time @ 77 °F ±3 °F (25 °C ±2 °C) – ASTM C679 20 to 90 minutes Specific Gravity - ASTM D 792, Method A 1.010 to 1.515 Durometer Hardness - Shore A, cured 7 days @ 77 °F ±3 °F (25 °C ±2 °C) and 45 to 55% R.H.; ASTM D 2240 10 to 25 a t 0 °F ( -18 °C) Tensile Stress -@ 150% elongation, 7 day cure @ 77 °F ±3 °F (25 °C ±2 °C) and 45 to 55% R.H.; ASTM D 412, Die C 45 psi (310 kPa) maximum Elongation - 7 day cure @ 77 °F ±3 °F (25 °C ±2 °C) and 45 to 55% R.H.; ASTM D 412, Die C. 800% minimum Bond to Concrete Mortar Briquettes - Air cured 12 days @ 77 °F ±3 °F (25 °C ±2°C);[1] 50 psi (345 kPa) minimum Movement Capability and Adhesion [2] Extend 100% and compress 50%; No adhesive or cohesive failure after 10 cycles at 0 °F ( -18 °C) Shelf Life 9 months from date of shipment from manufacturer [1] Bond to Concrete Mortar Briquettes molded in accordance with AASHTO T 132 sawed in half and bonded with a thin section of sealant and tested in accordance with AASHTO T 132. Briquettes will b e dried to constant weight in oven at 212 °F ±9 °F (100 °C ±5 °C). [2] Movement Capability and Adhesion: Prepare 1 -inch × 2 -inch × 3 -inch (25 mm × 50 mm × 75 mm) concrete blocks in accordance with ASTM C 719. A sawed face will be used for bond surface. Sea l 2 inches (50 mm) of block leaving 1/2 inch (13 mm) on each end of specimen unsealed. The depth of sealant will be 3/8 inch (10 mm) and the width 1/2 inch (13 mm). Subject sealant to movement in accordance with ASTM C 719. The magnitude of the movement wi ll be as specified, and the rate of extension or compression will be 1/8 inch (3.2 mm) per hour. Furnish materials conforming to: Aggregate ................................ ........................ 703.02.A.3 Curing material ................................ .......... 705.07, Type 2 Dowel bars ................................ .............. 709.13 or 705.01 Deformed bars ................................ ........ 705.01 or 709.00 Bar chairs ......................... 709.14 or non -metallic material Preformed filler ................................ ....................... 705.03 258.03 158 Patching material. Must meet the performance requirements of ASTM C928, Table 1, R3 concrete material with the following exceptions and additions: Final Set Time (ASTM C403) .... 25 minutes minimum Leng th Change (ASTM C157) @ 4 days ................................ .......... ±0.13% maximum Freeze Thaw Durability Factor (ASTM C666) Procedure A @ 300 cycles or Procedure B @ 350 cycles, Durability Factor: ................................ .. 90% minimum Furnish patching material according to the Departments Qualified Products Lis t (QPL) Mix prepackaged materials that contain all aggregates needed to produce the desired concrete as specified by the manufacturer. For bagged cementitious materials that need additional aggregates, grade the aggregate according to the patching material manufacturer’s recommendation except ensure that 100% passes the 1/2 -inch (12.5 mm) sieve and a minimum of 85 percent, by weight, passes the 3/8-inch (9.5 mm) sieve.
258.03 Equipment . Furnish equipment to create slots that has a power driven
gang type ass embly, consisting of diamond blade saws, capable of sawing a minimum of six sawcuts at one time to the required dimensions, without damage to the surrounding pavement. Furnish jack hammers weighing less than 30 pounds (13.6 kg). Furnish abrasive blast equi pment capable of removing the saw slurry or other foreign material from the exposed surfaces leaving a clean, newly exposed concrete surface free of spalls, laitance, and all contaminants detrimental to achieving an adequate bond. Ensure water blasting pre ssure with abrasives in the water is 10,000 psi (690 bar) or less.
258.04 Construction. The Engineer will locate and mark cracks to be
retrofitted. Provide the Engineer with aerosol spray paint to mark the cracks to be retrofit. Construct 2 1/2 -inch (65 mm ) wide slots into the pavement to the required depth to place the center of the bar at mid -depth in the concrete slab. Ensure the slots are parallel to the centerline of the pavement. Saw the sides of the slots using the required sawing equipment. Make mul tiple saw cuts parallel to the centerline if necessary to properly remove material from the slot and to provide a level surface for the feet of the bar chairs. Chip out the concrete using jack hammers to create the slot. Do not operate jack hammers in a ma nner that causes damage to the surrounding concrete. Construct three slots, on one foot (0.3 m) centers, in each wheel path, as shown in the standard drawings. Do not allow traffic across the crack once the concrete has been removed from the slots until al l six retrofit bars are in place, cured and completed. Do not allow the tires of construction vehicles to travel on slots where concrete has been removed. Clean the sides of the slots by approved blast methods to produce a rough surface. Ensure any blasting operation does not damage the surrounding pavement. Do not begin abrasive blasting operations until implementing reasonably available 258.05 159 engineering controls to limit fugitive dust that are acceptable to the Engineer. Conform to state, regional, and local government agency requirements regarding control of dust generated by the blasting operation. Caulk cracks at the bottom and sides of the slot with an approved silicone sealant in order to prevent any grout from entering the crack. Apply the sealant with a pressure applicator that forces it into the crack. Place a 1/2 inch (13 mm) thick preformed filler board on dowel bars to maintain the crack, as shown in the standard drawings. Ensure the filler board fits tight around the dowel and to the bottom an d sides of the slot. Maintain the filler board in a vertical position and tight to all sides during placement of the patching material. Ensure the filler board extends from the bottom of the slot to the surface of the pavement. If for any reason the filler board shifts during placement of the patching material, redo the dowel bar retrofit at no expense to the Department. Ensure the bar chair firmly holds the bar centered in the slot. Obtain the Engineer’s approval before using any bar chairs. The Engineer w ill reject any chair design that may allow movement of the bar during the placement of grout. Provide smooth dowel bars 1 1/2 inches (38 mm) in diameter and 18 inches (460 mm) long. Center the filler board on dowel bars. Coat dowel bars with a thin uniform coat of new light form oil as a bond -breaking material just prior to installation in the slot. Place an expansion cap on each end of dowel bars prior to installation. Ensure the expansion caps are tight fitting and made of non -metallic material which will allow 1/4 inch (6 mm) movement at each end of the dowel. Provide #11 (#36M) deformed bars 18 inches (460 mm) long. Use two chairs to firmly hold the bar in the slot during placement of the patching material. Furnish chairs that are a nominal 2 1/2 inches (65 mm) wide and center the bar across the crack. Ensure dowel bars vary no more than 1/4 inch (6 mm) from parallel to the pavement surface and the centerline of the pavement. Just prior to placement of the patching material, make one or more passes of an air blast to provide a dust -free, clean slot to insure an adequate bond of the patching material. Mix, place, and cure the patching material in accordance with the manufacturer’s recommendations. Consolidate the patching material using a vibrator approved by the Engineer. Place the patching material in the slot and finish to produce a smooth, even surface. Repair any damage to the pavement due to the Contractor’s operation at no expense to the Department. Cure the patching material for a minimum of four hou rs before placing any vehicle loads on the repair, or as directed by the Engineer.
258.05 Method of Measurement. The Department will measure the quantity of
Retrofit Dowel Bars and Retrofit Deformed Bars by the actual number in the complete and accepted wo rk.
258.06 Basis of Payment. Payment is full compensation for furnishing all
materials including paint; sawing and cleaning the slots; installing dowel chairs, 258.06 160 dowels, deformed bars, bond breaker material, dowel bar end caps, sealant/caulking material, fil ler material, and patching material. The Department will not pay for additional work or materials required due to shifting of the filler board. The Department will not pay for any additional work to repair damage to the pavement caused by the Contractor. The Department will pay for accepted quantities at the contract unit price as follows: Item Unit Description 258 Each Retrofit Dowel Bar 258 Each Retrofit Deformed Bar
Source: Ohio Construction and Material Specifications, 2019 Edition. Pages 0–0 of 928.