41 EXISTING CONCRETE PAVEMENT
41-1 General
41-1.01 General
41-1.01A General
Section 41 -1 includes general specifications for performing work on existing concrete pavement. Section 36 -3 does not apply.
41-1.01B Definitions
Reserved
41-1.01C Submittals
At least 15 days before delivering f ast-setting concrete, polyester resin binder, or bonding agent to the job site, submit the manufacturer 's instructions, SDS, and certificates of compliance. Notify the Engineer if polyester resin binder will be stored in containers over 55 gallons.
41-1.01D Quality Assurance
Before using polyester concrete:
1.Allow 14 days for sampling and testing of the polyester resin binder
2.Arrange for a representative from the manufacturer to provide training for: 2.1. Cleaning and preparing the area 2.2. Mixing and applying the bonding agent 2.3. Mixing, placing, and curing polyester concrete Do not use polyester concrete until your personnel and the Department's personnel have been trained.
41-1.02 Materials
41-1.02A General
Water for washing aggregate s, mixing concrete, curing, and coring must comply with section 90 -1.02D.
41-1.02B Fast -Setting Concrete
Fast-setting concrete must be one of the following:
1.Magnesium phosphate concrete that is either: 1.1. Single component water activated 1.2. Dual co mponent with a prepackaged liquid activator
2.Modified high -alumina -based concrete
3.Portland cement based concrete Store fast -setting concrete in a cool and dry environment. If retarders are used, add them under the manufacturer's instructions. You may use any accelerating chemical admixtures complying with ASTM C494/C494M, Type C and section 90 -1.02E. Fast-setting concrete must comply with the requirements shown in the following table: SECTION 41 EXISTING CONCRETE PAVEMENT Fast-Setting Concrete Requirements Quality characteristic Test method Requirement Compressive strengtha (min, psi) at 3 hours at 24 hours California Test 551 California Test 551 3,000 5,000 Flexural strengtha (min, psi, at 24 hours) California Test 551 500 Bond strengtha (min, psi, at 24 hours) Saturated surface dry concrete Dry concrete California Test 551 California Test 551 300 Water absorption (max, %) California Test 551 10 Abrasion resistancea (max, g, at 24 hours) California Test 550 25 Drying shrinkage (max, %, at 4 days) ASTM C596 0.13 Water soluble chloridesb (max, %, by weight) California Test 422 0.05 Water soluble sulfatesb (max, %, by weight) California Test 417 0.25 Thermal stability (min, %) California Test 553 90 aPerform testing with aggregate filler if used. bPerform testing on a cube specimen, fabricated under California Test 551, cured at least 14 days, and then pulverized to 100% passing the no. 50 sieve. Aggregate filler may be used to extend prepackaged concrete. Aggregate filler must:
1.Be clean and uniformly rounded
2.Have a moisture content of 0.5 -percent by weight or less when tested under California Test 226
3.Comply with sections 90 -1.02C(2) and 90 -1.02C(3)
4.Not exceed 50 percent of the concret e volume or the maximum percent in the manufacturer's instructions for the fast -setting concrete, whichever is less Aggregate filler must comply with the gradation shown in the following table: Aggregate Filler Gradation Sieve size Percentage passing 3/8" 100 No. 4 50–100 No. 16 0–5
41-1.02C Polyester Concrete
Polyester concrete consists of polyester resin binder and dry aggregate. The polyester resin binder must be an unsaturated isophthalic polyester -styrene copolymer. Polyester resin binder must comply with the requirements shown in the following table: SECTION 41 EXISTING CONCRETE PAVEMENT Polyester Resin Binder Requirements Quality characteristic Test method Requirement Viscositya (Pa·s) RVT, No. 1 spindle, 20 RPM at 25 °C ASTM D2196 0.075 –0.200 Specific gravitya (25 °C) ASTM D1475 1.05–1.10 Elongation (min, %) Type I specimen, 6.3 ± 0.76 mm (0.25 ± 0.03 inch) thick Speed of testing = 11.4 mm/min (0.45 inch/minute) Condition 18/25/50+5/70: T —23/50 ASTM D638 ASTM D618 35 Tensile strength (min, MPa) Type I specimen, 6.3 ± 0.76 mm (0.25 ± 0.03 inch) thick Speed of testing = 11.4 mm/min (0.45 inch/minute) Condition 18/25/50+5/70: T —23/50 ASTM D638 ASTM D618 17.24 (2,500 psi) Styrene contenta (%, by weight) ASTM D2369 40–50 Silane coupler (min, %, by weight of polyester resin binder) -- 1.0 PCC saturated surface -dry bond strength at 24 hours and 70 ± 2 °F (min, psi) California Test 551 500 Static volatile emissionsa (max, g/sq m) South Coast Air Quality Management District, Method 309 -91 60 aPerform the test before adding initiator. Silane coupler must be an organosilane ester, gamma -methacryloxypropyltrimethoxysilane. Promoter must be compatible with suitable methyl ethyl ketone peroxide and cumene hydroperoxide initiators. Aggregate for polyester concrete must comply with sections 90 -1.02C(1), 90 -1.02C(2), and 90 -1.02C(3). The combined aggregate gradation must comply with one of the gradations shown in the following table: Combined Aggregate Gradation Sieve Percentage passing size A B C 1/2" 100 100 100 3/8" 83–100 100 100 No. 4 65–82 62–85 45–80 No. 8 45–64 45–67 35–67 No. 16 27–48 29–50 25–50 No. 30 12–30 16–36 15–36 No. 50 6–17 5–20 5–20 No. 100 0–7 0–7 0–9 No. 200 0–3 0–3 0–6 Aggregate retained on the no. 8 sieve must have a maximum of 45 percent crushed particles under California Test 205. Fine aggregate must be natural sand. The weighted average absorption must not exceed 1 percent when tested under California Tests 206 and 207. You may submit an alternative gradation or request to use manufactured sand as fine aggregate but 100 percent of the combined gradation must pass the 3/8 inch sieve. Allow 21 days for review. Polyester concrete must have a minimum compressive str ength of 1250 psi at 3 hours and 30 minutes under California Test 551 or ASTM C109. SECTION 41 EXISTING CONCRETE PAVEMENT
41-1.02D Bonding Agent
Bonding agent must comply with the concrete manufacturer 's instructions.
41-1.02E Temporary Pavement Structure
Temporary pavement structure consists of RSC or HMA over AB. RSC not complying with section 41 -9 may be used as temporary pavement structure if:
1.Modulus of rupture is at least 200 psi before opening to traffic
2.RSC thickness is greater than or equal t o the existing concrete pavement surface layer
3.RSC is replaced during the next paving shift AB used for temporary pavement structure must comply with the 3/4 -inch maximum gradation specified in section 26 -1.02B. HMA must comply with the specifications for minor HMA in section 39.
41-1.02F Reserved
41-1.03 Construction
41-1.03A General
Construct only the portion of pavement where the work will be completed during the same closure. If removal is required, remove only the portion of pavem ent where the work will be completed during the same closure. Concrete pavement work is complete when cured material attains the specified minimum properties required before opening to traffic. If you fail to complete the concrete pavement work during the same closure, construct temporary pavement structure before opening the lane to traffic. Except for saw cutting, the equipment, materials, and personnel for constructing temporary pavement structure must be at the job site or an approved location before st arting concrete pavement work. If HMA can be delivered to the job site within 1 hour, you may request delivery as an alternative to having HMA at the job site. Maintain the temporary pavement structure and replace it before you resume concrete pavement wor k. After removing temporary pavement structure, you may stockpile that AB at the job site and reuse it for another temporary pavement structure.
41-1.03B Mixing and Applying Bonding Agent
Mix and apply the bonding agent at the job site under the manufactu rer's instructions and in small quantities. Apply bonding agent after cleaning the surface and before placing concrete. Apply a thin, even coat of bonding agent with a stiff bristle brush until the entire work surface is scrubbed and coated with bonding ag ent.
41-1.03C Mixing Concrete
41-1.03C(1) General
Mix concrete under the manufacturer's instructions. For repairing spalls, mix in a small mobile drum or paddle mixer. The quantity of aggregate filler, water, and liquid activator must comply with the manufacturer 's instructions. Mix the entire contents of prepackaged dual -component magnesium phosphate concrete as supplied by the manufacturer. Use the full amount of each component and do not add water to dual -component magnesium phosphate concrete. Do not mix magnesium phosphate concrete in containers containing zinc, cadmium, aluminum, or copper or work it with tools containing these materials. For concrete other than dual -component magnesium phosphate concrete, use the minimum amount of water to produce w orkable concrete and comply with the manufacturer's instructions. SECTION 41 EXISTING CONCRETE PAVEMENT Do not mix modified high -alumina -based concrete in containers containing aluminum or work it with tools containing aluminum.
41-1.03C(2) Polyester Concrete
When mixing with resin, the moist ure content of the combined aggregate must not exceed 1/2 of the average aggregate absorption when tested under California Test 226. Proportion the polyester resin and aggregate to produce a mixture with suitable workability for the intended work. Only a m inimal amount of resin may rise to the surface after finishing.
41-1.03D Placing Concrete
The pavement surface temperature must be at least 40 degrees F before placing concrete. You may propose methods to heat the surfaces. Place polyester concrete on surfaces treated with a HMWM bonding agent. Place magnesium phosphate concrete on a dry surface. Place portland cement concrete and modified high -alumina -based concrete on surfaces treated with a bonding agent recommended by the concrete manufa cturer. If no bonding agent is recommended by the manufacturer, place concrete on damp surfaces that are not saturated. Do not retemper concrete. Use dry finishing tools cleaned with water before working the concrete.
41-1.03E Curing Concrete
Cure concret e under the manufacturer's instructions. When curing compound is used, comply with section
90-1.03B for curing compound no. 1 or 2.
41-1.03F Reserved
41-1.04 Payment
Not Used
41-2 Subsealing and Jacking
41-2.01 General
41-2.01A Summary
Section 41 -2 includes specifications for subsealing and jacking using grout to fill voids under existing concrete pavement. Subsealing and jacking includes:
1.Drilling hole s through existing concrete pavement
2.Injecting grout
3.Cleaning
4.Filling the drilled holes with mortar or concrete Jacking includes raising pavement to grade using injected grout. Section 36 -1.01D(2) does not apply.
41-2.01B Definitions
Reserved
41-2.01C Submittals
Submit shipping invoices with packaged or bulk fly ash and cement. Before grouting activities begin, submit a proposal for the materials to be used. Include authorized laboratory test data for the grout indicating:
1.Time of initial setting under ASTM C266
2.Compressive strength results at 1, 3, and 7 days for 10, 12, and 14 -second grout efflux times To request a substitution of grout materials, submit a proposal that includes test data. SECTION 41 EXISTING CONCRETE PAVEMENT
41-2.01D Quality Assurance
41-2.01D(1) General
Reserved
41-2.01D(2) Quality Control
Test grout compressive strength under California Test 551, Part 1 at 7 -days with 12 seconds efflux time. Follow the procedures for moist cure. The 7 -day compressive strength must be at least 750 psi.
41-2.01D(3) Department Acceptance
For Department acceptance, the final pavement elevation must be within 0.01 foot of the required grade.
41-2.02 Materials
41-2.02A General
Reserved
41-2.02B Grout
Grout must consist of Type II portland cement or Type IL ceme nt, fly ash, and water. Use from 2.4 to 2.7 parts fly ash to 1 part portland cement or portland limestone cement by weight. Use enough water to produce the following grout efflux times determined under California Test 541, Part D:
1.From 10 to 16 seconds for subsealing
2.From 10 to 26 seconds for jacking Cement for grout must comply with the specifications for Type II portland cement or Type IL cement in section 90 -1.02B(2). Fly ash must comply with AASHTO M 295, Class C or Class F. Fly ash sources must be on the Authorized Material List for cementitious materials for use in concrete . You may use chemical admixtures and calcium chloride. Chemical admixtures must comply with section
90-1.02E(2) Calcium chloride must comply with ASTM D98.
41-2.02C Mortar
Mortar must be a prepackaged fast -setting mortar that complies with ASTM C928.
41-2.02D Reserved
41-2.03 Construction
41-2.03A General
Drill holes in the pavement, inject grout, plug the holes, and finish the holes with mortar. Drill holes through the pavement and underlying base to a depth from 15 to 18 inches below the pavement surface. The hole diameter must match the fitting for the grout injecting equipment.
41-2.03B Injecting Grout
41-2.03B(1) General
Inject grout within 2 days of dr illing holes. Immediately before injecting grout, clean the drilled holes with water at a minimum pressure of 40 psi. The cleaning device must have at least 4 jets that direct water horizontally at the slab -base interface. Do not inject grout whenever the atmospheric or subgrade temperature is below 40 degrees F or during inclement weather. If water is present in the holes, obtain authorization before injecting grout. Do not inject grout until at least 2 consecutive slabs requiring subsealing are drilled ah ead of the grouting activities. The grout plant must have a positive displacement cement injection pump and a high -speed colloidal mixer capable of operating from 800 to 2,000 rpm. The injection pump must sustain 150 psi if pumping grout with a 12 -second e fflux time. A pressure gauge must be located immediately adjacent to the grout hose supply valve and positioned for easy monitoring. SECTION 41 EXISTING CONCRETE PAVEMENT If using bulk dry cement and fly ash, weigh each item before mixing them. If the materials are packaged, each container mus t weigh the same. Introduce water to the mixer through a meter or scale. Inject grout under pressure until the voids under the pavement slab are filled. The injection nozzle must not leak. Do not inject grout if the nozzle is below the bottom of the slab. Inject grout 1 hole at a time. Stop injecting grout in a hole if either of the following occurs:
1.Grout does not flow under a sustained pump gauge pressure of 150 psi after 7 seconds and there is no indication the slab is moving
2.Injected grout rises t o the surface at a joint or crack or flows into an adjacent hole Dispose of unused grout within 1 hour of mixing.
41-2.03B(2) Subsealing
If a slab raises more than 1/16 inch due to grout injection during subsealing work, stop injecting grout in that hole .
41-2.03B(3) Jacking
The positive displacement pump used for grout injection for jacking work must be able to provide a sustained gauge pressure of 200 psi. Gauge pressures may be from 200 to 600 psi for brief periods to start slab movement. You may add additional water to initiate pressure injection of grout. Do not reduce the grout efflux time below 10 seconds. Raise the slabs uniformly. Use string lines to monitor the pavement movement. Do not move adjacent slabs not shown to be jacked. If you move adjacent slabs, correct the grade within the tolerances for final pavement elevation.
41-2.03C Finishing
Immediately after removing the injection nozzle, plug the hole with a round, tapered wooden plug. Do not remove plugs until adjacent holes are injecte d with grout and no grout surfaces through the previously injected holes. After grouting, remove grout from drilled holes to at least 4 inches below the pavement surface. Clean the holes and fill with mortar. Finish filled holes flush with the pavement sur face.
41-2.03D Tolerances
The final pavement elevation must be within 0.01 foot of the required grade. If the final pavement elevation is from 0.01 to 0.10 foot higher than the required grade, grind the noncompliant pavement surface under section 42 to wi thin 0.01 foot of the required grade. If the final pavement elevation is higher than 0.10 foot from the required grade, remove and replace the noncompliant pavement under section 41 -9.
41-2.04 Payment
The payment quantity for subsealing is the sum of the dry weights of cement and fly ash used in placed grout. The payment quantity for jacking is the sum of the dry weights of cement and fly ash in the placed grout. The Department does not pay for wasted grout. The Department does not adjust the unit price fo r an increase or decrease in the subsealing or jacking quantity. SECTION 41 EXISTING CONCRETE PAVEMENT
41-3 Crack Treatment
41-3.01 General
41-3.01A Summary
Section 41 -3 includes specifications for applying high -molecular -weight methacrylate to partial -depth concrete pavement surface cracks . Section 36 -1.01D(2) does not apply.
41-3.01B Definitions
Partial-depth crack: Crack that does not extend the full concrete slab depth from one edge of the slab to the opposite or adjacent side of the slab.
41-3.01C Submittals
41-3.01C(1) General
Submi t HMWM samples 20 days before use. Submit the proposed removal method at least 7 days before sealant removal.
41-3.01C(2) Public Safety and Application Plans
Before starting crack treatment, submit a public safety plan and an application plan for applying HMWM as shop drawings. The public safety and application plans must identify the materials, equipment, and methods to be used. In the public safety plan, include the SDS for each component of HMWM and details for:
1.Shipping
2.Storage
3.Handling
4.Disposal of residual HMWM and containers If the project is in an urban area adjacent to a school or residence, the public safety plan must also include an airborne emissions monitoring plan prepared by a CIH certified in comprehensive practice by the American Board of Industrial Hygiene. Submit a copy of the CIH's certification. The CIH must monitor the emissions at a minimum of 4 points including the mixing point, the application point, and the point of nearest public contact. At work completi on, submit a report by the CIH with results of the airborne emissions monitoring plan. The application plan must include:
1.Crack treatment testing schedules
2.Methods and materials including: 2.1. Description of equipment for applying HMWM 2.2. Descript ion of equipment for applying sand 2.3. Gel time range and final cure time for resin Revise and resubmit rejected plans. With each plan rejection, the Engineer gives revision directions including detailed comments.
41-3.01C(3) Reserved
41-3.01D Quality Assurance
41-3.01D(1) General
Use test tiles to evaluate the HMWM cure time. Coat at least one 4 -by-4-inch smooth glazed tile for each batch of HMWM. Place the coated tile adjacent to the area being treated. Do not apply sand to the test tiles. Use the sa me type of crack treatment equipment for testing and production. SECTION 41 EXISTING CONCRETE PAVEMENT
41-3.01D(2) Test Area
Before starting crack treatment, treat a test area of at least 500 square feet within the project limits at a location authorized by the Engineer. Use test areas outsid e the traveled way if available. Treat the test area under weather and pavement conditions similar to those expected during crack treatment production. The Engineer evaluates the test area based on the Department 's acceptance criteria. Do not begin crack treatment until the Engineer authorizes the test area.
41-3.01D(3) Department Acceptance
The Engineer accepts a treated area if:
1.Corresponding test tiles are dry to the touch
2.Treated surface is tack -free and not oily
3.Sand cover adheres enough to resist hand brushing
4.Excess sand is removed
41-3.02 Materials
HMWM consists of compatible resin, promoter, and initiator. HMWM resin may be prepromoted by mixing promoter and resin together before filling containers. Identify prepromoted res in on the container label. Adjust the gel time to compensate for temperature changes throughout the application. The quality characteristics of HMWM resin must comply with the requirements shown in the following table: High-Molecular -Weight Methacrylate Qu ality Characteristics Quality characteristic Test method Requirement Viscositya (max, cP, Brookfield RVT with UL adapter, 50 RPM at 25 °C) ASTM D2196 25 Specific gravitya (min, at 25 °C) ASTM D1475 0.90 Flash pointa (min, °C) ASTM D3278 82.2 Vapor pressurea (max, mm Hg, at 25 °C) ASTM D323 1.0 Tack -free time (max, minutes at 77 °F) Specimen prepared under California Test 551 400 Volatile contenta (max, %) ASTM D2369 30 PCC saturated surface -dry bond strength (min, psi, at 24 hours and 77 ± 2 °F) California Test 551 500 aPerform the test before adding initiator. Sand must be commercial quality dry blast sand. At least 95 percent of the sand must pass the no. 8 sieve and at least 95 percent must be retained on the no. 20 sieve when tested under California Test 202.
41-3.03 Construction
Before applying HMWM, clean the pavement surface by abrasive blasting and blow loose material from visible cracks with high -pressure air. Remove concrete curing seals from the pavement to be treated. The pavement must be dry when blast cleaning is performed. If the pavement surface becomes contaminated before applying the HMWM, clean the pavement surface by abrasive blasting. Protect existing facilities from HMWM. During pavement treatment, protect pav ement joints, working cracks, and surfaces not being treated. Repair or replace existing facilities contaminated with HMWM at your expense. The equipment applying HMWM must combine the components by either static in -line mixers or by external intersecting spray fans. The pump pressure at the spray bars must not cause atomization. Do not use compressed air to produce the spray. Use a shroud to enclose the spray bar apparatus. You may apply HMWM manually to prevent overspray onto adjacent traffic. If applying resin manually, limit the batch quantity of HMWM to 5 gallons. SECTION 41 EXISTING CONCRETE PAVEMENT Apply HMWM at a rate of 90 sq ft/gal. The prepared area must be dry and the surface temperature must be from 50 to 100 degrees F while applying HMWM. Do not apply HMWM if the ambient relative humidity is more than 90 percent. Flood the treatment area with HMWM to penetrate the pavement and cracks. Apply HMWM within 5 minutes after complete mixing. Mixed HMWM viscosity must not increase. Redistribute excess material with squeegees or brooms with in 10 minutes of application. Remove excess material from tined grooves. Wait at least 20 minutes after applying HMWM before applying sand. Apply sand at a rate of approximately 2 pounds per square yard or until refusal. Remove excess sand by vacuuming or sweeping. Do not allow traffic on the treated surface until:
1.Treated surface is tack -free and not oily
2.Sand cover adheres enough to resist hand brushing
3.Excess sand is removed
41-3.04 Payment
Not Used
41-4 Spall Repair
41-4.01 General
41-4.01A Summary
Section 41 -4 includes specifications for repairing spalls in concrete pavement. Section 36 -1.01D(2) does not apply.
41-4.01B Definitions
Reserved
41-4.01C Submittals
Reserved
41-4.01D Quality Assurance
The Engineer a ccepts spall repairs based on authorized saw cut dimensions and visual inspection.
41-4.02 Materials
Bonding agent must comply with the requirements for HMWM in section 41 -3.02 except the tack -free time requirements do not apply and the HMWM must not cont ain wax. Caulk must be at least 50 percent silicone, designated as a concrete sealant, and comply with ASTM C834. Form board must be single -wall, double -face corrugated cardboard or paperboard covered with a bond breaker on each face. For existing joints o r cracks less than 45 mils wide, use paperboard.
41-4.03 Construction
41-4.03A General
Prepare spall repair areas by removing concrete and cleaning the underlying surface. Repair spalls using polyester concrete with a HMWM bonding agent. After completing spall repairs do not allow traffic on the repairs for at least 2 hours after the time of final setting under ASTM C403/403M.
41-4.03B Remove Pavement
The Engineer determines the rectangular limits of unsound concrete pavement. Before removing pavement, m ark the saw cut lines and spall repair area on the pavement surface. Do not remove pavement until the Engineer verbally authorizes the saw cut area. SECTION 41 EXISTING CONCRETE PAVEMENT Use a power -driven saw with a diamond blade. Remove pavement as shown and:
1.From the center of the repair area towards the saw cut
2.To the full saw cut depth
3.At least 2 inches beyond the saw cut edge to produce a rough angled surface Produce a rough surface by chipping or other removal methods that do not damage the pavement remaining in -place. Co mpletely remove any saw overcuts. Pneumatic hammers used for c oncrete removal must weigh 15 pounds or less. If you damage concrete pavement outside the removal area, enlarge the area to remove the damaged pavement. If dowel bars are exposed during removal, remove concrete from the exposed surface and cover with duct tape.
41-4.03C Cleaning
Clean the exposed faces of the concrete by:
1.Sand or water blasting. Water blasting equipment must be capable of producing a blast pressure from 3,000 to 6,000 psi.
2.Blowing the exposed concrete area with compressed air free of moisture and oil to remove debris. Air compressors must deliver air at a minimum of 120 cfm and develop 90 psi of nozzle pressure.
41-4.03D Compression Relief at Joints and Cracks
41-4.03D(1) General
Provide compression relief at joints and cracks by using a form board or saw cutting.
41-4.03D(2) Form Board Installation
Before placing concrete, place the form board to match the existing joint or crack alignment and width. Extend the form board at least 3 inches beyond each end of the repair and at least 1 inch deeper than the repair. After placing concrete, remove the form board before sealing joints or cracks.
41-4.03D(3) Saw Cut Method
After cleaning, seal exposed joints or cracks with caulk at the bottom and sides of the repair area. Any surface receiving caulk must be clean and dry. Place caulk a minimum of 1/2 inch beyond the edges of the repair area into the existing joint or crack. Saw cut the polyester concrete to the full depth al ong the existing joint or crack alignment within 2 hours from time of final setting. Use a power -driven saw with a diamond blade.
41-4.03E 41-4.03H Reserved
41-4.04 Payment
The payment quantity for spall repair is the authorized saw cut area. The Departm ent does not adjust the unit price for an increase or decrease in the spall repair quantity.
41-5 Joint Seals
41-5.01 General
41-5.01A Summary
Section 41 -5 includes specifications for sealing concrete pavement joints or replacing concrete pavement joint seals . Pavement joints include isolation joints. Section 36 -1.01D(2) does not apply.
41-5.01B Definitions
Reserved SECTION 41 EXISTING CONCRETE PAVEMENT
41-5.01C Submittals
At least 15 days before delivery to the job site, submit a certif icate of compliance, SDS, manufacturer's recommendations, and instructions for storage and installation of:
1.Liquid joint sealant.
2.Backer rods. Include the manufacturer data sheet verifying compatibility with the liquid joint sealant.
3.Preformed com pression joint seal. Include the manufacturer data sheet used to verify the seal for the joint dimensions shown.
4.Lubricant adhesive. Upon delivery of asphalt rubber joint sealant to the job site, submit a certified test report for each lot based on tes ting performed within 1 year. Submit a work plan for removing pavement and joint materials. Allow 10 days for review. Include descriptions of the equipment and methods for removal of existing pavement and joint material.
41-5.01D Quality Assurance
41-5.01D(1) General
Before sealing joints, arrange for a representative from the manufacturer to provide training on cleaning and preparing the joint and installing the liquid joint sealant or preformed compression joint seal. Do not seal joints until your perso nnel and the Department's personnel have been trained.
41-5.01D(2) Department Acceptance
The Engineer accepts joint seals based on constructed dimensions and visual inspection of completed seals for voids.
41-5.02 Materials
41-5.02A General
Joint seal m aterials must be either silicone joint sealant, asphalt rubber joint sealant, or preformed compression joint seal. Silicone or asphalt rubber joint sealant must not bond or react with the backer rod.
41-5.02B Silicone Joint Sealant
Silicone joint sealant must be on the Authorized Material List for silicone joint sealant .
41-5.02C Asphalt Rubber Joint Sealant
Asphalt rubber joint sealant must:
1.Be asphalt binder mixed with not less than 10 percent ground rubber by weight. Ground rubber must be vulcanized or a combination of vulcanized and devulcanized materials that pass a no. 8 sieve.
2.Comply with ASTM D6690 for Type II.
3.Be capable of melting at a temperature below 400 degrees F and applied to cracks and joints.
4.Be delivered in containe rs complying with ASTM D6690.
41-5.02D Backer Rods
Backer rods must:
1.Comply with ASTM D5249: 1.1. Type 1 for asphalt rubber joint sealant 1.2. Type 1 or Type 3 for silicone joint sealant
2.Be expanded, closed -cell polyethylene foam
3.Have a diameter at least 25 percent greater than the saw cut joint width
41-5.02E Preformed Compression Joint Seals
Preformed compression joint seals must:
1.Comply with ASTM D2628
2.Have 5 or 6 cells, except seals 1/2 -inch wide or less may have 4 cells SECTION 41 EXISTING CONCRETE PAVEMENT Lubricant ad hesive used to install seals must comply with ASTM D2835.
41-5.02F 41-5.02K Reserved
41-5.03 Construction
41-5.03A General
If joint seals are shown for new concrete pavement, seal new concrete pavement joints at least 7 days after the concrete pavement is placed. Before sealing joints, complete pavement repairs and grinding and grooving. Remove existing pavement and joint material by sawing, rectangular plowing, cutting, or manual labor. Saw cut the reservoir as shown before cleaning the joint. Use a power -driven saw with a diamond blade.
41-5.03B Joint Cleaning
41-5.03B(1) General
Clean the joint after removing existing pavement and before installing joint seal material. Cleaning must be completed no more than 4 hours before installing backer rods, liquid joint seal, or preformed compression seals using the following sequence:
1.Removing debris
2.Drying
3.Sandblasting
4.Air blasting
5.Vacuuming Clean in 1 direction to minimize contamination of surrounding areas.
41-5.03B(2) Removing Debris
Rem ove debris including dust, dirt, and visible traces of old sealant from the joint after sawing, plowing, cutting, or manual removal. Do not use chemical solvents to wash the joint.
41-5.03B(3) Drying
After removing debris, allow the reservoir surfaces to dry or remove moisture and dampness at the joint with compressed air that may be moderately hot.
41-5.03B(4) Sandblasting
After the joint is dry, sandblast the reservoir to remove remaining residue using a 1/4 -inch diameter nozzle and 90 psi minimum press ure. Do not sandblast straight into the reservoir. Angle the sandblasting nozzle between 1 to 2 inches from the concrete and make at least 1 pass to clean each reservoir face.
41-5.03B(5) Air Blasting
After sandblasting, air blast the reservoir to remove sand, dirt, and dust 1 hour before sealing the joint. Use compressed air free of oil and moisture delivered at a minimum rate of 120 cfm and 90 psi nozzle pressure.
41-5.03B(6) Vacuuming
After air blasting, use a vacuum sweeper to remove debris and contam inants from the pavement surfaces surrounding the joint.
41-5.03B(7) Reserved
41-5.03C Installing Liquid Joint Sealant
Before installing liquid joint sealant, the pavement and reservoir surfaces must be dry and the ambient air temperature must be at leas t 40 degrees F and above the dew point. Before installing asphalt rubber joint sealant, the pavement surface temperature must be at least 50 degrees F. Where backer rods are shown, place the rods before installing liquid joint sealant. Place backer rods under the manufacturer 's instructions unless otherwise specified. The reservoir surface must be free of residue or film. Do not puncture the backer rod. SECTION 41 EXISTING CONCRETE PAVEMENT Immediately after placing the backer rod, install liquid joint sealant under the manufacturer 's instructi ons unless otherwise specified. Before installing, demonstrate that fresh liquid sealant is ejected from the nozzle free of cooled or cured material. Pump liquid joint sealant through a nozzle sized for the width of the reservoir so that liquid joint seala nt is placed directly onto the backer rod. The installer must draw the nozzle toward s their body and extrude liquid joint sealant evenly. Liquid joint sealant must maintain continuous contact with the reservoir walls during extrusion. Within 10 minutes of placing liquid joint sealant, recess it to the depth shown before a skin begins to form. After each joint is sealed, remove excess liquid joint sealant on the pavement surface. Do not allow traffic over the sealed joints until the liquid joint s ealant is set, tack free, and firm enough to prevent embedment of roadway debris.
41-5.03D Installing Preformed Compression Joint Seals
Install preformed compression joint seals as shown and under the manufacturer's instructions. Use lubricant adhesive. Install longitudinal seals before transverse seals. Longitudinal seals must be continuous except splicing is allowed at intersections with transverse seals. Transverse seals must be continuous for the entire transverse length of concrete pavement except spl ices are allowed for widening and staged construction. With a sharp instrument, cut across the longitudinal seal at the intersection with transverse construction joints. If the longitudinal seal does not relax enough to properly install the transverse seal , trim the longitudinal seal to form a tight seal between the 2 joints. Any authorized splicing must comply with the manufacturer's instructions. Use a machine specifically designed for preformed compression joint seal installation. The machine must instal l the seal:
1.To the specified depth
2.To make continuous contact with the joint walls
3.Without cutting, nicking, or twisting the seal
4.Without stretching the seal more than 4 percent Cut preformed compression joint seal material to the exact length of the pavement joint to be sealed. The Engineer measures this length. After you install the preformed compression joint seal, the Engineer measures the excess length of material at the joint end. The Engineer divides the excess length by the measured cut length to determine the stretch percentage. Seals must be compressed from 30 to 50 percent of the joint width when complete in place.
41-5.03E Reserved
41-5.04 Payment
Not Used
41-6 Reserved
41-7 Transition Tapers
41-7.01 General
Section 41 -7 include s specifications for constructing transition tapers in existing concrete pavement. Section 36 -1.01D(2) does not apply.
41-7.02 Materials
Not Used
41-7.03 Construction
Construct transition tapers by either grinding or remo ving and replacing the existing concrete. Do not allow flying debris during the construction of tapers. SECTION 41 EXISTING CONCRETE PAVEMENT Grinding must comply with section 42 -3. If you replace the existing concrete, comply with section 41 -9 except taper the surface to the level shown and finish it with a coarse broom. If the transition taper will be overlaid with HMA that is not placed before opening to traffic and there is a grade difference of more than 0.04 foot, construct a temporary taper by placing HMA that complies with section 39-2.07. Remove the temporary HMA taper before constructing the transition taper.
41-7.04 Payment
The payment quantity for pavement transition taper is determined from the dimensions shown. The Department does not pay for temporary HMA tapers.
41-8 Dowel Bar Retrofit
Reserved
41-9 Individual Slab Replacement With Rapid Strength Concrete
41-9.01 General
41-9.01A Summary
Section 41 -9 includes specifications for constructing individual slab replacement with rapid strength concre te.
41-9.01B Definitions
concrete raveling: Disintegration of the concrete surface layer from aggregate loss. early age: Any age less than 10 times the time of final setting for concrete determined under ASTM C403/C403M. full-depth crack: Crack that runs from one edge of the concrete slab to the opposite or adjacent side of the slab. opening age: Age when the minimum modulus of rupture specified for opening to traffic and equipment is attained. time of final setting: Elapsed time req uired to develop a concrete penetration resistance that is at least 4,000 psi under ASTM C403/C403M.
41-9.01C Submittals
41-9.01C(1) General
At least 15 days before delivery to the job site, submit the SDS and manufacturer's instructions for storage and installation of joint filler material. You may request to use surface finish additives. Submit the surface finish additive manufacturer's instructions with your request. Allow 10 days for review. At least 45 days before starting individual slab replacement work , submit a sample of cement from each proposed lot and samples of proposed admixtures in the quantities ordered. During individual slab replacement operations, submit uniformity reports for hydraulic cement at least once every 30 days to the Engineer and METS, Attention: Cement Laboratory. Uniformity reports must comply with ASTM C917 except testing age and water content may be modified to suit the particular material. Except for modulus of rupture tests, submit QC test result forms within 48 hours of the paving shift. Submit modulus of rupture results within:
1.15 minutes of completing the opening age test completion
2.24 hours of completing 3 -day test completion SECTION 41 EXISTING CONCRETE PAVEMENT
41-9.01C(2) Quality Control Plan
If the quantity of RSC is at least 300 cu yd, submit a QC plan at least 20 days before placing trial slabs. If the quantity of RSC is less than 300 cu yd, submit proposed forms for inspection, sampling, and testing. The QC plan must describe the organization and procedures used to:
1.Control the prod uction process
2.Determine whether a change to the production process is needed
3.Implement a change The QC plan must include:
1.Names, qualifications, and certifications of QC personnel, including: 1.1. QC manager 1.2. Assistant QC managers 1.3. Sampl ers and testers
2.Outline of procedure for the production, transportation, placement, and finishing of RSC
3.Outline of procedure and forms for RSC QC, sampling, and testing to be performed during and after RSC placement, including the testing frequencie s for modulus of rupture of RSC
4.Contingency plan for identifying and correcting problems in production, transportation, placement, or finishing RSC including: 4.1. Action limits 4.2. Suspension limits that do not exceed specified material requirements 4.3. Detailed corrective action if limits are exceeded 4.4. Temporary pavement structure provisions, including: 4.4.1. Quantity and location of standby material 4.4.2. Determination of need
5.Location of your QC testing laboratory and testing equipment dur ing and after paving operations
6.List of testing equipment to be used, including the date of last calibration
7.Production target values for material properties that impact concrete quality or strength including cleanness value and sand equivalent
8.Outline of procedure for placing and testing trial slabs, including: 8.1. Locations and times 8.2. Production procedures 8.3. Placing and finishing methods 8.4. Sampling methods, sample curing, and sample transportation 8.5. Testing and test result reporting
9.Name of source plant with an approved material plant quality program
10.Procedures or methods for controlling pavement quality including: 10.1. Materials quality 10.2. Constructing contraction and construction joints 10.3. Protecting p avement before opening to traffic
41-9.01C(3) Mix Design
At least 10 days before constructing a trial slab, submit a mix design. The maximum ambient temperature range for a mix design is 18 degrees F. Submit more than 1 mix design based on ambient temper ature variations anticipated during RSC placement. Each mix design must include:
1.Mix design identification number
2.Aggregate source
3.Opening age
4.Aggregate gradation
5.Types of cement and chemical admixtures
6.Mix proportions
7.Maximum time all owed between batching and placing
8.Range of effective ambient temperatures
9.Time of final setting
10.Data for the modulus of rupture development from laboratory -prepared samples, including test results at: 10.1. 1 hour before opening age SECTION 41 EXISTING CONCRETE PAVEMENT 10.2. Opening age 10.3. 1 hour after opening age 10.4. 1 day 10.5. 3 days 10.6. 7 days 10.7. 28 days
11.Shrinkage test data
12.Any special instructions or conditions such as water temperature requirements
41-9.01C(4) Reserved
41-9.01D Quality Assurance
41-9.01D(1) General
Provide a QC manager and assistant QC managers to administer the QC plan. Each QC manager must hold current ACI certification as a Concrete Field Testing Technician -Grade I and a Concrete Laboratory Testing Technician -Grade II, except the assistant QC managers may hold a certification as a Concrete Laboratory Testing Technician -Grade I instead of Grade II. The QC manager responsible for the production period involved must review and sign the sampling, inspection, and test reports before submitting them. The QC manager must be present for:
1.Each stage of mix design
2.Trial slab construction
3.RSC production and placement
4.Meetings with the Engineer relating to production, placement, or testing The QC manager must not be a member of this project's production or paving crews, an inspector, or a tester. The QC manager must have no duties during the production and placement of RSC except those specified. Testing laboratories and equipment must comply with the Department's Independent As surance Program. At the time of the QC plan submittal, the Department evaluates the QC samplers and testers.
41-9.01D(2) Just -In-Time Training
Reserved
41-9.01D(3) Preconstruction Meeting
The following additional personnel must attend the preconstruction meeting:
1.Concrete plant inspectors
2.Personnel performing saw cutting and joint sealing Discuss the pavement structure removal as an additional topic during the preconstruction meeting.
41-9.01D(4) Trial Slabs
Before starting individual slab replacement work, complete 1 trial slab for each mix design. Place trial slabs near the job site at a mutually -agreed location that is neither on the roadway nor within the project limits. Trial slabs must be 10 by 20 feet and at least 10 inches thick. During trial slab construction, sample and split the aggregate for gradation, cleanness value, and sand equivalent testing. Fabricate and test beams under California Test 524 to determine the modulus of rupture values. Cure beams fabricated for early age test ing such that the monitored temperatures in the beams and the slab are always within 5 degrees F of each other. Monitor and record the internal temperatures of trial slabs and early age beams at intervals of at least 5 minutes. Install thermocouples or the rmistors connected to strip -chart recorders or digital data loggers to monitor the temperatures. Temperature recording devices must be accurate to within 2 degrees F . SECTION 41 EXISTING CONCRETE PAVEMENT Measure the internal temperatures at 1 inch from the top, 1 inch from the bottom, and no closer than 3 inches from any edge until early age testing is completed. Cure beams fabricated for 3 -day testing under California Test 524 except place them into sand (1) at a time that is from 5 to 10 times the time of final setting measured under ASTM C4 03/403M or (2) at 24 hours, whichever is earlier. Trial slabs must have an opening age modulus of rupture of not less than 400 psi and a 3 -day modulus of rupture of not less than 600 psi. After authorization, remove and dispose of trial slabs and testing m aterials.
41-9.01D(5) Quality Control
41-9.01D(5)(a) General
Provide continuous process control and QC sampling and testing throughout RSC production and placement. Notify the Engineer at least 2 business days before any sampling and testing. Establish a testing facility at the job site or at an authorized location. Sample RSC under California Test 125.
41-9.01D(5)(b) Rapid Strength Concrete
Test RSC under the test methods and at the frequencies shown in the following table: RSC Testing Frequencies Quality characteristics Test method Minimum testing frequencya Cleanness value California Test 227 650 cu yd or 1 per shift Sand equivalent California Test 217 650 cu yd or 1 per shift Aggregate gradation California Test 202 650 cu yd or 1 per shift Air content California Test 504 130 cu yd or 2 per shift Yield California Test 518 2 per shift Slump or penetration ASTM C143 or California Test 533 1 per 2 hours of paving Unit weight California Test 518 650 cu yd or 2 per shift Aggregate moisture meter calibrationb California Test 223 or California Test 226 1 per shift Modulus of rupture California Test 524 Comply with section 41 - 9.01D(6)(c) aTest at the most frequent interval. bCheck plant moisture meter calibration by comparing moisture meter readings with California Test 223 or California Test 226 test results Maintain control charts to identify potential problems and causes. Post a copy of each control chart at a location determined by the Engineer. Use the mix prop ortion target values as indicators of central tendency in the control charts. Develop linear control charts for:
1.Cleanness value
2.Sand equivalent
3.Fine and coarse aggregate gradation
4.Air content
5.Penetration Control charts must include:
1.Contract number
2.Mix proportions
3.Test number
4.Each test parameter
5.Action and suspension limits: SECTION 41 EXISTING CONCRETE PAVEMENT 5.1. For air content, the action limit is ±1.0 percent and the suspension limit is ±1.5 percent of the specified values. If no value is sp ecified, apply the air content value used in the approved mix design
6.Specification limits: 6.1. For fine and coarse aggregate gradation, record the running average of the previous 4 consecutive gradation tests for each sieve and superimpose the specific ation limits
7.QC test results A process requires corrective action if any of the following occurs:
1.For fine and coarse aggregate gradation, 2 consecutive running averages of 4 tests are outside the specification limits
2.For individual penetration o r air content measurements if either: 2.1. 1 point falls outside the suspension limit line 2.2. 2 points in a row fall outside the action limit line Stop production and take corrective action for out of control processes or the Engineer rejects subsequent RSC. Use a tachometer to test and record the vibration frequency of the concrete vibrators (1) before placing RSC each day and (2) at least every 4 hours during production.
41-9.01D(5)(c) Modulus of Rupture
During RSC placement, sample and fabricate beams for testing the modulus of rupture testing within the first 30 cu yd, at least once every 130 cu yd, and within the final truckload. Submit split samples and fabricate test beams for the Department 's testing unless ordered otherwise. Determ ine the modulus of rupture at opening age under California Test 524, except beam specimens may be fabricated using an internal vibrator under ASTM C31. Cure the beams under the same conditions as the pavement until 1 hour before testing. Test 3 beam specim ens in the presence of the Engineer and average the results. A single test represents no more than that day's production or 130 cu yd, whichever is less. Determine the modulus of rupture at other ages using beams cured and tested under California Test 524 except place them in sand (1) at a time from 5 to 10 times the time of final setting under ASTM C403/C403M or (2) at 24 hours, whichever is earlier.
41-9.01D(6) Department Acceptance
41-9.01D(6)(a) General
The final surface texture of the individual slab replacement must pass visual inspection .
41-9.01D(6)(b) Modulus of Rupture
The Department accepts RSC based on your test results for modulus of rupture at opening age and the Department 's test results for modulus of rupture at 3 days. RSC must have a mod ulus of rupture at opening age that is at least 400 psi and a modulus of rupture at 3 days that is at least 600 psi. Modulus of rupture is calculated based on the test result average from testing 3 beams for each sample. For RSC with a modulus of rupture a t opening age that is at least 400 psi and a modulus of rupture at 3 days that is greater than or equal to 500 psi but less than 550 psi, the Department deducts 10 percent of the payment for individual slab replacement —RSC. For RSC with a modulus of ruptur e at opening age that is at least 400 psi and a modulus of rupture at 3 days that is greater than or equal to 550 psi but less than 600 psi, the Department deducts 5 percent of the payment for individual slab replacement —RSC. SECTION 41 EXISTING CONCRETE PAVEMENT
41-9.01D(6)(c) Concrete Pavem ent Smoothness
The Department tests for concrete pavement smoothness using a 12 -foot straightedge. Straightedge smoothness specifications do not apply to the pavement surface placed within 12 inches of existing concrete pavement except parallel to the cent erline at the midpoint of a transverse construction joint. The concrete pavement surface must not vary from the lower edge of a 12 -foot straightedge by more than:
1.0.01 feet when parallel to the centerline
2.0.02 feet when perpendicular to the centerlin e extending from edge to edge of a traffic lane
41-9.01D(6)(d) Cracking and Raveling
The Department rejects an RSC slab within 1 year of contract acceptance if there is either of the following:
1.Partial or full -depth cracking
2.Concrete raveling consi sting of either: 2.1. Combined raveled areas more than 5 percent of each RSC slab area 2.2. Any single raveled area of more than 4 sq ft
41-9.01D(6)(e) Reserved
41-9.02 Materials
41-9.02A General
Reserved
41-9.02B Rapid Strength Concrete
Use either the 1 -1/2 inch maximum or the 1 -inch maximum combined gradation specified in section 90 - 1.02C(4)(d). Air content must comply with the minimum requirements in section 40 -1.02B(4).
41-9.02C Dowel Bars
Dowel bars must comply with section 40 -1.
41-9.02D 41-9.02E Reserved
41-9.03 Construction
41-9.03A General
Complete individual slab replacement adjacent to new pavement or existing pavement shown for construction before constructing the other pavement work. Replace individual slabs damaged during cons truction before placing final pavement delineation.
41-9.03B Removing Existing Pavement
Remove pavement under section 41 -11. The Engineer determines the exact individual slab replacement limits after overlying layers are removed. After removing pavement t o the depth shown, grade the subgrade to a uniform plane. Water as needed and compact the material remaining in place to a firm and stable base. The finished surface of the remaining material must not extend above the grade established by the Engineer.
41-9.03C Placing Dowel Bars
Drill existing concrete and bond dowel bars under section 41 -10 for Type 1 individual slab replacement. Do not install dowel bars in contraction joints.
41-9.03D Placing Rapid Strength Concrete
Do not place RSC whenever the ambie nt air temperature is forecast by the National Weather Service to be less than 40 degrees F within 72 hours of final finishing. Before placing RSC against existing concrete, place 1/4 -inch thick commercial quality polyethylene flexible foam expansion joint filler across the original transverse and longitudinal joints. Place the top of SECTION 41 EXISTING CONCRETE PAVEMENT the joint filler flush with the top of the pavement and extend to the top of the base layer. Secure joint filler to the joint face of the existing pavement to prevent the join t filler from moving during the placement of RSC. Use metal or wood side forms. Wood side forms must not be less than 1 -1/2 inches thick. Side forms and connections must be of sufficient rigidity that movement will not occur under forces from equipment or RSC. Clean and oil side forms before each use. Side forms must remain in place until the pavement edge no longer requires the protection of forms. After you place RSC, consolidate it using high -frequency internal vibrators adjacent to forms and across the full paving width. Place RSC as nearly as possible to its final position. Do not use vibrators for extensive shifting of concrete pavement. Spread and shape RSC with powered finishing machines supplemented by hand finishing. After you mix and place RSC, do not add water to the surface to facilitate finishing. You may request authorization to use surface finishing additives. Place consecutive concrete loads without interruption. Do not allow cold joints where a visible lineation forms after concrete is place d, sets, and hardens before additional concrete is placed.
41-9.03E Joints
41-9.03E(1) General
Joints must be vertical.
41-9.03E(2) Construction Joints
Before placing fresh concrete against hardened concrete, existing concrete pavement, or structures, apply curing compound no. 1 or 2 to the vertical surface of the hardened concrete, existing concrete pavement, or structures and allow it to dry. At joints between concrete pavement and HMA, apply tack coat between the concrete pavement and HMA .
41-9.03E(3) Contraction Joints
Saw contraction joints before cracking occurs and after the RSC is hard enough to saw without spalling, raveling, or tearing. Cut contraction joints to a minimum of 1/3 the slab depth. Use a power -driven saw with a diamond blade. Match transverse contraction joints with existing joint spacing and skew unless otherwise described. Where the existing transverse joint spacing in an adjacent lane exceeds 15 feet, construct an additional transverse contraction joint midway betwee n the existing joints. Cut transverse contraction joints across the full slab replacement width. After cutting, immediately wash slurry from the joint with water at less than 100 psi pressure. Longitudinal contraction joints must be parallel with the concr ete pavement centerline, except when lanes converge or diverge. Transverse and longitudinal contraction joints must not deviate by more than 0.1 foot from either side of a 12 -foot straight line . For longitudinal joints parallel to a curved centerline radiu s less than 7000 feet, compensate for curvature. Keep joints free from foreign material including soil, gravel, concrete, and asphalt.
41-9.03F Final Finishing
After preliminary finishing, round the edges of the initial paving width to a 0.04 -foot radius. Round transverse and longitudinal construction joints to a 0.02 -foot radius. Mark each individual slab replacement area with a stamp. The stamp must show the month, day, and year of placement and contract number. Level the location of the stamp with a ste el trowel below the pavement texture. Orient the stamp mark so it can be read from the outside edge of the individual slab replacement area. Before curing, texture the pavement. Perform initial texturing with a burlap drag or broom device that produces str iations parallel to the centerline. Perform final texturing with a steel -tined device that produces grooves parallel with the centerline. SECTION 41 EXISTING CONCRETE PAVEMENT Tines must be from 3/32 -to-1/8-inch wide on 3/4 -inch centers and have enough length, thickness, and resilience to form grooves from 1/8 -to-3/16-inch deep after the concrete has hardened. Grooves must extend over the entire pavement width except do not construct grooves 3 inches from longitudinal pavement edges or joints. Final texture must be uniform and smooth. Grooves m ust be parallel and aligned to the pavement edge across the pavement width. The groove alignment must not vary more than 0.1 foot for every 12 feet of length.
41-9.03G Temporary Pavement Structure
Temporary pavement structure must be RSC or 3 -1/2-inch-thick HMA over AB.
41-9.03H Noncompliant Individual Slab Replacement
Replace an individual slab replacement slab that has any of the following defects:
1.One or more full -depth cracks.
2.Concrete raveling.
3.Noncompliant smoothness except you may request authorization for grinding under section 40 and retesting. Grinding that causes a depression will not be authorized. Smoothness must be corrected within 48 hours of placing RSC.
4.Noncompliant modulus of rupture. If the modulus of rupture at opening age is at least 400 psi and the modulus of rupture at 3 days is at least 500 psi but less than 600 psi, you may request authorization to leave the RSC in place and accept the specified deduction. Comply with section 40 -1.03N and groove or grind before the inst allation of any required joint seal or edge drains adjacent to the areas to the noncompliant area. Treat an individual -slab-replacement slab with partial -depth cracking using HMWM under section 41 -3.
41-9.03I Replace Pavement Delineation
Replace traffic stripes, pavement markings, and markers that are removed, obliterated, or damaged by individual slab replacement under sections 81 and 84.
41-9.03J Reserved
41-9.04 Payment
Payment for replacing base is not included in the payment for individual slab replacement —rapid strength concrete. Payment for placing dowel bars is not included in the payment for individual slab replacement —rapid strength concrete.
41-10 Drill and Bond Bars
41-10.01 General
41-10.01A Summary
Section 41 -10 includes specific ations for drilling, installing, and bonding tie bars and dowel bars in concrete pavement. Section 36 -1.01D(2) does not apply.
41-10.01B Definitions
Reserved
41-10.01C Submittals
Submit a certificate of compliance for:
1.Tie bars
2.Dowel bars
3.Dowel bar lubricant
4.Chemical adhesive SECTION 41 EXISTING CONCRETE PAVEMENT
5.Epoxy powder coating At least 15 days before delivery of the chemical adhesive to the job site, submit the SDS and the manufacturer's instructions for :
1.Handling and storage
2.Installation procedures
3.Minimum cur e time
4.Use of chemical adhesive
41-10.01D Quality Assurance
41-10.01D(1) General
Reserved
41-10.01D(2) Quality Control
Reserved
41-10.01D(3) Department Acceptance
The Department accepts drill and bond bars based on the Engineer's inspection before placing concrete.
41-10.01D(4) Reserved
41-10.02 Materials
41-10.02A General
Dowel bar lubricant must comply with section 40 -1.02D. Chemical adhesive for drilling and bonding bars must be on the Authorized Material List for chemical adhesives that indicates the appropriate chemical adhesive system for concrete temperature and installation conditions. Each chemical adhesive system container must clearly and permanently show the:
1.Manufacturer's name
2.Material name
3.Lot or batch num ber
4.Expiration date
5.Evaluation report number
6.Directions for use
7.Storage requirement
8.Warnings or precautions required by State and federal laws and regulations
41-10.02B Reserved
41-10.03 Construction
41-10.03A General
Drill holes for bars as shown without damaging the adjacent concrete. Clean drilled holes under the chemical adhesive manufacturer 's installation instructions. Holes must be dry at the time of placing the chemical adhesive and bars. Immediately after inser ting the bar into the chemical adhesive, support the bar to prevent movement until chemical adhesive has cured the minimum time recommended by the manufacturer. Use a grout retention ring when drilling and bonding dowel bars. Apply dowel bar lubricant to t he entire exposed portion of the dowel bar. If the Engineer rejects a bar installation , stop paving, drilling, and bonding activities. Adjust your procedures and obtain the verbal authorization before resuming paving, drilling, and bonding. Cut the rejecte d bar flush with the pavement joint surface and coat the exposed end of the bar with chemical adhesive. Offset the new hole 3 inches horizontally from the rejected hole 's center. SECTION 41 EXISTING CONCRETE PAVEMENT
41-10.03B Tie Bar Tolerance
Place tie bars within the tolerances shown in th e following table: Tie Bar Tolerances Dimension Tolerance Horizontal skew (horizontal skew: bar length) 1:6 Vertical skew (vertical skew: bar length) 1:6 Longitudinal translation (inch) ± 1 Horizontal offset (embedment, inch) ± 1 Height relative to the adjacent bar ± 1 Vertical depth (clearance from the pavement surface or bottom, inches, min) 3
41-10.03C Dowel Bar Tolerance
Place dowel bars within the tolerances specified in section 40 -1.03D.
41-10.03D Reserved
41-10.04 Payment
Not Used
41-11 Removing Concrete Pavement and Base
41-11.01 General
Section 41 -11 includes general specifications for removing concrete pavement and base. Remove concrete pavement or concrete pavement and base to the depth shown. Before placing s ubsequent layers of subbase, base, pavement, or other material, the subgrade must comply with section 19 -1.03C. Section 36 -1.01D(2) does not apply.
41-11.02 Materials
Not Used
41-11.03 Construction
41-11.03A General
Reserved
41-11.03B Remove Concrete P avement
If there is overlying material on the concrete pavement, remove it with the pavement. Saw cut using a diamond blade and make cuts perpendicular to the pavement surface. Saw cutting is not required where concrete pavement is adjacent to asphalt conc rete pavement. Saw cut no more than 2 days before removing pavement such that traffic will not dislodge any pavement piece or segment. Saw cut perpendicular to the traveled way except you may cut parallel or diagonal to the traveled way when saw cutting an d removing the pavement during the same closure. You may make additional saw cuts within the sawed outline. Saw cuts must be the full pavement depth unless otherwise shown. Saw cut at longitudinal and transverse joints to remove entire slabs. For partial -slab areas, the Engineer determines the exact saw -cut locations. Do not impact the surface within 18 inches of pavement remaining in place. Slab -lifting equipment must attach to the pavement. SECTION 41 EXISTING CONCRETE PAVEMENT
41-11.03C Remove Base
Before removing any type of asphalt treate d, cement treated, or concrete base, saw cut the outline of the base removal area using a power -driven saw with a diamond blade. Cut asphalt treated base at least 2 inches deep on a neat line perpendicular to the base surface. Cut cement treated or concret e base full - depth. Remove unbonded granular base material by means that will not disturb base to remain in place.
41-11.04 Payment
Not Used
41-12 41-16 Reserved
Source: California Standard Specifications, 2024 Edition. Pages 637–662 of 1,372.