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- 84-3.01–84-3.10 RESERVED
- 84-8.01C Submittals Reserved 84-8.01D Quality Assurance
- 84-8.03B Rumble Strips in Concrete Pavement
- 84-8.03C Rumble Strips in Asphalt Concrete Pavement
- 84-9.02 MATERIALS Not Used 84-9.03 CONSTRUCTION
- 84-9.03C Remove Traffic Stripes and Pavement Markings Containing Lead
- 84-9.03E–84-9.03J Reserved
- 89-1.01 GENERAL Section 89 includes general specifications for furnishing aggregate. 89-1.02 MATERIALS
- 90-1.01C(1) General Reserved 90-1.01C(2) Aggregate Gradation
- 90-1.01C(3) Cementitious Materials
- 90-1.01C(5) Curing Compound
- 90-1.01C(7) Concrete Delivery
- 90-1.01C(9) Stationary Mixer Certification
- 90-1.01D Quality Assurance
- 90-1.01D(4) Concrete Uniformity
- 90-1.01D(5) Compressive Strength
- 90-1.01D(5)(b) Prequalification
- 90-1.01D(6) Curing Compound
84-2.04 PAYMENTThe payment quantity for a traffic stripe is the length measured along the line of the traffic stripe without deductions for gaps in the broken traffic stripe. The payment quantity for a pavement marking is the area covered. A double extruded thermoplastic traffic stripe consisting of two 4-inch-wide yellow stripes is measured as 2 traffic stripes. A double sprayable thermoplastic traffic stripe consisting of two 4-inch-wide yellow stripes is measured as 1 traffic stripe. A double traffic stripe consisting of two 4-inch-wide yellow stripes separated by a 3-inch-wide black stripe is measured as a single traffic stripe.
84-8.01 GENERAL84-8.01A SummarySection 84-8 includes specifications for constructing rumble strips. 84-8.01B Definitionsrumble strip: Band of raised material or indentations formed or grooved in the traveled way on the centerline or shoulders that is used to alert or warn drivers. 84-8.01C SubmittalsReserved 84-8.01D Quality AssuranceReserved 84-8.02 MATERIALSNot Used 84-8.03 CONSTRUCTION84-8.03A GeneralDo not construct shoulder rumble strips on structures or approach slabs. Construct rumble strips within 2 inches of the alignment shown. Rumble strip equipment must be equipped with a sighting device that enables the operator to maintain the rumble strip alignment. Indentations must not vary from the dimensions shown by more than 1/16 inch in depth or more than 10 percent in length and width. Grind or remove and replace noncompliant rumble strip indentations at locations determined by the Engineer. Ground surface areas must be neat and uniform in appearance. Grinding equipment must be equipped with a vacuum attachment to remove residue from the roadbed.
Concrete pavement must be hardened before grinding the indentations. Do not construct indentations until (1) 10 days after concrete placement and (2) the concrete has developed a modulus of rupture of 550 psi when tested under California Test 523. 84-8.03C Rumble Strips in Asphalt Concrete PavementConstruct rumble strips in the top layer of asphalt concrete by grinding indentations in the pavement. Select the method and equipment for constructing ground-in indentations. On ground areas, apply a fog seal coat under section 37-2.
84-8.04 PAYMENTThe payment quantity for any type of rumble strip is the length measured by the station rumble strip without deductions for gaps between indentations. 84-9 EXISTING MARKINGS 84-9.01 GENERALSection 84-9 includes specifications for removing existing markings. Work performed on existing markings must comply with section 15. 84-9.02 MATERIALSNot Used 84-9.03 CONSTRUCTION84-9.03A GeneralReserved 84-9.03B Remove Traffic Stripes and Pavement MarkingsRemove traffic stripes before making any change to the traffic pattern. Remove traffic stripes and pavement markings, including paint in the gaps, by methods that do not materially damage the pavement. Remove a pavement marking such that the old message cannot be identified. If removing by grinding, make the grinding area rectangular. The minimum dimensions for the rectangular area are the height and width of the pavement marking. Sweep up or vacuum any residue before it can (1) be blown by traffic or wind, (2) migrate across lanes or shoulders, or (3) enter a drainage facility.
84-9.03D Remove Contrast TreatmentIf contrast treatment is shown to be removed, remove it by a method that does not materially damage the pavement. Sweep up or vacuum any residue before it can (1) be blown by traffic or wind, (2) migrate across lanes or shoulders, or (3) enter a drainage facility. 84-9.03E–84-9.03J Reserved84-9.04 PAYMENTThe payment quantity for remove traffic stripe is the measured length multiplied by: 1 1.5 for a single 6-inch-wide traffic stripe 2. 2 for a single 8-inch-wide traffic stripe 3. 2 for a double traffic stripe 4. 3 for a triple traffic stripe
If no bid item is shown on the Bid Item List for remove pavement marking, remove pavement marking is paid for as remove traffic stripe of the types shown in the Bid Item List and the payment quantity for 1 square foot of pavement marking is 3 linear feet. 84-10–84-15 RESERVED 85 RESERVED DIVISION X ELECTRICAL WORK 86-88 RESERVED DIVISION XI MATERIALS 89 AGGREGATE 89-1 GENERAL
89-1.01 GENERALSection 89 includes general specifications for furnishing aggregate. 89-1.02 MATERIALSNot Used 89-1.03 CONSTRUCTIONNot Used 89-1.04 PAYMENTNot Used 89-2–89-4 RESERVED 90 CONCRETE 90-1 GENERAL 90-1.01 GENERAL90-1.01A SummarySection 90-1 includes general specifications for furnishing, curing, and protecting concrete. Concrete must be composed of cementitious material, fine aggregate, coarse aggregate, admixtures if used, and water. PCC must comply with the specifications for concrete.
90-1.01B Definitionsfree water: Total water in the concrete mixture minus the water absorbed by the aggregates in reaching a saturated surface-dry condition. reclaimed aggregate: Aggregate that has been recovered from plastic concrete by washing away the cementitious material. 90-1.01C Submittals90-1.01C(1) GeneralReserved 90-1.01C(2) Aggregate GradationBefore starting concrete work, submit the gradation of the primary aggregate nominal sizes. If the aggregate source changes, submit the new gradation before using the aggregate. If a primary coarse aggregate or the fine aggregate is separated into 2 or more sizes, submit the gradation and proposed proportions of each size combined mathematically to show 1 proposed gradation. Show the percentage passing for each applicable sieve size. 90-1.01C(3) Cementitious MaterialsSubmit a certificate of compliance for cementitious materials. Include the source name and location. If the cementitious material is delivered directly to the job site, the certificate of compliance must be signed by the cementitious material supplier. If the cementitious material is used in ready-mixed concrete, the certificate of compliance must be signed by the concrete manufacturer. If blended cement is used, the certificate of compliance must include a statement signed by the blended cement supplier that shows the actual percentage of SCM, by weight, in the blend. Determine the weight of SCM by using a weighing device or by chemical analysis. 90-1.01C(4) AdmixturesIf you propose to use an admixture from the Authorized Material List for chemical admixture for use in concrete, submit a certificate of compliance from the manufacturer certifying that the admixture furnished is the same as that previously authorized. 90-1.01C(5) Curing CompoundFor each batch of curing compound delivered to the job site or casting site, submit: 1. Split curing compound test samples to METS. The test samples must be from the shipping containers at the manufacturer's source of supply. 2. Certificate of compliance to the Engineer and to METS. The certificate of compliance must include: 2.1. Test results for the tests specified in section 90-1.01D(6). 2.2. Certification that the material was tested within 1 year before use.
90-1.01C(6) Mix DesignSubmit the concrete mix design before using the concrete in the work and before changing the mix proportions or an aggregate source. 90-1.01C(7) Concrete DeliverySubmit a weighmaster certificate as an informational submittal with each load of concrete delivered to the job site. The weighmaster certificate must show: 1. Mix identification number. 2. Nonrepeating load number. 3. Date and time the materials were batched. 4. Total quantity of water added to the load. 5. For transit-mixed concrete, the revolution counter reading at the time the truck mixer is charged with cement. 6. Actual scale weights in pounds for the ingredients batched. Do not substitute theoretical or target batch weights for actual scale weights. Submit weighmaster certificates in printed form or, if authorized, in electronic media. Present electronic media in a tab-delimited format on a CD or DVD. Captured data for the ingredients represented by each batch must be a line-feed, carriage-return, and one line separated record with sufficient fields for the specified data. You may submit a weighmaster certificate with a separate certificate that lists the actual batch weights or measurements for a load of concrete if both certificates are delivered to the job site and are imprinted with the same nonrepeating load number that is unique to the Contract. 90-1.01C(8) TestingIf the concrete is tested for shrinkage, submit the test data with the mix design. If prequalification is specified, submit certified test data or trial batch test reports under section 90-1.01D(5)(b). If 56 days are allowed for the concrete to attain the strength described, submit test results under section 90-1.01D(5)(a).
90-1.01C(10) Protecting ConcreteIf requested, submit a plan for protecting the concrete. 90-1.01D Quality Assurance90-1.01D(1) GeneralIf requested, furnish test samples of the freshly mixed concrete and provide satisfactory facilities for obtaining the test samples. 90-1.01D(2) Cementitious Material ContentAdjust the batch proportions as necessary to produce concrete having the specified cementitious material content. The Engineer verifies compliance with the specified cementitious material content by testing under California Test 518 for cement content. For testing purposes, SCM is considered to be cement. For all concrete except minor concrete, if the cementitious material, portland cement, or SCM content is less than the minimum required and is not within the batching tolerances allowed under section 90-1.02F(3), you must remove the concrete. If the Engineer determines that the concrete is structurally adequate, the concrete may remain in place and $0.25 is deducted for each pound of cementitious material, portland cement, or SCM less than the minimum required. No deductions are made based on the results of California Test 518.
90-1.01D(3) ShrinkageIf shrinkage limitations are specified, test the concrete under AASHTO T 160, modified as follows: 1. Prepare specimens that have a 4 by 4-inch cross section. 2. Remove each specimen from the mold 23 ± 1 hours after mixing the concrete and place the specimen in lime water at 73 ± 3 degrees F until 7 days age. 3. Take a comparator reading at 7 days age and record it as the initial reading. 4. Store the specimens in a humidity-controlled room maintained at 73 ± 3 degrees F and 50 ± 4 percent relative humidity for the remainder of the test. 5. Take subsequent readings at 7, 14, 21, and 28 days drying. Perform AASHTO T 160 testing at a laboratory that is accredited to perform AASHTO T 160 or that maintains a current rating of 3 or better for the Cement and Concrete Reference Laboratory concrete proficiency sample program. Shrinkage test data authorized by the Department no more than 3 years before the 1st day of the Contract is authorized for the entire Contract. The test data must be for concrete with similar proportions and using the same materials and material sources to be used on the Contract. Concrete is considered to have similar proportions if no more than 2 mix design elements are varied and the variation is within the tolerances shown in the following table:
90-1.01D(4) Concrete UniformityThe Engineer determines the uniformity of concrete mixtures based on differences in test results between 2 test samples of mixed concrete from the same batch for the following tests: 1. California Test 533 if the mix design specifies a penetration value 2. ASTM C143 if the mix design specifies a slump value 3. California Test 529 90-1.01D(5) Compressive Strength90-1.01D(5)(a) GeneralSection 90-1.01D(5) applies for either of the following cases: 1. Concrete is designated by compressive strength. 2. Attaining a minimum concrete compressive strength is specified as a prerequisite to applying loads or stresses to a concrete structure or member.
If the concrete is designated by compressive strength, the strength of concrete that is not steam cured is determined from cylinders cured under Method 1 of California Test 540. If attaining a minimum concrete compressive strength is specified as a prerequisite to applying loads or stresses to a concrete structure or member, cylinders for concrete that is not steam cured are cured under Method 1 of California Test 540 and the concrete compressive strength is evaluated based on individual tests. For concrete with a described 28-day compressive strength greater than 3,600 psi, 42 days are allowed to attain the strength described. Except for concrete specified to be in a freeze-thaw area, 56 days are allowed to attain the strength described if the cementitious material satisfies the following equation: [(41 x UF) + (19 x F) + (11 x SL)]/TC 7.0 where: F = natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, including the quantity in blended cement, lb/cu yd. F is equivalent to the sum of FA and FB as defined in section 90-1.02B(3). SL = GGBFS, including the quantity in blended cement, lb/cu yd UF = silica fume, metakaolin, or UFFA, including the quantity in blended cement, lb/cu yd TC = total quantity of cementitious material used, lb/cu yd For concrete satisfying the equation above, test for the compressive strength at least once every 500 cu yd at 28, 42, and 56 days. Submit the test results to the Engineer and to METS, Attention: Office of Structural Materials, Concrete Materials Testing Branch. The Engineer determines the concrete compressive strength from test cylinders: 1. Made from concrete sampled under California Test 539 2. Molded and initially field cured under California Test 540 3. Cured and tested under California Test 521
If a single compressive strength test result is below the strength described at the maximum age specified or allowed, or if the compressive strength of concrete tested at 7 days indicates to the Engineer that the concrete will not attain the strength described at the maximum age specified or allowed, correct the mix design or concrete fabrication procedures and obtain authorization before you place additional concrete. If a single compressive strength test result is below the strength described at the maximum age specified or allowed, the concrete represented by the test is subject to one of the following actions: 1. If the compressive strength is at least 95 percent of the strength described, $10 per cubic yard of concrete is deducted. 2. If the compressive strength is below 95 percent of the strength described but is at least 85 percent of the strength described, $15 per cubic yard of concrete is deducted. 3. If the compressive strength is below 85 percent of the strength described, you must remove the concrete. If a strength test result at the maximum age specified or allowed is below the strength described but is at least 85 percent of the strength described, the deductions specified above apply unless you obtain and submit evidence that the strength of the concrete placed in the work is greater than or equal to the strength described and this evidence is accepted by the Engineer. If a strength test result at the maximum age specified or allowed is below 85 percent of the strength described, you must remove the concrete represented by the test unless you obtain and submit evidence that the strength of the concrete placed in the work is at least 85 percent of the strength described and this evidence is accepted by the Engineer. If the evidence consists of tests made on cores taken from the work, obtain and test the cores under ASTM C42.
Submit certified test data or trial batch test reports based on the same materials, mix proportions, mixing equipment, procedures, and batch size proposed for use in the work. Certified test data must show that: 1. Results of 90 percent or more of at least 20 consecutive tests exceed the compressive strength described at the maximum number of days specified or allowed and none of the test results are less than 95 percent of the strength described 2. All tests are the most recent tests made on concrete of the proposed mix design and were made within 1 year of the proposed use of the concrete
1. Average compressive strength for 5 consecutive concrete cylinders taken from a single batch and tested at not more than the maximum age specified or allowed is at least 600 psi greater than the 28-day compressive strength described 2. No individual cylinder has a strength less than the strength described at the maximum age specified or allowed 3. Data contained in the report is from trial batches produced within 1 year of the proposed use of the concrete If air entrainment is specified, the air content of the trial batches must be greater than or equal to the air content specified for the concrete without reduction due to tolerances. Perform tests under the appropriate California Test methods or comparable ASTM test methods. Use testing equipment that is in good condition and properly calibrated. If tests are performed during the Contract, notify the Engineer in advance so that the Engineer can witness the test procedures. Certified test data and trial batch reports must include: 1. Date of mixing 2. Mixing equipment and procedures 3. Batch size in cubic yards 4. Weight, type, and source for each ingredient 5. Penetration or slump as specified in section 90-1.02G(6) 6 Air content if an air-entraining admixture is used 7. Concrete age at the time of testing 8. Compressive strength for each cylinder tested 9. Signature of an official of the testing firm If authorized, you may use the concrete from trial batches in the work at locations where lower quality concrete is required. Any change to the prequalified materials, mix proportions, mixing equipment, or procedures that could result in a concrete strength below that described requires additional prequalification by trial batch testing. 90-1.01D(6) Curing CompoundTest each batch of curing compound delivered to the job site or casting site for: 1. Water loss at 24 hours under California Test 534 2. Reflectance under ASTM E1347 3. Viscosity under ASTM D2196 4. Nonvolatile content under ASTM D2369 5. Pigment content under ASTM D3723 A batch must be no larger than 10,000 gal. The Engineer samples the curing compound at any of the following: 1. Manufacturer's supply source 2. Job site or casting site The curing compound sampled from shipping containers from the manufacturer's supply source or from the job site must match the test results for viscosity, nonvolatile content, and pigment content within the tolerances specified in the precision and bias statements for the test methods. Additional testing of the curing compound may be required before its use if the compound has not been used within 1 year or if the Engineer believes that the compound may no longer be acceptable. Directory: esc esc -> Biblical Eschatology Presentation by: D. Paul Beck May 4, 2016 Ground Rules esc -> Mikael Håfstrӧm Screenplay by Miles Chapman and Arnell Jesko esc -> Escort affinity Program for Audi Club Members esc -> Preliminary entry form pistol esc -> Application form esc -> Request from Asian and Pacific Training Centre for Information and esc -> Constitution of the engineering student council university of maryland esc -> Subdisciplines of Earth Science Geology; study of the earth Download 6.74 Mb. Share with your friends:
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