L−35 L.13.05 BASIS OF PAYMENT. The accepted quantities of "Tree Wells" and "Tree Walls" will be paid for at their respective contract unit prices per cubic yard as listed in the Proposal. The prices so-stated constitute full and complete compensation for all labor, materials and equipment and for all incidentals required to finish the work, complete and accepted by the Engineer. Root pruning shall be measured and paid for in accordance with the requirements of SECTION L.10; TREE AND SHRUB ROOT PRUNING .
SECTION L.14
HERBICIDE L.14.01 DESCRIPTION. L.14.01.1 Pre-Emergent Herbicide Application in Mulch Areas. This work consists of the application of a pre-emergent herbicide on areas to be mulched as part of new planting operations or previously mulched areas to prevent new weed gr owth within the limits of the Contract, all in accordance with these Specifications. L.14.01.2 Nonselective and Pre-Emergent Herbicide Application. This work consists of the application of either a nonselective herbicide or a pre-emergent herbicide or both herbicides to any areas where weeds are to be killed within the limits of the project, all in accordance with these Specifications. L.14.02 MATERIALS. Non-selective and pre-emergent herbicides applied shall conform to the applicable requirements of Subsection M.18.14; Herbicides . L.14.03 CONSTRUCTION METHODS. L.14.03.1 Pre-Emergent Herbicide Application in Mulch Areas. After the completion of mulching operations, the Contractor shall apply a pre-emergent herbicide on all mulch areas as shown on the Plans or as directed by the Engineer. The rate of application shall be in accordanc e with manufacturer's guidelines and approved by the Engineer. All work under this item must be performed by or under the direct supervision of a Rhode Island Licensed Commercial Applicator. L.14.03.2 Nonselective and Pre-Emergent Herbicide Application. The Contractor shall apply these two herbicides to any area where weeds are to be killed within the limits of the project. The chemicals can be applied in either separate applications or in one combined application. The rate of application for each chemical will be in accordance with manufacturer's directions and approved by the Engineer.
L−36 All work under this item must be performed by or under the direct supervision of a Rhode Island Licensed Commercial Applicator. L.14.04 METHOD OF MEASUREMENT. L.14.04.1 Pre-Emergent Herbicide Application in Mulch Areas. "Pre-Emergent Herbicide Application in Mulch Areas" for previously mulc hed areas will be measured by the number of square yards actually applied in accordance with the Plans and/or as directed by the Engineer.
planting operations will not be measured separately but shall be included in the measurement for the individual plant material. L.14.04.2 Nonselective and Pre-Emergent Herbicide Application. "Nonselective and Pre- Emergent Herbicide Application" will be measured by the number of square yards actually applied in accordance with the Plans and/or as directed by the Engineer. L.14.05 BASIS OF PAYMENT. L.14.05.1 Pre-Emergent Herbicide Application in Mulch Areas. The accepted quantity of "Pre- Emergent Herbicide Application in Mulch Areas" fo r previously mulched areas will be paid for at the contract unit price per square yard as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials and equipment and for all incidentals required to finish the work, complete and accepted by the Engineer. L.14.05.2 Nonselective and Pre-Emergent Herbicide Application. The accepted quantity of "Non-Selective and Pre-Emergent Herbicide Application" will be paid for at the contract unit price per square yard as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials and equipment and for all incidentals required to finish the work, complete and accepted by the Engineer.
Μ−1 DIVISION III
PART M MATERIALS SECTION M.01 BORROW AND AGGREGATES
M.01.01 COMMON BORROW. Common Borrow shall be gravelly in nature and shall conform to the minimum test data as specified below. 1. Boulders (retained on a 3-inch sieve) up to 9 inches in diameter and not exceeding three- quarters of the thickness of horizontal layers placed after compaction, as specified in Subsection
202.03.2, Para. C , are included for use in construction. However, these sizes are not included in the
analysis for gradation. 2. The material shall contain no more than 17 percent by weight passing the No. 200 sieve. Common Borrow shall conform to all applicable specification requirements prior to its final placement on the project. The practice of culling deleterious or out of specification material after placement and/or grading in-place will not be allowed.
M.01.02 GRAVEL BORROW. Gravel Borrow shall consist of bank run sand and gravel or plant processed, crushed or uncrushed gravel with fine aggregate added as filler. Alternatively, Gravel Borrow may consist of selected materials which have been reclaimed from within project limits, are proportioned and processed to produce granular material for reuse as Gravel Borrow within the source project limits. Gravel Borrow, whether consisting of bank run or plant processed sand and gravel, or reclaimed and processed granular material, shall consist of sound, durable particles free from loam, clay, organic soil, vegetative matter, soft and elongate particles. Gravel Borrow shall conform to all applicable specification requirements prior to its final placement on the project. The practice of culling deleterious or out of specification material after placement and/or grading in-place will not be allowed.
M.01.02.1 Bank Run or Plant-Processed Sand and Gravel. Bank run or plant-processed sand and gravel proposed for Gravel Borrow shall be well-graded and meet the gradation requirements specified in Column I(a), Table I in Subsection M.01.09. In addition, the maximum particle size shall not exceed 9 inches or three-fourths of the loose lift thickness, whichever is smaller. M.01.02.2 Reclaimed and Processed Granular Material. Gravel Borrow may be produced by reclamation of selected materials available within project limits, or other sources as approved by the Engineer, which are suitably proportioned and processed to produce a mixture of granular particles meeting the gradation requirements specified herein. Suitable materials may include: natural granular soils, boulders, or rock; roadway subbase, base and asphalt or concrete pavement; and other concrete, stone, brick, or cinder block, recovered from existing foundations, buildings, or selected utilities.
Μ−2 Materials not allowed for reclamation shall include but are not limited to: rubber, plastic, glass, wood, reinforcing steel or other metallic materials; building materials which may be sources of lead or asbestos; components of septic, leaching bed, and sanitary sewer systems including soils, pipes, and structural concrete; soils or other materials contaminated by synthetic organic or inorganic compounds, metals, or petroleum hydrocarbon products. Processing shall crush or pulverize and break down asphalt concrete conglomerations such that only bituminous coatings remain on aggregates. All materials suitable for reuse shall be broken down such that the processed mixture shall meet the gradation requirements specified in Column Ib, Table I in Subsection M.01.09.
Reclaimed and Processed Granular Material shall conform to all applicable specification requirements prior to its final placement on the project. The practice of culling deleterious or out of specification material after placement and/or grading in-place will not be allowed.
M.01.03 PERVIOUS FILL. Pervious fill shall be clean, naturally occurring granular, bank run or plant processed soil materials. Pervious fill shall meet the gradation requirements of Column IV, Table I in Subsection M.01.09 . The minimum permeability coefficient (k) of pervious fill shall be 1 x -4 c.p.s. as determined by a constant head permeometer (AASHTO T215). M.01.04 BEDDING MATERIAL. Except as otherwise provided fo r in the Special Provisions and/or on the Plans, bedding material shall consist of gravel borrow, or crushed stone, or crushed or screened gravel. Gravel borrow bedding material shall conform to the gradation requirements of Column I, Table I in Subsection M.01.09, except that 100 percent by weight shall pass the 1½-inch sieve. Crushed stone and crushed or screened gravel bedding shall consist of the following gradation: 100 percent shall pass the 1½-inch si eve and zero-to-5 percent shall pass the #4 sieve. M.01.05 COARSE AGGREGATE FOR BITUMINOUS CONCRETE AND PORTLAND CEMENT CONCRETE . M.01.05.1 General Requirements. Aggregates accepted for State project use shall meet the applicable requirements of the Department and AASHTO (M43, M283, M80) Specifications except where amended or noted herein. Crushed quarry rock and processed (crushed and/or screened) gravel aggregates shall be durable and shall not be weathered such that they degrade with handling and working, and shall be kept free of deleterious or organic matter. Coarse aggregates shall meet the particular Los Angeles Abrasion and Crushing criteria specified in Table II Subsection M.01.10 for use in asphalt or Portland cement concrete, and shall meet the criteria for soundness in Subsection M.01.11 as measured by Sodium Sulfate loss. Aggregates shall be resistant to degradation by freeze and thaw and resistant to acid attack.
Μ−3If lithology or physical character indicate that aggregates may be susceptible to degradation by freeze-thaw or acid attack, or potentially adversely reactive with Portland cement, the Department may require additional appropriate labor atory testing be performed to demonstrate that the aggregate is suitable for the intended use.
At least once a year, the Department will test and evaluate each single-source aggregate to be provided by all producers supplying State contracts. M.01.05.2 Single-Source Requirements and Blending Policy . Each aggregate supply submitted for use in bituminous or Portland cement concrete mixes shall have been produced from either quarry rock or natural gravel, obtained from one distinct quarry source or natural gravel source whose location and boundaries are defined. Blends of gravel aggregates from more than one source, blends of crushed quarry rock from more than one source, or blends of gravel with crushed rock which are produced by mixing these materials at the crusher feed, shall not be acceptable for use on State projects. Controlled blending of approved aggregates at the asphalt or concrete production plants, of different aggregate types and/or aggregates from different sources, will be allowed, provided that each aggregate type from each separate source is stockpiled in a separate bin at the production plant; and, the Los Angeles abrasion and soundness values of each aggregate type from each source meets the criteria established for that type and for the intended asphalt pavement application or concrete use. The Department would require submittal of a separate mix design for each proposed coarse aggregate blend for review prior to approval. M.01.05.3 Definitions of Quarry Rock and Gravel Sources.
which extensive, intact, consolidated bedrock of igneous, metamorphic, or sedimentary type, is or may be exposed by clearing and removal of overlying soil and boulder cover material, and from which exposed bedrock is then extracted by blasti ng or other mechanical means from a "working face,” bench, or floor level, and reduced in size for final crushing and processing for the production of crushed quarry rock aggregates.
boulder-sized materials, which may occur as mixed-size or stratified natural deposits, are or may be exposed by clearing, stripping, and removal of vegetation, topsoil, and organic soils, and are then excavated using conventional mechanical excavating equipment, for the production of crushed and/or screened gravel aggregates. M.01.05.4 Definitions of Aggregate Types. Coarse aggregate shall be classified as "Crushed Quarry Rock" or "Processed Gravel" as defined below.
100 percent crushed bedrock, produced by crushing bedr ock extracted from a single-source quarry location. Crushed quarry rock aggregate shall be processed separately from overburden soil deposits, shall not contain crushed or uncrushed gravel, and shall be free of deleterious material or soft, friable particles.
Μ−4 b. Processed Gravel. Processed gravel shall be coarse aggregate produced by crushing and/or screening naturally occurring boulder, cobble, and gravel-sized materials extracted from a single source location. Processed gravel shall be free of deleterious material or soft, friable particles.
M.01.06 KEYSTONE. Keystone or chipstone used for keying bases and pavements and cover stone for seal coats shall consist of crushed quarry rock or crushed gravel and shall conform to the gradation requirements of either Column III or VI, Table I, Subsection M.01.09; Gradation of Aggregates. Abrasion and soundness shall conform to the applicable require-ments of Subsections M.01.10 and M.01.11, respectively. Keystone shall consist of at least 90 percent crushed particles; cover stone shall consist of 100 percent crushed particles. M.01.07 FILTER STONE. Filter stone for underdrains shall conform to the gradation require-ments of Column V, Table I, Subsection M.01.09. Soundness shall conform to the applicable requirements of Subsection M.01.11.
M.01.08 FINE AGGREGATE. Fine aggregate used for asphalt or Portland cement concrete shall meet the general requirements of Subsections M.02.02 and M.03.02.2, Para. b of these Specifications, and shall conform to the requirements for single-source origin, production and blending as described above in Subsection M.01.05.2.
Fine aggregate used for filler or seal coat cover shall consist of clean, hard, durable particles that meet the requirements of AASHTO M6. M.01.09 GRADATION OF AGGREGATES. Aggregates for use in base and subbase courses and other applications shall conform to the gradation requirements indicated in the following Table I.
Μ−5 Table I Gradation - Percent Passing
I II III IV V VI Gravel Borrow Crushed Ia Ib Stone Bank Run Reclaimed or Sieve Proc Sand/ Processed Crushed Pervious Filter Cover Size Gravel Material Gravel Keystone Fill Stone Stone 3" 60-100 100 100 2¼" 2" 100 1½" 70-100 90-100 1¼" 1" 30-55 100 100 3/4" 50-85 0-25 90-100 70-85 100 ½" 50-85 0-10 20-55 10-40 90-100 3/8" 45-80 0-20 0-20 30-60 #4 40-75 30-55 0-5 30-100 0-5 0-15 # 8 0 - 5 #40 0-45 #50 8-25 #100 0-1 #200 0-10 2-10 0-8
M.01.10 ABRASION AND CRUSHING REQUIREMENTS FOR COARSE AGGREGATES. Coarse aggregate to be used for asphalt or Portland cement concrete may be either crushed quarry rock or processed gravel meeting the abrasion and crushed particle/fracture face criteria in Table II on the following page. Abrasion resistance shall be determined by Los Angeles Abrasion Test AASHTO T96. Table II - Los Angeles Abrasion Criteria
Portland Cement Concrete Applications:
Crushed Quarry Rock ................................... 45% max. loss
Processed Gravel ......................................... 45% max. loss (Crushing not required) Bituminous Applications:
Bituminous Seal Coats: Base/Binder Bituminous Surface Keystone & Aggregate Type Courses & Friction Courses Cover Stone
Quarry Rock 50% max.loss 40% max.loss 30% max.loss Processed Gravel 50% max.loss 40% max.loss 30% max.loss (Notes 1, 2, 3)
Μ−6 Notes: Crushing Requirements for Processed Gravel for Asphalt
1) Base and binder courses: 75 percent by weight particles with one or more fracture faces.
2) Surface and friction courses: 95 percent by weight particles with at least one fracture face, and 75 percent by weight, particles with at least two fracture faces.
3) Keystone: 90 percent crushed particles; Cover stone: 100 percent crushed particles.
M.01.11 SOUNDNESS, SODIUM SULFATE. Aggregate materials shall have a maximum percentage loss of 12 percent as determined by the Sodium Sulfate Test, AASHTO T104. SECTION M.02
PORTLAND CEMENT CONCRETE
M.02.01 HYDRAULIC CEMENT M.02.01.1 Portland Cement. Portland cement shall conform both to the chemical and physical requirements of AASHTO M85 and be listed on the Department's Approved Materials List. In addition, the cement shall conform to the following requirements:
the percentage of Na 2O plus 0.658 times the percentage of K 2O, when determined by either direct intensity flame photometry or by the atomic absorption method. The instrument and procedure used shall be qualified as to precision and accuracy in accordance with the requirements of ASTM C114. The Engineer may raise the maximum alkali content of the cement to 0.75 percent for concrete that uses non-expansive aggregate or aggregate considered innocuous based upon acceptable values for test methods ASTM C1260 or AASHTO T303. Test results must be submitted and approved by the Engineer before this is permitted. To propose an increase to maximum alkalies, the Contractor must submit an independent testing laboratory results of ASTM C1260; “Potential Alkali Reactivity of Aggregates (Mortar Bar Method)” or AASHTO T303; “Accelerated Detection of Potentially Deleterious Expansion of Mortar Bars Due to Alkali-Silica Reaction.” For either te st, mean expansion of the test specimens of less than 0.10 percent at 16 days from casting will suffice to indicate that the aggregate is non-reactive and will validate the use of a cement which has an alkali content not to exceed 0.75 percent by weight of alkalies. If the ASTM C1260 or AASHTO T303 test results do not indicate that the aggregate is non- reactive or are inconclusive, the Contractor may submit to the Engineer results of ASTM C289;
Μ−7“Potential Alkali-Silica Reactivity of Aggregates (Chemical Method),” ASTM C227; “Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar Bar Method),” and ASTM C295; “Petrographic Examination of Aggregates for Concrete.” Petrographic analysis in accordance with ASTM C595 shall identify the constituents of the fine and coarse aggregate. Fine and coarse aggregate containing more than the following quantities of constituents shall be considered potentially reactive: Optically strained, microfractured, or microcrystalline quartz exceeding 5.0 percent (a common constituent of granite and granite gneiss).
Chert or chalcedony exceeding 3.0 percent.
Tridymite or cristobalite exceeding 1.0 percent.
Opal exceeding 0.5 percent.
Natural volcanic glass in volcanic rocks exceeding 3.0 percent.
Mortar bar expansion measurements (ASTM C227) are to be made at three months and at six months and the results shall be submitted to the Engineer at those times. The guidelines in the appendix to ASTM C33; “Standard Specification for Concrete Aggregates“ will be followed to determine whether an aggregate is non-expansive or innocuous. The guidelines state that expansion will be considered excessive at three m onths if it exceeds 0.05 percent, but that an expansion greater than 0.05 percent at three months will not be considered excessive if the six-month expansion remains below 0.10 percent. The petrographic examination (C295), chemical method (C289), and the six-month mortar bar expansion (C227) will be definitive. However, interim acceptability based on the petrographic analysis, the chemical method and the three-month mortar bar expansion will be considered until the six-month test is complete. Such interim acceptance will be granted only when the previous year’s six-month mortar bar expansion results were satisfactory. Documentation from an independent laboratory certifying that the aggregate is non- expansive and innocuous must be submitted to the Engineer annually. An acceptable independent testing laboratory shall conduct each test.
Analysis to document alkali content and conformance to AASHTO M85 must be included on all mill test reports submitted to this office.
AASHTO T107. M.02.01.2 Blended Hydraulic Cements. Blended hydraulic cements shall both conform to the chemical and physical requirements of AASH TO M240 and be listed on the Department's Approved Materials List. M.02.01.3 Masonry Cement. Masonry cement shall both conform to ASTM C91 and be listed on the Department's Approved Materials List.
Μ−8 M.02.02 FINE AGGREGATE FOR CONCRETE. Fine aggregate for concrete shall conform to the requirements of AASHTO M6 and shall consist of natural sand, manufactured sand produced from larger aggregate, or a combination thereof. Manufactured sand shall be graded with a minimum percentage of flat elongated particles. All fine sand shall consist of hard, strong, durable particles which are free from coatings or any injurious mate rials and injurious amount of clay, loam, or other deleterious substances. In addition, the fine aggregate shall not contain substances which, when mixed in Portland cement concrete, produce an unacceptable level of chlorideions in the final product. Substances that produce chlorideions shall be considered deleterious material. Any fine aggregate may be rejected if it is determined by the Engineer to contain sufficient amounts of unsound or deleterious material to be harmful. M.02.02.1 Fine Aggregate for Mortar. Fine aggregate for mortar shall conform to the requirements of AASHTO M45. M.02.03 COARSE AGGREGATE FOR CONCRETE. Coarse aggregate shall consist of screened gravel, crushed gravel, or crushed quarry rock. C oarse aggregate for concrete shall conform to the requirements of AASHTO M80, with the exception t hat grading shall conform to the requirements in the following tabulation: Gradation of Coarse Aggregate In Terms of Amounts Finer than Each Laboratory Sieve Percent by Weight
Sieve Sizes ___________________________________ ______________________________ Aggregate 2" 1½" 1" 3/4" ½" 3/8" No.4 No.8 No. 16 Size
1½" 100 85-100 --- 35-70 --- 10-30 0-5 --- --- 1" --- 100 85-100 --- 20-55 --- 0-5 --- --- 3/4" --- --- 100 85-100 --- 20-55 0-10 0-5 --- ½" --- --- --- 100 85-100 40-75 5-25 0-10 --- 3/8" --- --- --- --- 100 85-100 20-55 5-30 0-10 Coarse aggregate for Portland cement concrete shall have a percent loss of not more than the following amounts as determined by AASHTO T96 (Los Angeles Abrasion Test).
Type of Coarse Aggregate Percent Loss (max.)
Crushed Quarry Rock 45 Screened or Crushed Gravel 45
M.02.04 CURING MATERIALS. Curing materials shall conform to the following requirements.
Μ−9M.02.04.1 Burlap Cloth. Burlap cloth made from jute or Kenaf shall conform to the requirements of AASHTO M182 Class 3 or 4. Burlap shall be clean and free from cuts, tears, uneven weaving and contaminants. M.02.04.2 Sheet Materials for Curing Concrete. The use of waterproof paper is not allowed as a curing medium for Portland cement concrete. Polyethylene Film. Polyethylene film clear or white opaque shall conform to the test requirements of ASTM C171. Plastic Coated Fiber Blankets. White plastic-coated fiber blankets or white plastic coated absorbent synthetic fabric blankets shall conform to the test requirements of AASHTO M171, Table 1, for white-burlap polyethylene sheets, for moisture loss and reflectance. M.02.04.3 Liquid Memb rane Curing Compounds. Liquid membrane curing compounds shall be non-pigmented-chlorinated rubber base-clear and shall conform to AASHTO M148. Curing compounds must be selected from the Department's Approved Materials List. The loss of water, when tested as specified, shall be not more than 0.15 kilograms per square meter in 24 hours nor more than 0.45 kilograms per square meter in 72 hours. M.02.05 CHEMICAL ADMIXTURES. Calcium Chloride in any form shall not be used in any Portland cement concrete.
No chemical admixtures shall be used in the work unless they are approved by the Engineer.
Chemical admixtures shall be those listed on the Department's Approved Materials List and shall conform to the requirements below:
Chemical Admixtures - AASHTO M194
Air-entraining Admixtures - AASHTO M154
M.02.06 MINERAL ADDITIVES. Mineral additives shall be on the Department's Approved Materials List and shall conform to the requirements indicated below. M.02.06.1 Fly Ash. Fly Ash for replacement of Portlandce ment shall conform to the chemical and physical requirements of AASHTO M295, Class C or F, except for the loss on ignition which is a maximum of 4 percent. M.02.06.2 Silica Fume. Silica Fume shall conform to the chemical and physical requirements of AASHTO M307. M.02.06.3 Ground Granulated Blast Furnace Slag. Ground granulated blast furnace slag shall conform to the chemical and physical requirements of ASTM C989; Grades 100 or 120. M.02.07 WATER. Water used in mixing and curing of concrete shall be subject to approval and shall be reasonably clean and free of oil, salt, acid, alkali, sugar, vegetable, or other substance injurious to the finished project. Water shall be tested in accordance with AASHTO T26. Water
Μ−10 known to be of potable quality may be used without test. Where the source of water is relatively shallow, the intake shall be so enclosed as to exclude silt, mud, grass or other foreign materials. When comparative compressive tests are m ade in conformance with AASHTO T106, any indication of unsoundness, marked change in time of setting, or a reduction of more than 10 percent in mortar strength, shall be sufficient cause for rejection of the water under test. In all concrete work, except for prestressed and post-tensioned concrete, the water shall not contain more than 1,000 parts per m illion of chlorides as Cl, nor more than 1,300 parts per million of sulfates as SO 4.
In prestressed concrete work, the water shall not contain more than 650 parts per million of chlorides as Cl, nor more than 1,300 parts per million of sulfates as SO 4.
In no case shall the water contain an amount of impurities that will cause a change in the setting of Portland cement.
In addition to the above requirements, water for curing concrete shall not contain any impurities in sufficient amounts to cause discoloration of the concrete or produce etching of the surface. In addition to the foregoing requirements of this Section, such water shall not contain coloring agents or more than 300 parts per million of alkalies (Na 20+0.65K 20) as determined on the filtrate. The specific gravity of such water mixture shall not exceed 1.034 and shall not vary more than ±0.010 during any day's operations. M.02.08 CONCRETE PAVEMENT JOINTS. M.02.08.1 Transverse and Longitudinal Joints. These joints shall consist of load transfer devices, poured joint seal, and expansion joint filler. Expansion joint filler shall be preformed joint filler. Tie bars shall be deformed conforming to the requirements of AASHTO M31 or M42, except that rail steel shall not be used for bars that are to be bent and re-straightened during construction. Dowel bars shall be plain round bars conforming to AASHTO M254 and M255, and shall be free from burring or other deformation restricting slippage in the concrete. One-half the length of each bar shall be treated with a bond-breaker material. The sleeves for dowel bars shall be metal of an approved design to cover 2 inches, plus or minus 1/4-inch, of the dowel with a closed end, and with a suitable stop to hold the end of the sleeve at least 1 inch from the end of the dowel bar. M.02.09 JOINT MATERIALS FOR CONCRETE PAVEMENTS. M.02.09.1 Preformed Joint Filler . Preformed joint filler shall conform to AASHTO M153 Type II; Expanded Rubber Specification ASTM D1056, Type 2C2; or AASHTO M33 and M213.
Μ−11M.02.09.2 Poured Joint Sealer. Poured joint sealer shall be a rubber compound of the hot poured type, conforming to the requirements of AASHTO M173 unless otherwise noted on the Plans or Special Provisions. M.02.09.3 Preformed Neoprene Compression Seals and Lubricant Adhesive.
the only base polymer. The seal shall be free of curling, pin holes and uncured areas and shall be uniform in all dimensions. The accepted width and height of the seal shall not be less than the dimensions designated by the seal manufacturer and shall be known as the nominal width and nominal height. The actual width of the seal shall not exceed the nominal width by more than 0.0625 inch for seals up to 1.50 inches, 0.1875 inch for seals 1.50 to 2.50 inches. In addition, the actual height of a seal shall not exceed the nominal by more than 0.125 inch for seals 2.5 inches and less and 0.250 inch for larger seals. The preformed compression seal shall be of adequate design and strength to prevent the intrusion of debris into a sealed joint through repeated cycles of expansion and contraction. It shall function properly at all temperatures between -20 OF and 140OF and shall collapse downward symmetrically along the vertical center plane of the seal design. When the seal is in a compressed condition, misalignment of the walls shall not exceed 0.125 inch for seals of nominal width 2 inches and less and 0.250 inch for seals of nominal width greater than 2 inches. Seals shall meet all physical requirements of AASHTO M220 (ASTM D2628; Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements), except that seals of nominal width greater than 4 inches shall have a tensile strength of not less than 2,000 psi. The compression deflection characteristics of the fabricated seal shall be determined using ASTM D575 Method A. Test specimens shall be 4 inc hes in length for seals 1.25 inches and less in nominal width and 6 inches for seals of nominal width greater than 1.25 inches. Seals shall be conditioned through six complete cycles of compression and all readings taken on the seventh cycle. At 20 percent compression of the nominal width, seals 1.25 inches and less shall exert a stress of not less than 1.5 pounds per linear inch per inch height of seal and have a safe compressibility of 40 percent or less of the nominal width. Seals of nominal width greater than 1.25 inches shall exert a stress of not less than 2 pounds per linear inch per inch height of seal at 20 percent compression and have a safe compressibility of 50 percent or less of the nominal width. The maximum safe compressibility is that point in compression where the air voids are closed and the elastometer itself is in compression. The maximum safe compressibility shall not exceed 100 pounds per linear inch per inch height of seal at the above stated safe compressibility levels. The compression-deflection characteristic of the seal will be used to classify the seal according to movements of 0.05, 1.0, 1.5 and 2.0 inches. No tolerance on movement classification will be permitted. The movement of the seal as determined above, shall exceed or be equal to its classification. Each seal will be qualified for only one movement and will not be used for other movements.
by the Engineer. The lubricant adhesive shall be single component neoprene polymer with only
Μ−12 necessary antioxidants and acid acceptors and shall be in a hydrocarbon solvent. It shall remain fluid at temperatures between 5OF and 120OF and shall contain not less than 22 percent total solids by weight as determined by ASTM D2369. The peel strength of the lubricant adhesive as determined by ASTM D903, shall be not more than 1,500 psi. The lubricant adhesive shall be compatible with the preformed compression seals, concrete, asphalt, sealing compounds and shall not be affected by moisture. The lubricant shall have a minimum shelf life of nine months. M.02.09.4 Silicone Highway Joint Sealant. The silicone joint sealant shall be a one-part silicone material that readily extrudes over a wide temperature range and cures to produce a durable, flexible, low modulus silicone rubber joint seal. It shall have an extension recovery of 100 percent and a compression recovery of 50 percent of the original joint width. The silicone sealant shall meet the requirements of Federal Specifications TT-S-01543 A Class A (one-part silicone sealants) and TT-S-00230 C Class A (one component sealants). Limitations. Silicone sealant is not intended for c ontinuous water immersion, and it should not be applied in totally confined spaces where the sealant is not exposed to atmospheric moisture. The sealant should never be applied to wet or damp surfaces nor should it be installed during inclement weather. It shall be applied not thicker than ½-inch and no thinner than 1/4-inch an approximate width to depth ratio of 2-to-1. M.02.10 JOINT MATERIALS FOR BRIDGE STRUCTURES. The expansion, contraction and construction joints in concrete and masonry constr uction shall be made with or without joint filler and sealed as shown on the Plans. M.02.10.1 Preformed Expansion Joint Filler.
composition which shall conform to AASHTO M33.
M153, Type II or III. Expanded rubber joint filler shall be preformed strips in the thickness as shown on the Plans, of durable elastic expanded rubber, gray in color, containing no reclaimed rubber or factice. The expanded rubber joint filler shall conform with ASTM D1056 Type 2C2.
cell polyethylene foam material recommended for use in sealing expansion joints in concrete. It shall be chemically resistant and capable of being used in conjunction with cold applied polymer sealants such as silicones, polyurethanes and polysulfides. The material shall be waterproof and shall remain flexible in cold weather.
Μ−13M.02.10.2 Joint Seal (Poured and Caulked Types). The grooves for joint seals shall be formed when the concrete is placed, shall be wire brushed clean, all dust blown free with compressed air, shall be surface dry, primed and filled with a poured or caulked joint seal as specified on the Plans. Joint sealer shall be an approved poured or caulk type placed in accordance with the manufac-turer's recommendations.
identical as that set forth for highways in Subsection M.02.10.4 of these Specifications. M.02.10.3 Mastic Joint Sealer. Mastic sealer shall conform to the following Specifications:
oxidizing resinous plasticizers. It shall neither contain tar nor be an emulsion. It shall form a vapor resistant film when dry.
consistency and shall contain no solvents. The mastic shall, when installed, tenaciously adhere to primed concrete surfaces and shall remain permanently mastic and not contaminate potable water. The material shall be of a type that will, when properly installed, effectively and permanently seal joints subject to movement in concrete. M.02.10.4 Poured Neoprene Sealant - Type "G.” Poured neoprene sealant, shall be a two-compound, cold-applied, self-leveling, neoprene sealant. M.02.10.5 Polyurethane Joint Sealant. The polyurethane joint sealant shall be a one-component, moisture-cured, high-performance, premium-grade, non-sag elastomeric sealant. It shall be designed for an extension and compression recovery of 25 percent maximum. The polyurethane joint sealant shall meet the requirements of Federal Specifications TT-S-00230C, Type II Class A. The color of the polyurethane joint sealant shall be limestone, aluminum gray, or precast at the discretion of the Engineer. M.02.10.6 Polyurethane Elastomeric Joint Sealant. The polyurethane elastomeric joint sealant shall be a two-component, chemically-cured, high-performance, premium-grade, non-sag elastomeric sealant. It shall be designed for an extension and compression recovery of 50 percent maximum. The polyurethane elastomeric joint sealant shall meet the requirements of Federal Specifications TT-S-00227E. The color of the polyurethane elastomeric joint sealant shall be limestone, aluminum gray, or precast at the discretion of the Engineer. SECTION M.03 BITUMINOUS PAVEMENTS M.03.01 BITUMINOUS CONCRETE PAVEMENT. Coarse and fine aggregates, mineral filler, and asphalt cement shall be combined to produce bituminous concrete pavements in accordance with the gradation requirements, physical properties and test limits indicated in the following Table.
Μ−14
SURFACE COURSES FRICTION COURSES
SIEVE BASE BINDER BRIDGE CLASS I-2 or SIZE COURSE COURSE BINDER CLASS I-1 SIDEWALK DENSE RAMP
GRADATION: PERCENT PASSING BY WEIGHT
1-1/4” 100 1” 100 100 3/4" 70-100 70-100 100 90-100 100 1/2” 100 80-100 100 70-90 95-100 3/8” 46-74 46-74 70-100 70-90 95-100 45-75 70-100 #4 25-45 50-70 55-75 20-40 25-45 #8 22-52 22-52 20-35 35-50 40-55 8-18 20-35 #30 10-34 10-34 18-29 20-30 8-15 #50 6-26 6-26 8-17 10-20 13-23 4-12 5-12 #200 3-8 3-8 2-6 3-8 3-8 2-6 2-6 Asphalt % By Weight 4.0 - 6.5 4.0 – 6.5 5.0 – 7.0 5.5 – 7.0 6.0 – 7.5 4.5 – 5.5 5.0 – 7.0
Marshall Stability Lbs. (min) 1600 1600 750 1000 1000 750 750 % Voids 3 – 8 3 – 8 3 – 8 3 – 5 3 – 5 8 min. 5 min. VFA 60 – 75 60 – 75 - 65 – 85 65 – 85 - - Flow (0.01 in) 8 – 16 8 – 16 8 – 16 8 – 16 8 – 16 - 8 – 16 Mixing Temp oF 300 300 260 300 300 260 260
Compaction #blows at Each end 75 75 50 50 50 50 50
Μ−15M.03.02 MATERIALS.
M.03.02.1 Performance-Graded Asphalt Cement.
pavement construction.
methods. The supplier shall conform to the requirements of AASHTO R26; “Standard Practice for Certifying Suppliers of Performance Graded Asphalt Binders,” and shall submit annually a quality control plan conforming to R26. Approved temperature-viscosity charts and test data shall be provided by the supplier in accordance with these Specifications.
not foam when heated to 175 OC (347OF).
The asphalt cement shall be sampled and tested in accordance with and meet all the requirements of AASHTO M 320 for PG 64-28 binder. A direct tension test shall not be used. M.03.02.2 Aggregate for Bituminous Pavements.
stone, or crushed gravel, and, unless otherwise stipulated, shall conform to the respective requirements of Subsections M.01.05, M.01.10 and M.01.11 of these Specifications.
sand and stone screenings. Stone screenings and sands shall be free from dirt, clay, organic matter, excess fines or other deleterious materials. Fine aggregates shall conform to the quality requirements of AASHTO M29. Fine aggregate shall be of such gradation that when proportionally combined with other required aggregate fractions, the resultant mixture will meet the gradation required under the composition of mixture for the specified class. M.03.02.3 Filler. Filler material for use in asphalt mixtures shall conform to the requirements of AASHTO M17. M.03.03 BITUMINOUS MATERIAL. M.03.03.1 Asphalt Cement shall conform to the requirements of Subsection M.03.02.1; Performance Graded Asphalt Cement. M.03.03.2 Medium Curing Cut-back Asphalt shall conform the requirements of AASHTO M82. M.03.03.3 Rapid Curing Cut-back Asphalt shall conform to the requirements of AASHTO M81.
M.03.03.4 Emulsified Asphalt shall conform to the requirements of AASHTO M140.
Μ−16 M.03.04 HIGH PERFORMANCE COLD PATCHING MATERIAL. M.03.04.1 General Requirements . This material shall be a plant mixed, high performance cold patching material composed of mineral aggregates, a modified bituminous material, and capable of storage in a stockpile for a minimum of one year. The material shall be capable of being placed in all conditions, including wet snow conditions, with no pothole preparation and a minimum of labor including the shoveling of the material into the pothole and compacting with a truck tire. M.03.04.2 Aggregates. Aggregates shall be obtained from a source approved by the Department and shall satisfy all requirements of the manufacturer of the bituminous material who shall attest to the same.
crushed gravel and shall meet requirements of SECTION M.01 of these Specifications for surface course aggregates.
blend of the two.
M.03.02.3; Filler . M.03.04.3 Bituminous Material . The bituminous material shall be on the Department’s Approved Materials List for high performance cold patch. M.03.04.4 Mixture.
range and job-mix formula for the aggregate to be used. In no case shall the tolerance for the percent passing a sieve exceed the following: No. 4 and larger ± 7 No. 100 to No. 8 ± 4 No. 200 ± 2
content, shall be designed in accordance with the recommendations of the manufacturer of the bituminous material.
samples of the following at least three weeks before production for verification testing: · 5 kg sample of the high performance cold patching mixture. · 5 kg sample of the coarse aggregate. · 2 kg sample of the fine aggregate, if used. · 1 kg sample of the mineral filler, if used. · 1 quart sample of the modified bituminous material. NOTE: The 5 kg sample of high performance cold patching mixture may be from a lab batch or a plant mix.
Μ−17 The Contractor shall also submit, at least three weeks before production, copies of the bituminous material manufacturer’s results of the following tests:
Static immersion (AASHTO T182) Boiling water immersion (a 200-gram sample of completely coated mixture is immersed for 3 minutes in a beaker of boiling distilled water. The sample is stirred at a rate of one revolution per second throughout the immersion period. At the conclusion of this period, the sample is drained and the percent of aggregate surface that remains coated is recorded. There shall be a minimum 24-hour curing period from the time of mixing until this test is performed).
Specific Gravity and Absorption (AASHTO T85) Sieve Analysis (AASHTO T27) Washed Sieve Analysis (AASHTO T11) Los Angeles Abrasion (AASHTO T96) Sulfate Soundness (AASHTO T104) Percent fractured particles, based on:
Specific Gravity and Absorption (AASHTO T84) Sieve Analysis (AASHTO T27) Washed Sieve Analysis (AASHTO T11)
Sieve Analysis (AASHTO T37)
Viscosity - Saybolt (AASHTO T72) or Kinematic (AASHTO T201)
requirements of the approved mix design.
by:
Μ−18 M.03.04.5 Production Methods . Production may commence only after the Engineer’s acceptance and approval of the above required submittals. The Contractor shall be required to give the Department two days notice prior to commencement of production.
production plant a qualified technical representative of the manufacturer of the bituminous material who, in conjunction with the Contractor, shall be responsible for the process control during production. In addition, this representative, in c onjunction with the Contractor, shall be responsible for all production quality control. This shall include, but not be limited to, the performance of all necessary tests, checks, and verifications on the aggregate, bituminous components and mixture to insure product compliance. Furthermore, it is imperative that only specified and approved materials shall be used and that the production process recommended by the manufacturer of the bituminous material shall be followed. The process control of the bituminous material manufacturer shall include providing written instructions, in conformance with his product literature, for the proper production, handling, storage, placement, and utilization of the high performance cold patching material. In addition, a qualified technical representative of the bituminous material manufacturer shall be available for at least one day to instruct the applicator in the handling of the material and to observe placement of the same.
the acceptance tests and performance of the mixture, the Engineer shall accept or reject the mixture produced. NOTE: Acceptance of the material by the Department will be undertaken only after satisfactory acceptance testing and performance of the mixture.
the relevant and applicable provisions of SECTION 400 of these Specifications, and in strict accordance with manufacturer’s recommendations.
not injurious to the mixture or its performance as a patching material. The stockpile shall be kept free from all contamination. Stockpiling shall be in accordance with the manufacturer’s recommendations with the exception that the material shall be able to be stockpiled either indoors or outdoors under naturally prevailing weather conditions. SECTION M.04
DRAINAGE M.04.01 CONCRETE, CLAY, FIBER AND PLASTIC PIPE. M.04.01.1 Non-reinforced Concrete Pipe. Pipe shall conform to the requirements of AASHTO M86 and SECTION 601 of these Specifications for the specified diameters and strength classes.
Μ−19M.04.01.2 Reinforced Concrete Pipe. Pipe shall conform to the requirements of AASHTO M170 and SECTION 601 of these Specifications for the specified diameters and strength classes. Elliptical pipe shall also conform to the requirements of AASHTO M207. Unless otherwise specified, pipe wall design and use of elliptical reinforcement in circular pipe are optional. Precast reinforced concrete end sections shall conform to the requirements of the cited Specifications to the extent to which they apply. M.04.01.3 Perforated Concrete Pipe. Pipe shall conform to the requirements of AASHTO M175 and SECTION 601 of these Specifications for the specified diameters and strength classes. M.04.01.4 Concrete and Clay Drain Tile. Pipe shall conform to the requirements of SECTION 601 of these Specifications and AASHTO M178 or M179 for the specified material, diameters and quality classes. When specified, the pipe spigot shall have integral spacer lugs to provide for an annular opening and self-centering feature. M.04.01.5 Porous Concrete Pipe. Pipe shall conform to the requirements of AASHTO M176 and M.04.01.6 Vitrified Clay Lined Reinforced Concrete Pipe. Designs for fully lined or half lined pipes of the specified strength classes shall be submitted by the manufacturer for approval. The applicable requirements of SECTION 601, AASHTO M170 and M65 shall govern. Liner, or liner elements, shall be vitrified clay of first quality, sound, thoroughly and perfectly burned without warps, cracks, or other imperfections, and fully and smoothly salt glazed. M.04.01.7 Clay Pipe. Pipe shall conform to the requirements of AASHTO M65, for pipe with full circular cross section, for the specified diameter and strength class. When specified, the bell shall have integral spacer lugs to provide for an annular opening and self-centering feature. M.04.01.8 Vitrified Clay Pipe. Pipe shall conform to the requirements of AASHTO M65 for the specified diameters and strength classes for circular, unperforated pipe. When so specified, the bell shall have integral spacer lugs to provide for an annular opening and self-centering feature. M.04.01.9 Cradle Invert Clay Pipe. Pipe shall conform to the applicable requirements of AASHTO M65. M.04.01.10 Plastic Sewer Pipe. Plastic sewer pipe to be used as pipe culvert shall conform to the applicable requirements of WW-P-00380 (GSA-FSS) and the following additional stipulations.
plastic sewer pipe jointed by means of solvent welding.
Size Nominal O.D. Maximum Wall Nominal Wall
12" 12.50" 0.500" 0.250"