Section 713 Section 713 The materials shall be installed in accord ance with manufacturer's instructions. The waterproofing admixture shall be one listed on the Departments APL. Any retardation of set that occurs will depend upon the concrete mix design and the dosage rate of the admixture. SECTION 714 - MISCELLANEOUS MATERIALS
714.01 Water.
714.01.1 General . All water used shall be free from injurious quantities of oil, acid,
alkali, or vegetable matter; shall be reasonably clear; and shall not be brackish. If at any time water from source becomes of unsatisfactory quality or of insufficient quantity, the Contractor shall provide satisfactory water from some other source. Where the source of water is relatively shallow, the Engineer may require the intake to be enclosed so as to exclude silt, mud, grass, or other foreign materials. Requirements for impurities set out in these specifications are general maximums that may be used as a basis for acceptance. However, if the preliminar y analysis indicates that any of the specified limits for acidity or alkalinity, organic solids, or inorganic solids are exceeded, the water may be further tested as provided in Subsection 714.01.6 to determine its suitability for the purpose intended.
714.01.2 Water for Use in Concrete . Water used in mixing of concrete, mortar, and
grout shall be as set out above. In addition, the water shall not contain impurities in excess of the following limits: Acidity or alkalinity, calculated in te rms of calcium carbonate, % ----------------- 0.05 Total organic solid s, % ------------------------------------------------------------------- 0.05 Total inorganic so lids, % ---------------------------------------------------------------- 0.05 The tests for organic solids and inorganic solids may be waived by the State Materials Engineer on water samples from ponds, lakes, streams, rivers, and ditches in all except the following counties: Pearl River, Stone, George, Hancock, Harrison, and Jackson Counties.
714.01.3 Water for Use in Chemically Stabilized Base . Water used in the construction
of bases that contain cement, lime, or other chemical additive shall be as set out in Subsection 714.01.1 and, in addition, shall not contain impurities in excess of the following limits: Acidity or alkalinity, calculated in te rms of calcium carbonate, % ----------------- 0.05 Total organic solid s, % ------------------------------------------------------------------- 0.05 Total inorganic so lids, % ---------------------------------------------------------------- 0.20 The tests for organic solids and inorganic solids may be waived by the State Materials Engineer on water samples from ponds, lakes, streams, rivers, and ditches in all except the following counties: Pearl River, Stone, George, Hancock, Harrison, and Jackson Counties.
714.01.4 Water for Use in Granular Base . Water for use in granular bases may be
brackish.
714.01.5 Water for Use in the Planting and Establishment of Vegetation . Water used
for planting and establishment of vegetation shall meet the requirements of Subsection
714.01.1 as related to injurious quantities of oil, acid, or alkali and shall not be brackish.
714.01.6 Tests . As applicable, a routine analysis of the sample of water submitted will
be made. If the routine analysis indicates th at any of the specified limits for acidity or alkalinity, organic solids, or in organic solids are exceeded, the water may be further tested by either or both of the following methods as determined by the State Materials Engineer:
1.A chemical analysis to determine the nature of the specified characteristics for which minimum values are established.
2.Strength and Time-of-Set Test. Results of additional tests may be considered satisfactory if:
a.the solids are found to be not detrimental to the materials with which the water is used;
b.the alkali carbonates and bicarbonate s do not exceed 0.1% by weight of water when the combination of carbonates and bicarbonates is calculated to sodium carbonate, Na 2CO3;
c.the 28-day strength of mortar made with the water is not less than 90% of that made with distilled water; and
d.the time of set is not less than 45 minutes. In general, water will be approved if it complies with the applicable requirements of the Standard Specifications, or if the results of additional tests as provided above are determined by the State Material s Engineer to be satisfactory. No formal tests of water used for granular base, or embankment construction, or in connection with the planting and establishment of vegetation will be made unless the Engineer questions the quality of the water.
714.02 Calcium Chloride . Calcium chloride shall conform to the requirements of
AASHTO M 144. Calcium chloride shall not be used in concrete that will be prestressed, nor shall it be used in other concrete unless specifically approved by the Engineer.
714.03 Lime.
714.03.1 General . Lime shall be stored and handled in closed, weather-proof containers
until used. If local storage is provided, lime shall be used only from approved storage facilities and shall meet the requirements of the contract at the time of use.
714.03.2 Hydrated Lime . Hydrated lime for use in mortar shall conform to the
requirements of ASTM C 207, Type N. Hydrated lime for soil stabilization shall conform to the following requirements: Calcium and magnesium oxides, nonvol atile basis, %, minimum -------------------- 90 Carbon dioxide, %, maximum ------------------------------------------------------------- 7 Moisture loss, 2 hours @ l20°C, maximum ---------------------------------------------- 3 Gradation of Residue: Retained on No. 30 sieve, %, maximum ------------------------------------------------ 2.5 Retained on No. 200 siev e, %, maximum ----------------------------------------------- 15
714.03.3 Quick Lime.
714.03.3 1--Granular or Pelletized Quick Lime. Granular or pelletized quick lime for
soil stabilization shall be a commercial granular or pelletized quick lime and shall conform to the following requirements prior to slaking: Calcium and magnesium oxides, nonvol atile basis, %, minimum -------------------- 90 Carbon dioxide, %, maximum ------------------------------------------------------------- 7 Gradation, percent passing by weight: ¾-inch sieve ------------------------------------------------------------------------------- 100 No. 4 sieve -------------------------------------------------------------------------------- 0-30 The Contractor shall furnish certified test repo rts with each shipment of quick lime attesting to the purity of the lime and that the lime meets the requirements of the specifications; however, the material shall be subject to insp ection, test, or rejection by the Engineer at any time.
714.03.3 2--Dry Quick Lime. Dry quick lime used for soil stabilization by the dry
application method shall be a commercial quick lime and shall conform to the following requirements after two minutes on a Ro-tap shaker: Sieve Percent Passing By Weight No. 10 100 No. 20 90 - 100 No. 100 0 - 20 No. 200 0 - 5 Dry quick lime shall meet the slaking standard s as defined in ASTM C 110, and shall reach maximum heat rise in no more than six (6) minutes. The Contractor shall furnish certified test repo rts with each shipment of quick lime attesting to the purity of the lime and that the lime meets the requirements of the specifications; however, the material shall be subject to insp ection, test, or rejection by the Engineer at any time.
714.03.4 Bag Lime . When bag lime is used, the bag shall bear the weight certified by the
manufacturer. Bags varying more than five percent from the certified weight will be rejected, and the average weight of bags in any shipment determined by weighing 50 bags taken at random shall not be less than the cer tified weight. Bag lime shall conform to the requirements of hydrated or quick lime as applicable.
714.03.5 Limestone Dust . The source of the material sha ll be approved by the Engineer
and meet the following gradation requirements: Sieve Percent Passing No. 30 95 - 100 No. 200 20 - 100
714.04 Sodium Chloride . Sodium chloride shall conform to the requirements of
AASHTO M 143.
714.05 Fly Ash.
714.05.1 General. The fly ash source must be approved for listing in the Department’s
APL prior to use. The acceptance of fly as h shall be based on certified test reports, certification of shipment from the supplier, an d tests performed on samples obtained after delivery in accordance with the Department’s Materials Division Inspection, Testing, and Certification Manual and Department SOP. Different classes of fly ash or different sources of the same class shall not be mixed or used in the construction of a structure or unit of a structure without written permission from the Engineer. The Contractor shall provide suitable means for storing and protecting the fly ash from dampness. Separate storage silos, bins, or containers shall be provided for fly ash. Fly ash that has become partially set or contains lumps of caked fly ash shall not be used. The temperature of the bulk fly ash shall not be greater than 165°F at the time of incorporation into the work. All classes of fly ash shall meet the supp lementary option chemical requirement for available alkalies listed in AASHTO M 295, Tabl e 2. Class F fly ash shall have a calcium oxide (CaO) content of less than 8.0%. Class C fly ash shall have a CaO content of greater than or equal to 8.0%. The replacement of hydraulic cement with fly ash shall be in accordance with the applicable replacement content specified in Subsection 701.02.2 and 701.04.2. In addition to these requirements, fly ash shall meet the following specific requirements for the intended use.
714.05.2 Fly Ash fo r Use in Concrete. When used with hydraulic cement in the
production of concrete or grout, the fly ash shall meet the requirements of AASHTO M 295, Class C or F, except the loss on ignition shall not exceed 6.0 percent. No additional cementitious materials, such as blended hydraulic cement, GGBFS, metakaolin, or others, shall be added to or as a replacement for hydraulic cement when used with fly ash. Type IL may be permitted in accordance w ith Subsection 701.04.
714.05.3 Fly Ash for Soil Stabilization. When used with hydrated lime in soil
stabilization, the class of fly ash shall be as specified in the contract. The fly ash, when mixed with hydrated lime and soil or soil-aggregate, shall produce the minimum design characteristics for the course to be stabilized. The fly ash shall meet the requirements of AASHTO M 295 for the class specified, except the loss on ignition shall not exceed 10.0 percent.
714.06 Ground Granulated Blast Furnace Slag.
714.06.1 General . The ground granulated blast furnace slag (GGBFS) source must be
approved for listing in the Department’s APL pr ior to use. The acceptance of GGBFS shall be based on certified test reports, certification of shipment from the supplier, and tests performed on samples obtained after delivery in accordance with the Department’s Materials Division Inspection, Testing, and Certification Manual and Department SOP. The Contractor shall provide suitable means for storing and protecting the GGBFS against dampness and contamination. Separate storage silos, bins, or containers shall be provided for GGBFS. GGBFS that is partially set, caked or contains lumps shall not be used. The State Materials Engineer shall be notified in writing of the nature, amount and identity of any processing or other additions made to the GGBFS during production. GGBFS from different mills shall not be mixed or used alternately in any one class of construction or structure with out written permission from the Engineer; except that this requirement will not be applicable to cement treatment of design soils or bases. No additional cementitious materials, such as blended hydraulic cement, fly ash, metakaolin, or others, shall be added to or as a replacement for hydraulic cement when used with GGBFS in the production of concrete. The replacement of hydraulic cement with GGBFS shall be in accordance with the ap plicable replacement content specified in Subsection 701.02.2.
714.06.2 Specific Requirements. GGBFS shall meet the requirements of AASHTO M
302, Grade 100 or 120. GGBFS shall contain no chlorides.
714.07 Stabilizing Fibers.
714.07.1 General. Stabilizing fibers shall be used in Stone Matrix Asphalt (SMA)
mixtures and other mixtures, as necessary, for draindown reduction. Fibers shall be added at a minimum dosage rate of 0.30 percent for both cellulose and mineral fibers by weight of total mix. The produced mixture containing the fibers shall exhibit a draindown of 0.30 percent or less when tested in accordan ce with Mississippi Test Method MT-82. Either cellulose or mineral fibers may be used. A pelletized fiber comprised of either cellulose or mineral fiber may also be used.
714.07.2 Cellulose Fibers. Cellulose fibers shall conform to the following properties.
Property Specification Requirement Fiber Length 0.25 inch maximum Sieve Analysis
a.Alpine Air Jet Sieve Method Passing No. 100 sieve 60 – 80 percent
b.Mesh Screen Sieve Method Passing No. 20 sieve Passing No. 40 sieve Passing No. 100 sieve 75 – 95 percent 55 – 75 percent 20 – 40 percent Ash Content 18.0 5 percent PH 7.5 1.0 Oil Absorption 5.0 1.0 Moisture Content 5.0 percent maximum
714.07.3 Mineral Fibers. Mineral fibers shall conform to the following properties.
Property Specifica tion Requirement Average Fiber Length 0.25 inch maximum Average Fiber Thickness 0.0002 inch maximum Shot Content (ASTM C612) Passing the No. 60 sieve 85 – 95 percent Passing the No. 230 sieve 60 – 80 percent
714.07.4 Pelletized Fibers.
Pelletized fibers shall conform to the prop erties provided in Subsection 714.07.2 or
714.07 3.
714.08 Frames, Grates, Covers, and Ladder Rungs. Metal units shall conform to the
plan dimensions and to the applicable requirements in Sections 716 or 717. Galvanizing, where specified for these units, shall conform to the requirements of AASHTO M 111, unless otherwise designated.
714.09 Additional Cementitious Materials.
714.09.1 Blank.
714.09.2 Silica Fume.
714.09.2 1--General . Silica fume shall only be used as a supplementary cementitious
material in hydraulic cement concrete for compliance with the requirements for cementitious materials exposed to soluble sulfate conditions. Silica fume from different sources shall not be mixed or used alternately in any one class of construction or structure without written permission from the Engineer. No additional cementitious materials, such as blended hydraulic cement, performance hydraulic cement, fly ash, GGBFS, or others, shall be added to or as a replacement for hydraulic cement when used with silica fume in the production of concrete. The State Materials Engineer shall be notified in writing of the nature, amount and identity of any processing, or other additions made to the silica fume during production.
714.09.2 2--So urce Approval. The approval of each silica fume source shall be on a case
by case basis as determined by the State Materials Engineer. In order to obtain approval of a silica fume source, the Producer/Suppliers shall submit to the St ate Materials Engineer the following for review: certified test reports, made by an acceptable, independent laboratory regularly inspected by the Cement and Concrete Reference Laboratory (CCRL) or AASHTO accredited laboratory, that show that the silica fume meets all the requirements of AASHTO M307, Table 3, including the Sulfate resistance expansion, listed in the table for Optional Physical Requir ements, and other requirements listed herein. In order to demonstrate effectiv eness in contributing to sulfate resistance, the test data shall include results of silica fume from the propo sed source tested in accordance with ASTM C 1012. There shall be two sets of test specimens per the following:
a.One set of test specimens shall be prepared using a Type I hydraulic cement meeting the requirements of AASHTO M85 with a tricalcium aluminate (C 3A) content of more than 8.0%,
b.One set of test specimens shall be prepared using a Type II hydraulic cement meeting the requirements of AASHTO M85.
c.The proposed silica fume shall be inco rporated at the rate of 8% cement replacement in each set of test specimens and shall meet the following acceptance criteria for source approval:
i.The requirement for acceptance of the te st sample using Type I hydraulic cement is an expansion of 0.10% or less at the end of six months. (ii) The requirement for acceptance of the test sample using Type II hydraulic cement is an expansion of 0.05% or less at the end of six months.
714.09.2 3--Storage. The Contractor shall provide suitable means for storing and
protecting the silica fume against dampness and contamination. Silica fume that is partially set, caked, or contains lumps shall not be used.
714.09.2 4--Acceptance. With each new lot of material shipped, the Contractor shall
submit to the State Materials Engineer a certif ied test report from the manufacturer showing that the material meets the Chemical a nd Physical Requirements of AASHTO M307. The Department reserves the right to sample, for check tests, any shipment or lot of silica fume delivered to a project.
714.10 Elastomeric Bearings.
714.10.1 General . This work shall consist of furnishing and installing elastomeric
bearings in accordance with the plans and th ese specifications. All required testing and furnishing of sample bearings is considered to be part of the covered work. Shop drawings shall be approved by the Engineer prior to beginning of fabrication or production of bearings. Elastomeric bearings, as herein defined, shall include plain or non-reinforced pads consisting of elastomer only, and reinforced or laminated bearings consisting of elastomer reinforced with steel laminates. All elastomeric bearings shall be furnished to the dimensions indicated on the plans. They shall be composed of the specified elastomer type, grade and hardness or shear modulus, shall be adequate for the specified design load, shall be tested at the appropriate level, and shall satisfy any special requirements as shown on the plans.
714.10.2 Elastomer. The raw elastomer shall be virgin polychloroprene (Neoprene),
Grade 3 as referenced in AASHTO M 251. Elastomer for plain or non-reinforced bearings shall be 70-Durometer, adequate for 800 pounds per square inch design compression stress, and shall be tested to Level I as hereinafter described. Unless otherwise shown on the plans, elastomer for laminated or reinforced bearings shall be 50-Durometer, adequate for 1,000 pounds per square inch design compression stress, and shall be tested to Level I as hereinafter described. An elastomer of higher grade number may be substituted for the specified grade. The elastomer compound shall also meet the minimum requirements of Table I except as otherwise specified by the Engineer. When test specimens are cut from the finished product, a 10 percent variation in physical properties shall be permitted. All material tests shall be carried out at 73 ±4 °F unless otherwise specified.
714.10.3 Steel Laminates . Steel laminates used for rein forcement shall be made from
rolled mild steel conforming to ASTM A 36 or A 1011, unless otherwise specified by the Engineer. The laminates shall have a minimum nominal thickness of 16-gauge. Holes in plates for manufacturing purposes shall be considered in design.
714.10.4 Bonding Adhesive . The vulcanized bond betw een the elastomer and steel
laminates shall have a minimum peel strength of 40 pounds per inch. The peel strength shall be performed in accordance with ASTM D 429, Method B.
714.10.5 Fabrication .
714.10.5 1--General . Plain pads shall be cast as a single unit in individual molds under
heat and pressure except leveling pads 3/8 inch or less in thickness may be sheared. Bearings with steel laminates shall be cast as a unit in a mold and bonded and vulcanized under heat and pressure. The molds shall have standard shop practice mold finish. The internal steel laminates shall be sandblasted an d cleaned of all surface coating rust and mill scale before bonding, shall be free of sharp edges and burrs, and shall have a minimum edge cover of 1/8 inch. Flash tolerance, finish, and appearance shall m eet the requirement of the latest edition of the Rubber Handbook as published by the Rubber Manufacturers Association, Inc., RMA F3 and T.063 for molded bearings and RMA F2 for extruded bearings.
714.10.5 2--Tolerances. Plain pads and laminated bearings shall be built to the design dimensions and these specifications with the following tolerances:
a.Overall Vertical Dimensions Design Thickness 1¼ inches or less -0, +1/8" Design Thickness >¼ inches -0, +1/4"
b.Overall Horizontal Dimensions 36 inches and less -0, +1/4" over 36 inches -0, +1/2"
c.Thickness of Individual Layers of Elastomer Laminated Bearings Only at any point ±20% of design value within the bearing but no more than ±1/8"
d.Variation from a Plane Parallel to the Theoretical Surface as determined by Measurements at the edge of the bearings Top slope relative to the bottom of no more than 0.005 radians Sides 1/4"
e.Position of Exposed Connection Members 1/8"
f.Edge cover of Embedded Laminates or Connection Members -0, +1/8"
g.Size of Holes, Slot or Inserts ±1/8"
h.Position of Holes, Slots, or Inserts ±1/8"
714.10.6 Acceptance Procedure . The acceptance criteria shall be at two levels. Level I
acceptance shall be applied to all elastomeric bearings. Level II acceptance criteria shall be applied as required on the plans or contract documents. Level II criteria shall also be used to resolve differences over the acceptance of bearings to which only Level I tests have been applied. Level I criteria require that bearing pads be manufactured according to this specification and any additional requirements specified on the plans. The manufacturer shall proof load each steel reinforced bearing with a compressive load of 1500 pounds per square inch. If bulging patterns imply laminate placement th at does not satisfy design criteria and manufacturing tolerances or if bulging suggests poor laminate bond, the bearing shall be rejected. If there are three (3) separate surface cracks greater than 0.08-inch wide and 0.08- inch deep, the bearin g shall be rejected. A copy of the proof loading results for each lot of steel reinforced bearings shall be furnished the Bridge Engineer prior to shipment of the bearings. The Department reserves the right to require th at proof loading be done in the presence of and witnessed by a representative of the Depa rtment. Whether a Department representative was present to witness the proof loading or not, the manufacturer's certification concerning compliance with the requirements of the contract shall attest to acceptable proof loading. Level I criteria require that the elastomer sati sfy the minimum properties of Table I. Level I criteria also include bond test for laminated bearings as referenced in ASTM D 429, Method B. Level II certification requires that all Level I conditions be satisfied, except that individual conditions may be waived by the Engineer if Leve l II certification is us ed as an arbitration of disputes. Additionally, shear modulus and compressive stiffness shall be determined in accordance with ASTM D 4014. The shear modul us shall fall within the range of values specified in Table II. Compressive stiffness tests shall be performed on the complete bearing. The compressive stiffness shall vary by no more than ±10 percent from the median value of all bearings. TABLE II HARDNESS (SHORE A) 50 60 70 Shear Modulus at 73°F, psi 85 - 100 120 - 155 160 - 200 The Contractor shall furnish to the Engineer three copies of the manufacturer's certified test reports and certification that each lot in a shipment complies with the requirements of the contract.
714.10.7 Marking. Each reinforced bearing shall be marked in indelible ink or flexible paint. The marking shall consist of the or der number, lot number, bearing identification
number, and elastomer type and grade number. Unless otherwise specified in the contract documents, the marking shall be on a face that is visible after the erection of the bridge.
714.10.8 Sampling. A lot for plain bearings shall be the manufacturer's lot. Each designated thickness of laminated bearings used on a project shall constitute a lot. Unless
otherwise specified on the plans or in the cont ract documents, sampling shall be at the rate of one bearing per lot. The supplier sha ll produce sufficient extra bearing pads to accommodate this sampling. Bearing pads from within a lot shall be selected at random by a representative of the Department as samples for inspection and testing.
714.11 Hydraulic Cement Mortar, Grout and Concrete Patching Compounds .
714.11.1 General . The ingredients for hydraulic cem ent mortar and grout shall conform
to the following subsections: Portland Cement ............................................................................................... 701.02 Masonry Cement .............................................................................................. 701.03 Water ............................................................................................................. 714.01.2 Fine aggregate unless otherwise de signated ..................................... 703.02 or 703.18 Calcium chloride .............................................................................................. 714.02 Hydrated lime ................................................................................................ 714.03.2 Fly Ash ............................................................................................................. 71 4.05 Limestone Dust ............................................................................................. 714.03.5
714.11.2 Grout for Pressure Grouting . Grout for pressure grouting shall consist of a
mixture of hydraulic cement, water, calcium chloride, fly ash and/or limestone dust and fine sand in the proportions set forth in Section 512. Fine sand shall meet the following requirements: Square Mesh Sieve Percent Passing by Weight No. 10 100 No. 60 40 - 90 No. 200 0 - 50 Percent Silt 0 - 25 Percent Clay 0 - 12 Percent Organic Material 0 - 3 Plasticity Index N.P.
714.11.3 Grout for Posttensioned Members . Grout for posttensioned members shall
consist of a mixture of the following: 1 part hydraulic cement, Type 1 1/4 part fly ash 3/4 part washed sand, all passing No. 16 sieve, not more than five percent retained on No. 30 Four to six gallons of water per bag of cement A plasticizing admixture, subject to approval by the Engineer, shall be used in accordance with the manufacturer's recommendations. The grout shall be mixed in a mechanical mixer and shall be agitated until placed. Members shall not be moved before the grout has set, which ordinarily requires a minimum of 24 hours at 80°F or higher.
714.11.4 Blank .
714.11.5 Masonry Mortar . Masonry mortar shall consist of masonry cement mixed in
accordance with the formula shown on the bag or shall consist of one part hydraulic cement, three parts mortar sand, and sufficient water to make a mortar of such consistency that it can be easily handled and spread with a trowel. The addition of hydrated lime will be permitted in the proportion of 1/10 part by volume of the cement. Fine aggregate meeting the requirements of Subsection 703.02 may be used for mortar to be used in other that masonry work. Unless an approved mortar mixing machine is used, the sand and mortar mix, or cement and lime, shall be mixed dry in a tight box until the mixture assumes a uniform color, after which water shall be added as the mixing c ontinues until the mortar attains the proper consistency. Mortar shall be used within 45 minutes after its preparation. Retempering of mortar will not be permitted.
714.11.6 Rapid Setting Cementitious Pa tching Compounds for Concrete Repair.
Rapid setting concrete patching compounds must be approved for listing in the Department’s APL prior to use. Upon approva l, a product must be recertified every four
4.years to remain on the APL. Each product shall be pre-measured and packaged dry by the manufacturer. All liquid solutions included by the manufacturer as components of the packaged material shall be packaged in a wa tertight container. The manufacturer may include aggregates in the packaged material or recommend the addition of Contractor furnished aggregates. The type, size and quantity of aggregates, if any, to be added at the job site shall be in accordance with the manufacturer's recommendatio ns and shall meet the requirements of Subsection 703.02 for fine aggregate and Su bsection 703.03 for coarse aggregate. Required mixing water to be added at the job site shall meet the requirements of Subsection 714.01.2. Only those bonding agents, if any, recommended by the manufacturer of the grout or patching compounds may be used for increasing the bond to old concrete or mortar surfaces. Patching compounds containing soluble chlorides will not be permitted when in contact with steel. Site preparation, proportioning of materials, mixing, placing and curing shall be performed in accordance with the manufacturer's recommenda tion for the specific t ype of application, and the Contractor shall furnish a copy of these recommendations to the Engineer. Rapid setting cementitious concrete patching compounds, including components to be added at the job site, shall conform to the following physical requirements:
a.Non-shrink cementitious grouts shall not be permitted for use.
b.Compressive strength shall equal or exceed 3000 psi in 24 hours in accordance with ASTM C 928 for Type R2 concrete or mortar.
c.Bond strength shall equal or exceed 1000 psi in 24 hou rs in accordance with ASTM C 928 for Type R2 concrete or mortar.
d.The material shall have a maximum length change of ±0.15% in accordance with ASTM C 928 for Type R2 concrete or mortar. The Contractor shall furnish to the Engineer three copies of the manufacturer’s certified test report(s) showing results of all required tests and a certification that the material meets the specifications when mixed and place in accordance with the manufacturer's instructions. When the mixture is to be placed in contact with steel, the certification shall further state that the packaged material contains no chlorides. Certified test report(s) and the certification shall be furnished for each lot in a shipment. The proportioning of materials must be approved by the State Materials Engineer and any subsequent change in proportioning must also be approved. A sample of each component shall be submitted to the Engineer along with the quantity or percentage of each to be blended. At least 45 days must be allowed for initial approval. The proportioning of materials for subsequent lots may be approved by the State Materials Engineer upon receipt of certification from the manufacturer that the new lot of material is the same composition as that originally approved by the Department and that the material has not been changed or altered in any way.
714.11.7 Commercial Grout for Anchor ing Doweled Tie Bars in Concrete . Approved
Non-“Fast Set” Epoxy anchor systems may be used for the repair of concrete pavements that do not involve permanent sustained tension applications or overhead applications. Approved epoxy anchors for concrete pavement repair shall be one listed on the Department’s APL.
714.11.7 1--Epoxy Grout Anchor System . Epoxy grout shall consist of one part liquid
epoxy to a maximum of four parts clean dry silica sand by volume. The epoxy shall be a two-component epoxy-resin bonding system for application to hydraulic cement concrete. The silica sand shall be bagged general purpos e blast cleaning sand. The grout shall be placed with equipment that disp enses the grout evenly around the bar and completely fills the hole. Tamping the material in the hole by hand will not be satisfactory. 714.11.7.2--Non-Expanding Chemical Anchor System. Chemical anchor system shall consist of a premeasured unit containing polymeric or epoxy type resin and a hardener and may also include quartz sand aggregate. The resin and hardener shall be isolated from each other by a physical-chemical barrier or may be contained in separate premeasured units. 714.11.7.3--Installation . Unless otherwise specified, installation and hole sizes shall be in accordance with the ma nufacturer's recommendations.
714.11.7 4--Acceptance Procedure . The anchor system must be one from the
Department's APL. Prior to use, the Contractor shall furnish the Engineer three copies of the manufacturer's certification for each shipment stating that the material furnished is of the same composition as that originally approved by the Department and that the material has not been changed or altered in any way. Upon approval, a product must be recertified every four (4) years to remain on the APL. Each day an in-place tension test shall be pe rformed at random on a tie bar with a maximum curing time of two hours. If the test fails to meet the total load required to stress the bar to 50,000 psi, three additional tests shall be made at random. If any of the additional tests fail, all bars installed on that day shall be tested and any bar that fails shall be replaced. The Contractor shall furnish the testing devi ce that shall include a certified calibration chart. No separate measurement for payment will be made for the testing device.
714.11.8 Epoxy Joint Repair System .
714.11.8 1--General . When the epoxy system is from the Department's current APL, the
Contractor shall furnish the En gineer three copies of the ma nufacturer's certification, for each shipment, stating that the epoxy and all components is the same composition as that originally approved by the Department and that the material has not been changed or altered in any way. Upon approval, a product must be recertified every four (4) years to remain on the APL. If the materials proposed for use are not from the Department's current list of approved materials, a sample of the epoxy and all components required for the epoxy mortar mix shall be submitted to the Engineer for evaluation and approval at least 30 calendar days prior to placement. Subsequent approval of each shipment may be by manufacturer's certification as set out above. A representative of the epoxy manufacturer must be present for sufficient time to assure that the Contractor is properly schooled in the use of the epoxy materials.
714.11.8 2--Epoxy Resin . The material shall meet the re quirements of ASTM C 881, Type
I, Grade 2, Class C.
714.11.8 3--Silica Sand . The material shall be bagged general purpose blast cleaning sand.
714.11.8 4--Epoxy Mortar Mix . The mortar mix shall consist of one part liquid epoxy to
3.5 parts clean dry sand by volume. 714.11.8.5--Mixing and Curing . Mixing of all epoxy materials shall be accomplished with a mechanical mixer. A trial batch of mortar, approximately one cubic foot, will be mixed and used for joint repair. From this batch, the pot life and subsequent amount of material to be mixed will be determined.
714.12 Sprayed Finish for Concrete Surfaces . The spray material shall be an approved
commercial product designed specifically for a sprayed finish and when applied to the concrete specimens at a rate of one gallon per 50 square feet shall conform to the following requirements.
714.12.1 Freeze-Thaw Test . Cast and cure three concrete specimens, not less than 4" x
6" x 6". Fourteen days moist curing with a drying period in room air at 60° to 80°F for 24 hours before coating with spray finish is requ ired. Caution shall be taken to ensure that there is no excessive oil on specimen forms. Sides of specimens, brush permitted, shall be coated as herein set out and cured at room temperature for 48 hours, after which the following steps shall be taken:
a.Immerse in water at room temperat ure, 60° to 80°F for three hours;
b.Remove and place in cold storage at -15 oF for one hour;
c.Remove and thaw at room temper ature, 60° to 80°F, for one hour;
d.Repeat (b) and (c) for 50 cycles. At the end of the 50 cycle Fr eeze/Thaw Test, the specimens shall show no visible defects.
714.12.2 Accelerated Weathering . Material shall be subjected to a 5000 hour exposure
test in accordance with ASTM G 151. Testing shall be performed in conjunction with either ASTM G 153, Carbon Arc Light Apparatus, or ASTM G 155, Xenon Arc Light Apparatus. Test Exposure Conditions shall be as specified in Table X1.1, Cycle 1 in ASTM G 153, or Table X3.1, Cycle 1 in ASTM G 155. At the end of the exposure test, the exposed sample must not show any chipping, flaking or peeling.
714.12.3 Fungus Growth Resistance . Material to be used shall pass a fungus resistance
test as described by ASTM D 3273 with a minimum incubation period of 21 days where no growth shall have been indicated after the test.
714.12.4 Color . Unless otherwise specified or direct ed by the Bridge Engineer, the color
of the finish shall be that deemed by the Engine er to be as close as practicable to the color of a rubbed concrete finish.
714.12.5 Testing and Certification . All testing shall be performed by a qualified
commercial testing laboratory acceptable to the Engineer. Before any part of a shipment is applied on the project, the Contractor shall furnish the Engineer with a certificate fr om the manufacturer attesting that the commercial product furnished conforms to the same formula as that previously subjected to the specified tests, and approved. Copies of the current test reports shall be attached to the certificate. No test report for tests made more than four years prior to shipment to the project will be accepted.
714.13 Geotextiles.
714.13.1 General. Unless specified otherwise, the geotextile may be woven or non-
woven. The fibers used in the manufacture of the geotextiles and the threads used in joining geotextiles by sewing, shall consist of long-chain synthetic polymers, composed of at least 95% by weight polyolefins, polyesters, or polyamides. They shall be formed into a network such that the filaments or yarns retain dime nsional stability relative to each other, including selvages. The geotextile shall be mildew resistant and inert to biological degradation and naturally encountered chemicals, alkalines and acids. Geotextile not protected from sunlight after installation shall contain stabilizers and/or inhibitors to make it resistant to deterioration from direct sunli ght, ultraviolet rays, and heat. The edges of the geotextile shall be selvaged or finished in such a manner to prevent the outer yarn of filaments from raveling. The geotextile shall be free of defects or flaws that affect the required physical properties. Unless otherwise specified in Subsection 714.13, the geotextile fabric shall meet the requirements and conform to the applications in AASHTO M 288. Geotextile for silt fence shall be manufactured in widths of not less than three feet, and geotextile for other applications shall be manufactured in widths of not less than six feet. Sheets of geotextile may be sewn or bonded together at the factory or other approved locations, but deviation from the physical requirements will not be permitted. Acceptance testing will be conducted with geot extile samples from each lot shipped to the project, as per Subsection 714.13.10.
714.13.2 Geotextile for Silt Fence. The geotextile shall conform to the physical
requirements of Type I or II as shown in Table I. Unless a specific type is specified in the plans or contract documents, the Contractor may select Type I or II. Silt fence will be accepted by certification. Unless otherwise specified in in Subsection 714.13, the geotextile for silt fence shall meet the requirements and conform to the applications in AASHTO M 288.
714.13.2 1--Woven Wire Backing. Woven wire backing for reinforcing silt fence shall
be at least 32 inches high and have no less than six horizontal wires. Vertical wires shall be spaced no more than 12 inches apart. The top and bottom wire shall be 10-gauge or larger. All other wire shall be no smaller than 12½-gauge. Woven wire backing may also be accepted by Subsection 712.03.
714.13.2 2--Posts. Wood or steel posts may be used. Wood posts shall have a minimum
diameter of three inches and length of five feet and shall be straight enough to provide a fence without noticeable misalignment. St eel tee posts shall be five feet long, approximately 1 3/8" wide, 1 3/8" deep, and 1/8" thick with a nominal weight of 1.33 pounds per foot prior to fabrication. The posts shall have projections, notches or holes for fastening the wire backing or geotextile to the posts.
714.13.2 3--Staples. Staples shall be made of 9-gauge wire with a minimum length of one
inch after bending. 714.13.3--Geotextile for Subsurface Drainage. Unless otherwise specified, the geotextile shall conform to the physical requirements of Type III as shown in Table I. 714.13.3.1--Geotextile for Edge Drains. The geotextile shall conform to the physical requirements of Type V as shown in Table I, except the AOS for the woven geotextile shall have a range of 0.15 mm to 0.43 mm.
714.13.4 Geotextile Underseal. The geotextile shall be non-woven polyester or
polypropylene, that is satisfactory for use with asphalt cements. Unless otherwise specified, the geotextile shall conform to the phy sical requirements of Type IV in Table I.
714.13.5 Geotextile fo r Use Under Riprap. Unless otherwise specified, the geotextile
shall conform to the physical requirements of Type V in Table I. The requirements for grab tensile, puncture, and trapezoidal tear strengths may be reduced 50 percent when the geotextile is cushioned from rock placemen t by a 6-inch minimum layer of sand.
714.13.6 Geotextile Stabilization. The geotextile shall meet the physical requirements
as shown in Table I for the Type specifi ed in the plans or contract documents.
714.13.7 Securing Pins. Steel pins used for anchoring the geotextile shall be three-
sixteenth inch (3/16") in diameter, minimum length of 15 inches, pointed at one end and fabricated with a head for retaining a steel washer. A minimum one and one-half inch (1½") washer shall be installed on each pin.
714.13.8 Identification. Each roll of geotextile or container shall be visibly labeled with
the name of the manufacturer, type of geotex tile or trade name, lot number, and quantity of material.
714.13.9 Shipment and Storage. During shipment and storage, the geotextile shall be
protected from direct sunlight, ultraviolet rays, temperatures greater than 140°F, mud, dirt, dust, and debris. The geotextile shall be wrapped and maintained in a heavy-duty protective covering, including ends of roll.
714.13.10 Certifica tion, Acceptance Sampling and Testing. The Contractor shall
furnish to the Engineer three copies of the manufacturer’s certification that each lot in a shipment complies with the requirements of the co ntract. Certification of geotextile for silt fence shall include a material conformance stat ement, as per Subsection 700.05.1, that the geotextile meets or exceeds the minimum average roll values specified in Table 1 and II. All geotextile, steel pins, washers, fence posts, woven wire and wire staples are subject to approval by the Engineer upon delivery to the work site. Acceptance testing shall be completed prior to incorporating in the work. Acceptance of geotextile to be used in the work will be based on the results of tests performed by the Department on verification samples submitted from the project. The Engineer will select one roll at random, from each lot in a shipment, for sampling. A sample extending full width of the randomly selected roll and containing at least five square yards of geotextile will be obtained and submitted by the Engineer. The sample shall be provided at no additional cost to the State. The geotextile shall meet the requirements of Table 1 in Subsection 714.13.11. Unless otherwise specif ied in Table 1 in Subsection 714.13.11, the geotextile fabric shall meet the requirements and conform to the applications in AASHTO M 288.
714.13.11 Table.
Table 1 - Geotextiles Type Designation I1 II1 III IV V VI VII VIII IX Sediment Control Drainage Paving Separation & Drainage Separation, Stabilization & Reinforcement High Strength Physical Property2 Woven Non- Woven Woven Non- Woven ---- ---- Test Method Grab Strength (lb) 50 90 110 90 200 280 180 450 280 ---- ---- ASTM D Elongation (%) ---- 50% max @ 45 lb 20% min 50% min @ break 50% min 50% max 50% Min 50% max 50% Min ---- ---- ASTM D Seam Strength (lb) ---- ---- 70 ---- 180 240 160 400 240 ---- ---- ASTM D Puncture Strength (lb) ---- ---- 40 ---- 80 110 75 180 115 ---- ---- ASTM D Trapezoidal Tear (lb) ---- ---- 40 ---- 80 100 70 150 100 ---- ---- ASTM D Asphalt Retention (gal/yd2) ---- ---- ---- 0.2 ---- ---- ---- ---- ---- ---- ---- ASTM D Permittivity (sec-1) min 0.05 0.05 0.05 ---- 0.2 0.2 0.2 0.2 0.2 ---- ---- ASTM D AOS Woven (mm) max 0.60 0.60 0.6 ---- 0.6 0.43 ---- 0.43 ---- ---- ---- ASTM D AOS Non-Woven (mm) max 0.84 0.84 0.43 ---- 0.43 ---- 0.43 ---- 0.43 ---- ---- Tensile Strength after UV (% Retained) 70% @ 500 hr 70% @ 500 hr 50% @ 500 hr ---- 50% @ 500 hr 50% @ 500 hr 50% @ 500 hr 50% @ 500 hr 50% @ 500 hr ---- ---- ASTM D Melting Point °(F) ---- ---- ---- 325 ---- ---- ---- ---- ---- ---- ---- ASTM D 276 Minimum Ultimate Tensile Strength3 (lb/in) ---- ---- ---- ---- ---- ---- ---- ---- ---- 660 2000 ASTM D Notes: 1 ‐ All property values, with the exception of apparent opening size (AOS), represent minimum average roll values in the weakest principal direction. Values for AOS represent the maximum average roll values, 2 ‐ Values not identified in this table should meet manufacturer certification for the use and application, 3‐ Machine direction 7l4.l4--Geotextile for Moisture Barrier.
714.14.1 General . The geotextile for moisture barrier shall consist of sheeting, coated
geotextile or a geotextile-sheeting laminate constructed exclusively of man-made materials. Sheeting shall be of single-layered construction. Coated geotextile shall be made of woven or non-woven polyester, polyetholene or polypropylene. The geotextile shall be furnished precoated on one or both sides or impregnated so as to make the geotextile impermeable to water or moisture. Geotextile-sheeting laminate shall consist of geotextile fused or heat-sealed to sheeting so as to form an integral geotextile membrane. The geotextile shall be able to withstand normal handling and placement at material temperatures from 20°F to 145°F without endangering the serviceability of the material in the intended application. If the geotextile evidences de-lamination, such de-lamination may serve as grounds for rejection. The geot extile shall be mildew, abrasion, and puncture resistant and suitable for long term burial in the presence of water and/or moisture in the intended construction application. It shall be packaged in rolls of the length and width specified on the plans or di rected by the Engineer.
714.14.2 Physical Requirements. The geotextile shall meet the following additional
requirements when sampled and tested in accordance with the methods specified. Test Original Physical Properties Requirements Method Geotextile weight, ounces per square yard, air-dried tension-free sample. 6.5 minimum Texas Test Method Tex-616-J"Testing Construction Fabrics" Water permeability expressed as weight of water in ounces per square yard. Geotextile is subjected to the equivalent of a ten foot column of water for a period of two hours. Moisture passing through the geotextile is determined by weight gain of desiccant. 0.6 maximum Tex-616-J Abrasion Resistance expressed as weight of water in ounces per square yard. After prescribed sandblast the geotextile shall meet the requirement for water permeability. 0.6 maximum Texas Test Method Tex-851-B "METHOD FOR EVALUATING THE ABRASION RESISTANCE OF PAVEMENT MARKING MATERIALS" modified as follows: six-inch sample distance, 40 psig regulated blast pressure and one kilogram of blast medium with a blast time of two minutes plus or minus 15 seconds per one kilogram of blast medium. Load characteristics at break or 100% elongation, whichever occurs first. Ma terial shall meet specified minimum in both machine direction and cross- machine direction. Test values to be expressed in pounds. 150 minimum ASTM D 5034, Grab Test G with 1-inch x2-inch jaws and constant time to break rate of extension of 20 plus or minus three seconds, as specified. Apparent elongation at break or rupture, expressed in percent. 20% minimum See Grab Test G above Tear strength determined by the tongue, single rip, method on specimens prepared from "as- received" samples. Specimens are to be tested at a cross-head speed of twelve plus or minus 0.5 inches/minute. Test results are to be calculated by the "average of five highest peaks" method. Both the average of five specimens cut with the longer dimension parallel to the machine direction and the average of five specimens cut in the cross-machine direction shall meet the specified minimum expressed in pounds. 15 minimum ASTM D 751
714.14.3 Packaging Requirements. The geotextile shall be packaged in rolls of the
length and width specified on the plans or direct ed by the Engineer. The material shall be uniformly wound onto suitable cylindrical forms or cores to aid in handing and unrolling. Each roll shall be packaged individually in a suitable sheath, wrapper or container to protect from ultraviolet light and moisture damage during normal storage and handling.
714.14.4 Identification. Each roll of geotextile or container shall be visibly labeled with
the name of the manufacturer, type of geomembrane or trade name, date, lot number and length, width and quantity of material.
714.14.5 Sampling. A sample of five square yards of the geotextile shall be furnished to
the State from each shipment for verification tes ting. The samples shall be provided at no cost to the State.
714.14.6 Certification. The Contractor shall furnish to the Engineer three copies of the
manufacturer's certified test report(s) showing re sults of all required tests and certification that the material meets the specifications. Cer tification shall be furnished for each lot in a shipment.
714.15 Geogrids.
714.15.1 General. A geogrid is defined as a geosynthetic formed by a regular network
of integrally connected elements with aperture s greater than 0.25 inch to allow interlocking with surrounding soil, rock, earth and other surrounding materials to function primarily as reinforcement. The geogrid shall be creep tested in accorda nce with ASTM D 5262. The long term design load that shall be reported for design use, shall be that load at which no more than 10% strain occurs over a 100-year design life of the geogrid, as calculated from tests run on representative samples for no less than 10,000 hours. The long term design load shall be reported unfactored, as the AASHTO strength reduction - Durability and Installation, and safety factors - will be considered by the Department’s Geotechnical Branch on a site specific design basis. The geogrid shall meet the physical requirements of Table II for the type shown on the plans and shall be selected from the Department’s APL. The geogrid shall be mildew resistant and inert to biological degradation and naturally encountered chemicals, alkalis and acids. The geogrid shall contain stabilizers and/or inhibitors, or a resistance finish or covering to make it resistant to deterioration from direct sunlight, ultraviolet rays, and heat. Unless specified in this subsection, the geosynthetics used may be approved by the Materials Division and tested to meet the requ irements of Table II. Materials Division may approve materials alternatively test ed according to ASTM D 4759.
714.15.2 Marking, Shipment and Storage . Each roll or container of geogrid shall be
visibly labeled with the name of the manufacturer, trade name of the product, lot number, and quantity of material. In addition, each roll or container shall be clearly tagged to show the type designation that corresponds to that required by the plans. During shipment and storage the geogrid shall be protected from direct sunlight, and temperatures above 120°F or below 0°F. The geogrid shall either be wrapped and maintained in a heavy duty protective covering or stored in a safe enclosed area to protect from damage during prolonged storage.
714.15.3 Manufactu rer’s Certification. The Contractor shall furnish the Engineer three
copies of the manufacturer’s certified test reports indicating that the geogrid furnished conforms to the requirements of the specifications and is of the same composition as that originally approved by the Department.
714.15.4 Acceptance Sampling and Testing . Final acceptance of each shipment will be
based upon results of tests performed by the Department on verification samples submitted from the project, as compared to the manufacturer’s certified test reports. The Engineer will select one roll or containe r at random from each shipme nt for sampling. A sample extending full width of the randomly selected roll or container and being at least five (5) square yards in area will be obtained and submitted by the Engineer. The sample from each shipment shall be provided at no cost to the State. TABLE II GEOGRIDS MINIMUM AVERAGE ROLL VALUE Physical Properties Type Designation Test Method I II III IV V VI Long Term Design Load, pounds per foot, Machine Direction 250 500 750 1500 2500 3500 ASTM D- Minimum Ultimate Tensile Strength, pounds per foot, Machine Direction 500 1000 1500 3000 5000 7000 ASTM D- Open Area, percent 70 70 50 50 50 50 Direct Measurement SECTION 715 - ROADSIDE DEVELOPMENT MATERIALS
715.01 Topsoil .
715.01.1 General . Topsoil shall be a well-graded soil of good uniform workable quality,
free of debris, refuse, or foreign material and reasonably free of hard clods, gravel, concrete, sticks, or other undesirable material harmful to plant life.
715.01.2 Material to be Obtained from the Right-of-Way. Topsoil for slope treatment shall meet the general requirements as stated above and shall have a pH value of not less
than 4.5 nor more than 8.0. 715.01.3--Material to be Furnished by the Contractor . Topsoil for slope treatment shall meet the general requirements of Subsection 715.01.1, shall have a pH value of not less than 4.5 nor more than 8.0, and shall be classified as a Group A-4 or A-6 soil with a minimum PI of 6.0 as specified by AASHTO M 145.
Source: Mississippi Standard Specifications for Road and Bridge Construction, 2017 Edition. Pages 809–831 of 1,113.