202.4.3 202.4.5

202.4.3

202.4.3 Removal and Disposal of Pipe and Tile Drains

202.4.3 When noted on the Plans or when required by the RCE, remove existing pipes, pipe arches, tile drains, or other drainage devices located within the extreme limits of the project, including bridge sites. Remove pipe and tile in a careful manner and neatly store them at locations designated by the RCE unless it is to be re-laid as a part of the Contract. Any damage to pipe or tile during removal and storage because of negligence or improper handling or storing methods is the responsibility of the Contractor. Properly dispose of pipe removed and designated by the RCE as having no value.

202.4.3 Remove pipe or tile if any part of which conflicts with the installation of a new drainage structure. If not otherwise specified, include the cost of removal in the contract price bid for the new structure. Likewise, no direct payment will be made for the removal of pipe or tile that is to be re-laid at the same or other locations on the project.

202.4.4

202.4.4 Removal of Existing Guardrail

202.4.4

202.4.4.1 General

202.4.4.1 Remove bolts securing existing guardrail and remove guardrail elements.

Remove all materials, including hardware, from the roadway immediately so that it does not create an obstacle for the traveling public. Place this material behind a completed section of guardrail or store it neatly in an area at least 30 feet from the travelway unless otherwise specified. The removed guardrail components become property of either the Department or the Contractor as stated in the Contract. Backfill postholes with suitable compacted material.

202.4.4.2

202.4.4.2 Guardrail that Remains the Property of the Department

202.4.4.2 If in accordance with the Contract the existing guardrail removed remains the property of the Department, store it within the limits of the project and pro-tect it until it is removed from the project by the Department or for a period of 30 days, whichever comes first.

202.4.4.3

202.4.4.3 Guardrail that becomes the Property of the Contractor

202.4.4.3 If in accordance with the Contract the existing guardrail removed becomes the property of the Contractor, store it safely away from the traveling public until it is removed from the project.

202.4.5

202.4.5 Removal and Disposal of Pavements, Sidewalks, and Curbs

202.4.5 If so designated, remove and dispose of the following items unless such material is suitable for use in constructing embankments: existing Portland cement concrete, brick, or stone pavements with or without asphalt overlays, concrete, brick or stone sidewalks, concrete gutter or integral curb and gutter curb, asphalt concrete pavement, or asphalt curb. If suitable and approved by the RCE, this material may be used to construct embankments.

202.4.5 As directed by the RCE, sawcut pavement as necessary to produce a uni-form line between the pavement to be retained and to be removed.

202.4.5 202.5

202.4.5 When the Plans indicate that concrete gutter is to be retained as a base and its integral curb removed, remove the curb to the top elevation of the gut-ter using methods approved by the RCE that prevents damage to or dis-placement of the retained gutter.

202.4.6

202.4.6 Removal and Disposal of Underground Storage Tank (UST)

202.4.6 When noted on the Plans or directed by the RCE, remove and dispose of all underground storage tanks and any associated contaminated soil. Con-duct the work in accordance with the applicable SCDHEC regulations.

202.4.6 Secure the landowner’s signature on the Tank Ownership Closure Form and submit it to the SCDHEC as required by the following regulation:

Underground Storage Tank Control Regulations R.61-92, Part 280: promulgated pursuant to Section 44-2-50 of the 1976 South Carolina Code of Laws and enacted March 23, 1990.

202.4.6 Submit all paperwork involving the closure of an UST to SCDHEC within 30 days after the UST closure is complete. Visit the SCDHEC website to obtain the most current information on UST closure requirements. Provide accept-able means to assist the RCE in determining the quantity of the work items associated with all activities related to UST removal and remediation.

202.5

202.5 Measurement

202.5 Unless otherwise specified, the pay items Removal of Structures and Ob-structions, Removal and Disposal Item No. (number), and Removal and Dis-posal of Existing Bridge are paid for on a lump sum (LS) basis; and therefore, there is no specific measurement of quantities for these items.

202.5 The quantity of material used to backfill areas that is excavated as directed and approved by the RCE during the work for a removal item is measured by the cubic yard (CY) of Unclassified Excavation or Borrow Excavation as appli-cable in accordance with Subsection 203.5.

202.5 The quantity for the pay item Removal and Disposal of Existing Culvert (of the width and height specified) is measured by each (EA) reinforced concrete box culvert removed and disposed of as indicated on the Plans or directed by the RCE, regardless of the length of the culvert. If this item is not included in the Contract, the cost of the removal of concrete or brick culverts or arches is consider included in contract unit bid prices of the various other pay items in the Contract.

202.5 The removal and disposal of pipes, pipe arches, tile drains, and other drainage devices not otherwise specified is measured by the cubic yard (CY) as Unclassified Excavation in accordance with Subsection 203.5. No meas-urement is made for the removal of pipe that is replaced by new pipe or for the removal of pipe that is re-laid at any location. The cost of this removal is included in the new pipe or re-laid pipe items.

202.5 The quantity for the pay item Removal and Disposal of Existing Pavement is the actual horizontal surface area of the following material removed from

701.1 701.2.1.1

DIVISION 700

STRUCTURES

SECTION 701

PORTLAND CEMENT AND PORTLAND CEMENT CONCRETE

701.1

701.1 Description

701.1 This section contains specifications for the materials, construction, meas-urement, and payment for furnishing, storing, and handling of the materials;

and the proportioning, mixing, and delivery of Portland cement concrete for structures.

701.1.1

701.1.1 Classes of Concrete

701.1.1 Classes of concrete typically used by the Department are listed in the Structural Concrete Table in Subsection 701.2.12.2. The numerical portion of the Class is the minimum 28-day mix design strength based on ASTM C 39.

701.2

701.2 Materials

701.2.1

701.2.1 Portland Cement

701.2.1.1

701.2.1.1 General

701.2.1.1 Use Portland cement conforming to the requirements of the following speci-fications for the type required or permitted and obtained from a source listed on the most recent edition of SCDOT Qualified Product List 6 with the addi-tional requirements stated hereafter.

701.2.1.1 Use Portland cement concrete for structures composed of Portland cement, fine aggregate, coarse aggregate, water, air-entraining admixture, and other permitted or required admixtures. Fly ash, water granulated blast-furnace slag, and silica fume may be added or used as a replacement for a portion of the Portland cement and is considered as cement in the water-cementitious material ratio unless otherwise designated. Ensure that the materials conform to the requirements hereinafter specified. Prepare and deliver the mixture in accordance with these specifications.

701.2.1.1 Comply with compressive strength requirements and meet the require-ments for low-alkali cement (0.6 maximum).

701.2.1.1 Except for cement in RC pipe and prestressed or precast products, use cement complying with the maximum limits of fineness of grind in AASHTO M 85 controlled as follows:

A. Ensure that the cement in the mill test reports furnished by the manufacturer complies with the maximum fineness (air permeability test) values stated in AASHTO M 85.

701.2.1.1 701.2.3

B. Take job control samples at random at the project site and submit them to the OMR for testing. Make certain that the maximum fine-ness limit (air permeability test) is in conformance with the require-ments of AASHTO M 85 with allowance for variations in sampling, presence of moisture in the sample, age of the cement production, and multi-laboratory coefficient of variation.

701.2.1.1 Type I (SM) slag-modified Portland cement may be used instead of Type I and Type II cement. If used, furnish Type I (SM) cement conforming to the requirements of AASHTO M 240 and obtain from the sources listed on the most recent edition of SCDOT Qualified Product List 18. Provide an intimate and uniform blend of Portland cement and granulated blast-furnace slag. In any case, make certain that the slag constituent is less than 25% of the total weight of the slag-modified Portland cement.

701.2.1.1 Furnish certified mill test reports to the RCE as outlined in the most recent edition of SCDOT Qualified Product Policy 6.

701.2.1.1 Do not store incompatible brands of cement or different types of cement in the same cement storage bin or silo and do not use them together in any con-tinuous pour.

701.2.1.1 Have the weighing and handling procedures of bulk cement approved by the OMR before its use. Protect cement shipments at all times. Inspect, sample, and test questionable cement before its use. Do not use cement that is lumpy, caked, or from open or otherwise damaged bags.

701.2.1.1 Measure cement by weight or by the bag as packed by the manufacturer.

Unless another weight is indicated on the bag, use 94 pounds as the weight of one bag of cement.

701.2.1.1 Whenever it is determined by subsequent laboratory testing of mill or job control samples that a cement shipment does not comply with these specifica-tions, discontinue use of the cement from that cement mill until testing reveals that the problem has been corrected. The Contractor is responsible for re-placing or otherwise making satisfactory the concrete in which any defective cement is used.

701.2.2

701.2.2 Fly Ash

701.2.2 Use fly ash (Type C or Type F) conforming to the requirements of AASHTO M 295, except for the supplementary optional physical requirements. Use fly ash from sources listed on the most recent edition of SCDOT Qualified Prod-uct List 3.

701.2.3

701.2.3 Water Granulated Blast-Furnace Slag

701.2.3 If slag is used, use water granulated blast-furnace slag Class 100 or higher conforming to the requirements of ASTM C 989.

701.2.4 701.2.5.1

701.2.4

701.2.4 Silica Fume

701.2.4 Use silica fume meeting the general requirements of ASTM C 1240. Make certain that the raw silica fume meets the chemical requirements of Table 1 and Table 2 and the physical requirements of Table 3 in ASTM C 1240. Fur-nish the manufacturer’s certification stating the results of tests made on sam-ples of silica fume during production and that the applicable requirements of ASTM C 1240 have been met. Provide certification for each lot of each ship-ment to the RCE and to the OMR.

701.2.4 Silica fume may be added to the mix in either a dry (densified) form or a wet (slurry) form. The dry form is usually supplied in 50-pound bags. When a dry form is used, adjust the mix design to use whole bags of silica fume, i.e.

do not use partial bag(s). Whole bags of silica fume in excess of the normal 50-pound bag and whole bags as small as 40 pounds are permitted only if approved by the RCE. Make certain that the guidelines of OSHA regulations for worker protection are followed.

701.2.4 When a wet (slurry) form is used, compute the water contained in the slurry and count it as part of the total water in the mix. Ensure that this data is in accordance with the manufacturer’s certified quality test report for the lots of silica fume being used in the mix.

701.2.5

701.2.5 Air Entrained Concrete

701.2.5 Unless otherwise specified, use a design mix for air-entrained concrete based on 4.5% (± 1.5%) entrained air, except for prestressed concrete. If the concrete is pumped, then the entrained air will be acceptable at 5.5% (± 1.5%) measured at the truck.

701.2.5 Do not use air entrainment exceeding the maximum limits specified in the paragraph above. Air entrainment for Class 10000 concrete is left to the judgment of the Contractor and approval of the OMR.

701.2.5 Use air entrained concrete in all bridge columns, bent or pier caps, decks, sidewalks, parapets, barrier walls, and other structural elements on the bridge deck regardless of the class of concrete used.

701.2.5 When air-entrainment is used, vary the proportions of water, fine aggre-gate, and coarse aggregate from those specified herein to maintain the speci-fied strength of the concrete. Use approved admixture specified in Subsection 701.2.5.1 to obtain the required air entrainment.

701.2.5.1

701.2.5.1 Air-Entraining Admixtures

701.2.5.1 When air entrainment is required, use air-entraining admixtures complying with AASHTO M 154. Submit an affidavit to the RCE and the OMR to show that the admixture conforms to the requirements of AASHTO M 154. Use admixtures from sources appearing on the most recent edition of SCDOT Qualified Product List 5.

701.2.6 701.2.9.2

701.2.6

701.2.6 Accelerating, Retarding, and Water-Reducing Admixtures

701.2.6 If the use of a chemical admixture to facilitate concrete placement in ad-verse conditions is desired, the use of an admixture complying with AASHTO M 194 must be approved by the RCE before its use. The RCE may direct the use of an admixture due to adverse placement conditions.

701.2.6 When a retarding admixture is desired and approved, use a Type G high range water reducing-retarding admixture or a Type D water reducer-retarder combined with a Type F high range water reducer as provided in Subsections 701.4.7 and 701.4.8. Do not use a Type B retarding admixture.

Furnish the RCE with an affidavit showing that the admixtures conform to the requirements of AASHTO M 194. Use admixtures from sources appearing on the most recent edition of SCDOT Qualified Product List 5.

701.2.7

701.2.7 Corrosion Inhibitor

701.2.7 When a corrosion inhibitor is required in a concrete mix, add the corrosion inhibitor to the concrete while batching. Use the corrosion inhibitors that ap-pear on the most recent edition of SCDOT Qualified Product List 53. Adhere to the manufacturer’s written recommendations regarding the use of the ad-mixture including storage, transportation, and method of mixing. Add the cor-rosion inhibitor to the mix by a dispenser meeting the requirements of Subsection 701.4.3.4.

701.2.7 Furnish the RCE a copy of the manufacturer’s certified test report showing the composition of the corrosion inhibitor and the percent of solids.

701.2.8

701.2.8 Calcium Chloride

701.2.8 If calcium chloride is approved by the RCE for use in non-reinforced con-crete during cold weather work, do not exceed a rate of 2% by weight of ce-mentitious material. Use calcium chloride complying with the requirements of AASHTO M 144 for Type S or Type L. In any case, do not use calcium chlo-ride in reinforced concrete structures.

701.2.9

701.2.9 Fine Aggregate for Portland Cement Concrete

701.2.9.1

701.2.9.1 General

701.2.9.1 Submit the fine aggregate in the concrete mix designs for approval by the OMR. Use natural sand, manufactured sand, or a combination of natural and manufactured sand meeting the requirements of Subsections 701.2.9.2 through 701.2.9.8 below. Do not use marine limestone aggregate in rein-forced concrete.

701.2.9.2

701.2.9.2 Natural Sand

701.2.9.2 Use natural sand, FA-10, composed of clean, hard, durable, and uncoated grains that is free of lumps or flaky particles, organic matter, loam, or other deleterious substances.

701.2.9.3 701.2.10.1

701.2.9.3

701.2.9.3 Manufactured Sand

701.2.9.3 Use manufactured sand, FA-10M, made from stone meeting all the quality requirements for coarse aggregates.

701.2.9.4

701.2.9.4 Mixtures of Sand

701.2.9.4 When a blend of sands is approved, store and batch the two materials separately unless otherwise approved in writing by the OMR.

701.2.9.5

701.2.9.5 Organic Impurities

701.2.9.5 Make certain that fine aggregate is free of injurious amounts of organic im-purities. Do not use fine aggregates, which when subjected to the colorimet-ric test, AASHTO T 21 for organic impurities, produces a color darker than 3, unless the following criteria is met:

• Fine aggregate with the color darker than 3 may be used if the rela-tive strength at 7 and 28 days is not less than 95% when tested in accordance with AASHTO T 71 as revised herein.

701.2.9.5 Comply with Section 4.2 of AASHTO T 71 revised as follows:

• Mix one batch of mortar with the aggregate treated in sodium hy-droxide and one batch with untreated aggregate on the same day.

Mold six 2-inch cubes from each batch. Test three of the cubes from each batch at 7 days and 28 days.

701.2.9.6

701.2.9.6 Soundness

701.2.9.6 Use fine aggregate that has a weighted loss not exceeding 10% by weight when subjected to five alternations of the sodium sulfate soundness test con-ducted according to AASHTO T 104.

701.2.9.7

701.2.9.7 Approved Sources

701.2.9.7 Use sand from sources that appear on the most recent edition of SCDOT Qualified Product List 1.

701.2.9.8

701.2.9.8 Gradation of Fine Aggregate

701.2.9.8 Use fine aggregate for all classes of Portland cement concrete and con-crete pavement conforming to the following gradations of FA-10 or FA-10M as indicated in Gradation of Fine Aggregate table in the Appendix of these speci-fications.

701.2.10

701.2.10 Coarse Aggregate

701.2.10.1

701.2.10.1 General

701.2.10.1 Use coarse aggregate that is clean, tough, durable crushed gravel or crushed stone. Make certain that it is free from soft, thin, elongated, or lami-nated pieces and sufficiently washed during production to produce a clean aggregate free from lumps or coatings of clay, disintegrated particles, vegeta-tion, or deleterious substances. Adherent coatings are considered injurious.

Do not use coarse aggregate with a Los Angeles Abrasion Loss exceeding 60% as determined by AASHTO T 96. Use coarse aggregate that has a

701.2.10.1 701.2.11.1 weighted loss not exceeding 15% when subjected to five alternations of the sodium sulfate soundness test conducted according to AASHTO T 104. Use coarse aggregate for Portland cement concrete conforming to the require-ments in Subsections 701.2.10.2 through 701.2.10.4.

701.2.10.1 Use aggregate from marine limestone quarries only in applications of non-reinforced concrete. Use marine limestone coarse aggregate that has a weighted loss not exceeding 25% when subjected to five alternations of the sodium sulfate soundness test conducted according to AASHTO T 104.

When marine limestone aggregate is used, use a sprinkler system to produce a saturated aggregate during concrete batching.

701.2.10.2

701.2.10.2 Slag

701.2.10.2 Use crushed slag or other inert materials having similar characteristics and approved in writing by the OMR, consisting of clean, tough, durable pieces of approved slag or other inert materials, is reasonably uniform in density and quality, and is reasonably free of thin or elongated pieces. Ensure that the slag or other inert material is air-cooled and has a weight of not less than 75 pounds per cubic foot. Do not use crushed slag with a Los Angeles Abrasion Loss exceeding 40% as determined by AASHTO T 96. Do not use slag con-taining free lime in deleterious quantities as determined by laboratory tests and containing more than 15% by weight of glassy pieces.

701.2.10.3

701.2.10.3 Approved Sources

701.2.10.3 Use coarse aggregate from sources listed on the most recent edition of SCDOT Qualified Product List 2 and approved for use with Portland cement concrete.

701.2.10.4

701.2.10.4 Gradation of Coarse Aggregate

701.2.10.4 Use Aggregate No. 56, No. 57, or No. 67 as coarse aggregate for Portland cement concrete. Aggregate No. 78 may be used in thin sections and prestressed panels when approved in writing by the OMR. Use only Aggre-gate No. 67 in prestressed concrete. Do not use blends of aggregate other than Aggregate No. 67, except when approved in writing by the OMR. Use gradation requirements for Aggregate No. 56, No. 57, No. 67, and No. 789 as indicated in the table entitled Gradation of Coarse Aggregates, in the Appendix of these specifications.

701.2.11

701.2.11 Water

7010.2.11.1

701.2.11.1 General

701.2.11.1 Make certain that water used in mixing, fogging, or curing of Portland cement concrete is free of salt, oil, acid, alkali, organic matter, sewage, or other sub-stances injurious to the finished product. The RCE in consultation with the SME will be the sole judge in determining whether the water used in mixing, fogging, or curing of Portland cement concrete is reasonably free of salt, oil, acid, alkali, organic matter, sewage, or other substances injurious to the finished product. If at any time, the water is found to be unacceptable by the RCE, discontinue its

701.2.11.1 701.2.11.3 use and provide approved water at no additional cost to the Department.

701.2.11.1 Conduct tests using the services of a laboratory that has an equipment cali-bration and verification system, technician training, and an evaluation process in conformance with AASHTO R 18 or, for Chemical Testing, has otherwise been approved by the SCDHEC for the tests being conducted. Supply AASHTO R 18 documentation to the SME for review and acceptance before using a non- SCDHEC approved laboratory. Keep all laboratory test results on file at the concrete plant, and ensure that all reports are readily available to the RCE and the SME. Conduct testing at no additional cost to the Department.

701.2.11.2

701.2.11.2 Water from a Public Water Supply

701.2.11.2 Water from a public water supply may be accepted and approved without be-ing tested.

701.2.11.3

701.2.11.3 Water from Sources Other than a Public Water Supply

701.2.11.3 Do not use water from sources other than a public water supply until tested and approved by the RCE. Do not use wash water in structural concrete or other applications using reinforcing steel.

701.2.11.3 For water sources of questionable water quality, except for wash water recy-cling sources, make a comparison of the water with distilled or other satisfactory water by means of the standard cement test for soundness, time of setting, and 1:3 mortar strength with standard sand conforming to ASTM C 778 using the same cement with each water. Reject the water being tested if there is any indi-cation of unsoundness, change in time of setting of ± 30 minutes, or a reduction of more than 10% in strength from 7 day test results obtained with mixtures con-taining satisfactory water.

701.2.11.3 When required by the SME, determine the acidity or alkalinity of the water in accordance with AASHTO T 26. In the event an approved water source reser-voir is relatively shallow, enclose the intake pipe and elevate it to exclude silt, mud, grass, or other foreign matter.

701.2.11.3 Water from washout operations or is a blend of concrete wash water and other acceptable water sources is certified by the concrete producer as com-plying with the requirements of AASHTO M 157, Table 2 (Level 3 – conven-tionally reinforced concrete in a moist environment, but not exposed to chlo-ride) and either AASHTO M 157, Table 1 (using mortar) or the table below entitled Acceptance Criteria for Questionable Water Supplies (Using Con-crete), may be used as mix water. Wash water from mixer washout may be used only with RCE approval. When wash water is permitted, provide satisfac-tory proof or data that no detrimental effects if potentially reactive aggregates are used. Discontinue use of wash water if undesirable reaction with admixtures or aggregates occurs. Test the wash water or blended water weekly for 4 weeks for compliance with the chemical and physical requirements indicated above.

Conduct subsequent tests on the water every month with records of test results provided upon request by the RCE or the OMR.

701.2.11.3 701.2.12.1

701.2.11.3 In addition, do not allow the specific gravity of the mixing water sampled from the discharge line to exceed 1.03 at any time concrete is being produced for the Department. Check the specific gravity by acceptable means and document the value before commencing the batching operation for use in work for the Department.

701.2.11.3 Use the following table to determine acceptance of water.

701.2.11.3

Acceptance Criteria for Questionable Water Supplies (Using Concrete)

Criteria Limits Test Method (1)

Compressive Strength, min. percent Control at 7 days

AASHTO T 22

(ASTM C 39)

Time of Set, Deviation from Control From 1:00 hr. earlier to 1:30 hr later

AASHTO T 197

(ASTM C 403)

(1) Base comparison on fixed proportions and the same volume of test water com-pared to control mix using public water or distilled water. 701.2.12

701.2.12 Concrete Mix Design

701.2.12.1

701.2.12.1 General

701.2.12.1 Design the concrete mix and determine the proportions of cementitious ma-terial, fine aggregate, coarse aggregate, water, air-entraining admixture, and water-reducing or water-reducing set retarding admixture (when used) that produces a workable concrete mix. Meet the criteria for the typical classes of concrete shown in the Structural Concrete Table in Subsection 701.2.12.2.

Consider the amount of air-entrainment that is incidentally afforded by the use of water-reducing or water-reducing/retarding admixtures. Determine the pro-portions of ingredients in accordance with requirements for the particular type of work and with consideration of the specific gravities of the materials to pro-vide the desired workability and consistency.

701.2.12.1 At its own expense, the Contractor may retain an independent testing labo-ratory accredited by the AASHTO Accreditation Program to design the mix for the class of concrete specified, or use a mix design previously reviewed and used by the Department.

701.2.12.1 Submit all design mixes to the OMR for review using standard forms ap-proved by the SME. After successful review by the OMR, provide a copy of all concrete designs to the RCE.

701.2.12.1 For the water-cementitious material ratio, use the ratio of water to cementi-tious materials by weight.

701.2.12.1 Design the concrete mix using Department approved ingredients intended for use in the project and make all trial batches using such materials. Test trial mixes for complete conformance with the Specifications by the approved laboratory engaged by the Contractor.

701.2.12.1 701.2.12.2

701.2.12.1 Base mix designs on the air entrainment specifications in Subsection

701.2.5.

701.2.12.1 Base the total water content of the mix on the weight of cement, fly ash, and silica fume multiplied by the water-cementitious ratio. Do not include the absorbed water in the aggregate as mix water.

701.2.12.1 Base mix designs on specific gravities and saturated surface dry moisture contents of aggregate obtained from a source on the most recent edition of SCDOT Qualified Product List 2.

701.2.12.1 Base the sand to stone ratio on volume. Vary the ratio to obtain good workability.

701.2.12.1 No separate payment is made for the cost of the laboratory engaged by the Contractor, the materials furnished and used for trial batches, the preparation and testing of trial batches either by the Contractor or its laboratory, or fur-nishing the OMR with the mix data, the results of the cylinder tests, and yield to be tested. These costs are considered incidental to the work of the appli-cable item. Include the cost in the unit prices for the applicable pay items in the Contract.

701.2.12.1 After successful review of a design mix by OMR, do not change the mix proportions for concrete of that class unless modifications are necessary and are approved in advance.

701.2.12.2

701.2.12.2 Structural Concrete Table

701.2.12.2 Unless otherwise noted or directed, make certain that the properties of the various classes of concrete incorporated into the work conform to the follow-ing Structural Concrete Table. Compressive strength is based on ASTM C 39.

701.2.12.2

Structural Concrete Table

Aggregate Type

Minimum Cement Content (lbs./CY)

Other Cementitious

Material (lbs./CY)

Min. 28 Day Mix Design

(psi)

Percent Fine to Coarse

Aggregate Ratio

Max. Water to Cementitious

Material Ratio

Class 2500 (Non Structural)

Crushed stone

494 -- 2500 36:64 0.54

Gravel 494 -- 2500 35:65 0.52

Marine Limestone

494 -- 2500 40:60 0.56

(table continued on the next page)

701.2.12.2 701.2.12.2

(table continued from the previous page)

Structural Concrete Table

Aggregate Type

Minimum Cement Content (lbs./CY)

Other Cementitious

Material (lbs./CY)

Min. 28 Day Mix Design

(psi)

Percent Fine to Coarse

Aggregate Ratio

Max. Water to Cementitious

Material Ratio

Class 3000

Crushed stone

588 -- 3000 35:65 0.46

Gravel 588 -- 3000 34:66 0.44

Marine Limestone

588 -- 3000 39:61 0.47

Class 4000

Crushed stone

611 -- 4000 35:65 0.40

Gravel 611 -- 4000 34:66 0.40

Class 4000S

Crushed stone

682 -- 4000 38:62 0.45

Gravel 682 -- 4000 38:62 0.45

Class 4000DS (See Notes 2 & 4)

Crushed stone

625 -- 4000 40:60 0.44

Gravel 625 -- 4000 39:61 0.43

Class 4000P (See Note 5)

Crushed stone

682 -- 4000 34:66 0.43

Gravel 682 -- 4000 33:67 0.38

Class 5000

Crushed stone

705 -- 5000 35:65 0.46

Gravel 705 -- 5000 34:66 0.42

701.2.12.3 701.2.12.3

(table continued from the previous page)

Structural Concrete Table

Aggregate Type

Minimum Cement Content (lbs./CY)

Other Cementitious

Material (lbs./CY)

Min. 28 Day Mix Design

(psi)

Percent Fine to Coarse

Aggregate Ratio

Max. Water to Cementitious

Material Ratio

Class 6000

Crushed stone

750 -- 6000 34:66 0.44

Gravel 750 -- 6000 33:67 0.39

Class 6500 (See Notes 1 & 3)

Crushed stone

CF35,

FA140

4000 37:63 0.37

Gravel 500

CF35,

FA140

4000 38.62 0.37

Class 7000

Crushed stone

800 --- 7000 35:65 0.37

Gravel 800 --- 7000 34:66 0.37

Class 8000

Crushed Stone

840 --- 8000 34:66 0.30

Gravel 840 --- 8000 34:66 0.30

Class 10000

Crushed stone, or Gravel

Silica Fume:

74 & Fly

Ash, Type F:

10000 34:66 0.25

701.2.12.3

701.2.12.3 Structural Concrete Table Notes

701.2.12.3 Note 1:

Provide a mix design that yields a 56-day minimum laboratory strength of 6500 psi. Acceptance of in-place concrete is based on a minimum strength of 4000 psi compression strength at a maximum of 28 days or 6500 psi at 56 days.

701.2.12.3 701.2.12.3

701.2.12.3 Note 2:

Use Type G or Type D admixture.

701.2.12.3 Note 3:

Use the following proportions for Class 6500 concrete mix per cubic yard:

Cement (min.)………………………………...500 lbs.

Fly Ash……………………………………...…140 lbs.

Silica Fume………………………………….….35 lbs.

Corrosion Inhibitor………………………..….(see Subsection 701.2.7) Entrained Air (Range)…………………….….4.5 (± 1.5)% Water-Cementitious Material Ratio (max.)…0.37 High Range Water Reducer……………..…..Required Aggregates…………………………………….Variable

701.2.12.3 If a Type A or Type D admixture is used, demonstrate that the admixture is compatible, does not adversely extend normal setting time, and does not cause excessive bleeding.

701.2.12.3 The slump of the concrete at time of placement in the forms may be in-creased by the use of a High Range Water Reducer, either Type F or Type G in accordance with the requirements of Subsection 701.2.6.

701.2.12.3 If silica fume slurry is used, add it at a point that produces an acceptable mix.

701.2.12.3 Add a High Range Water Reducer at the job site. Limit additional mixing to the minimum specified in accordance with Subsection 701.4.7, but it may be increased in order to obtain the necessary air entrainment.

701.2.12.3 Concrete Temperature: Do not allow the temperature of Class 6500 con-crete to exceed the maximum permitted in Subsection 701.4.4.3.

701.2.12.3 Mix Design Review: Submit to the OMR a proposed sequence of mixing and a proposed concrete mix design based on trial mixes by the concrete supplier. Perform the laboratory mix design with the observation and assis-tance from the OMR. There is no separate payment for this mix design.

701.2.12.3 Class 6500 Trial Mix: Before placing Class 6500 concrete in the deck, place one or more small batches of Class 6500 concrete in a part of the struc-ture as directed by the RCE. Test air content, slump, unit weight, tempera-ture, cylinder for 28-day compressive strength, and time of set. Repeat the trial batch procedure until all desired mix properties are achieved.

701.2.12.3 No payment is made for the trial batches. The Class 6500 concrete used in trial batches may be substituted for another class of concrete elsewhere in the project if it meets proper strength requirements, and in which case, it is paid for at the contract unit price of the concrete for which it is being substituted.

701.2.12.3 701.2.12.4.1

701.2.12.3 Mixing Sequence: Develop a proposed mixing sequence for review that ensures breakup and distribution of the dry densified silica fume. (Generally, the addition of part of the water, aggregates, and silica fume at mixing speed adequately disperses the silica fume. The remaining ingredients may then be added in a sequence to produce a desirable mix.)

701.2.12.3 Include both silica fume and fly ash as part of the cementitious material.

701.2.12.3 Note 4:

Use Class 4000DS concrete for drilled shaft construction.

701.2.12.3 Design the mix for drilled shaft concrete and determine the proportions of cement, fine aggregate, coarse aggregate, water, and water reduc-ing/retarding admixture that produces a workable concrete mix meeting the following criteria:

Minimum cement per cubic yard…………..625 lbs.

Slump…………………………………………7-9 inches Max. water/cementitious ratio……………..(see Table) 28-day minimum compressive strength…..4000 psi Air entraining admixture…………………….not required Nominal coarse aggregate size…………… ¾ inch No. 67 aggregate gradation………………..as required

701.2.12.3 Design concrete mix using approved ingredients intended for use on the project. Test trial mix for complete conformance with the Specifications.

701.2.12.3 Submit the proposed mix with test results showing full compliance with the Specifications to the OMR for review.

701.2.12.3 A Type G High-Range Water Reducing/Retarding admixture or a Type D

Water Reducer-Retarder combined with a Type F High-Range Water Reducer may be used.

701.2.12.3 Note 5:

Minimum Class 4000P concrete is preferred in non-prestressed precast items.

701.2.12.4

701.2.12.4 Non-conforming Concrete

701.2.12.4.1

701.2.12.4.1 Price Reduction

701.2.12.4.1 If the 28-day compressive strength or tensile strength of the concrete test cylinders falls below the expected design strengths, but is at least 90% of the design strength, a price reduction is applied on the quantity of concrete repre-sented by the non-conforming cylinders determined from the following table.

(This subsection does not apply to prestressed concrete, which due to com-plex design criteria is handled on a case-by-case basis.)

701.2.12.4.1 701.2.12.4.2.3

701.2.12.4.1

Cylinder Test Results:

Price Reduction per cubic yard (Percent) X (Contract Unit Price)

Percentage of Minimum Strength

With Contract Unit Price

Without Contract Unit Price*

98.0 - 100.0 0% 0%

95.0 - 97.9 5% 25%

90.0 - 94.9 10% 50%

* If there is no contract unit price for concrete, use (percent reduction) x (supplier's invoice unit cost).

The BCE may approve use of concrete test method SC-T-49 to determine the accepted strength if the concrete test cylinders have been considered non-conforming.

The total amount of the price reduction will not be less than $500.00.

701.2.12.4.1 If any cylinder test result is below 90%, take cores in the presence of the BCE or RCE from the concrete in the structure that is represented by the non-conforming test cylinders in order to evaluate the strength of the concrete in place. Ensure that test cores are taken, conditioned, and tested in accor-dance with the requirements of Subsection 701.2.12.4.2.2.

701.2.12.4.2

701.2.12.4.2 Procedure for Testing Non-conforming Concrete

701.2.12.4.2.1

701.2.12.4.2.1 Limits of Questionable Concrete

701.2.12.4.2.1 The limit of questionable concrete is determined by using concrete test method SC-T-49. Acceptance is solely based on the compressive strength of the cores removed from the in-place concrete, unless authorized otherwise by the BCE.

701.2.12.4.2.2

701.2.12.4.2.2 Obtaining Cores

701.2.12.4.2.2 Have the OMR or an independent firm, accredited by AASHTO, remove the cores from the structure in the presence of representatives of all affected par-ties. The BCE will determine the location(s) of the test cores that best repre-sent the concrete in question. Take three cores (3 to 4 inches in diameter), sized to match the testing equipment used, from each area of concrete that produced a test cylinder with test strength less than 90% of the required strength. Take care to avoid damaging reinforcing steel. Properly label cores before shipment. Obtain and test cores at no expense to the Department.

701.2.12.4.2.3

701.2.12.4.2.3 Conditioning and Testing Cores

701.2.12.4.2.3 Deliver cores to the OMR or an independent testing laboratory accredited by AASHTO.

701.2.12.4.2.3 Have cores tested in accordance with AASHTO T 24. Provide a written report on the laboratory test results to all affected parties.

701.2.12.4.2.4 701.3.1

701.2.12.4.2.4

701.2.12.4.2.4 Acceptance of Concrete

701.2.12.4.2.4 Acceptance of the concrete from which the cores are taken is based on the core test results. If access to the concrete is not practical for obtaining cores or the taking of cores would result in irreversible damage to the structure, the BCE may approve concrete test method SC-T-49 to determine the strength of the concrete.

701.2.12.4.2.4 If the SC-T-49 test results or the core test results are below 90%, but are equal to or greater than 85% of the design strength, obtain a design analysis based on the reduced strength from the Designer-of-Record. Based on the design analysis, the BCE will determine if the concrete can remain in place. If the concrete test results are less than 85% of the design strength, remove the concrete unless authorized otherwise in writing by the BCE.

701.2.12.4.2.4 If non-conforming concrete is allowed to remain in-place, a price reduction on the quantity of concrete in question is determined by the following table.

701.2.12.4.2.4

Price Reduction for Non-conforming Concrete Left In-Place

Core Test Results: * Price Reduction per cubic yard (Percent) X (Contract Unit Price)

Percent of Minimum Strength

With Contract Unit Price

Without Contract Unit Price**

98.0 -100.0 0% 0%

95.0 - 97.9 5% 25%

90.0 - 94.9 10% 50%

85.0 - 89.9 15%*** 80%

* Or SC-T-49 if approved by the BCE.

** If there is no contract unit price for concrete, use (percentage) x (supplier's invoice unit cost).

*** Use 15% of contract unit price or 80% of supplier's invoice unit cost, whichever is greater.

The total amount of the Price Reduction will not be less than $500.00.

701.2.12.5

701.2.12.5 Changes in Mix Design

701.2.12.5 When changes are made in the mix design, furnish the new proportioning values for batching purposes to the OMR for review.

701.3

701.3 Equipment

701.3.1

701.3.1 Equipment, Inspection, and Approval

701.3.1 Have all equipment specified herein inspected and approved before use.

Schedule such inspections at least annually and at other times considered necessary by the RCE.

701.3.2 701.3.3

701.3.2

701.3.2 Weighing Equipment

701.3.2 At all batch plants, provide equipment with a positive means of weighing ingredients in each batch of concrete.

701.3.2 Weigh individual cementitious material to not less than 99% of the required weights.

701.3.2 Ensure that the weight of individual aggregates is within ± 2% of the re-quired weight and the total weight of aggregate is within ± 2% of the total re-quired weight. Use beam, springless-dial, or load cell scales for weighing aggregates and cement. Make certain that scales are accurate to within 0.5% when used for cement and to within 1.0% when used for aggregate under operating conditions throughout the range of use. When beam scales are used, provide a device such as a “tell-tale” dial for indicating when the load in the weighing hopper is approaching the required weight. Use poises de-signed to lock in any position to prevent accidental change of position.

701.3.2 Provide dust tight enclosure for dial scales. Ensure that the chart is made from a durable material and has good readability.

701.3.2 Periodically have scales used in batching Portland cement concrete checked for accuracy by the Division of Weights and Measures of the State Department of Agriculture or by other qualified scale service agents. Post on the scales or in the batching room a statement certifying as to their accuracy with the date of inspection. Do not allow the interval between inspections to exceed 12 months.

701.3.2 Ensure that the cement weighing hopper is properly sealed and vented to preclude dusting during weighing operations.

701.3.3

701.3.3 Central Mixing Plant

701.3.3 Thoroughly mix concrete in a batch mixer of an approved size and type that ensures a uniform distribution of the materials throughout the batch. Use plants that are listed on the most recent edition of SCDOT Qualified Product List 28.

701.3.3 Ensure that there is adequate water storage. Make certain that the mixer is equipped with a device to accurately weigh or measure and automatic control the quantity of water used in each batch. Ensure that the device used is ac-curate, and so calibrated that under all operating conditions, it is accurate to within 1% of the quantity of water required for the batch. Furnish the Depart-ment’s inspector with facilities for checking the water measuring equipment whenever deemed necessary by the RCE. Clearly mark scales or other means used to measure water to accurately show the quantity of water used.

Ensure that there is no loss of water from the time it is measured until it is deposited in the mixer drum. Make certain that the water supply is automati-cally shutoff while the water is being discharged into the mixer. Use a mixer with an acceptable timing device capable of being locked and that does not permit the batch to be discharged until the specified mixing time has elapsed.

701.3.3 701.3.4

701.3.3 Maintain mixers in good working condition. Repair mixers when necessary to ensure that the concrete is of uniform quality. Examine mixers for change in condition due to accumulation of hard concrete or mortar and for wear of the blades. Replace the pick-up and throw-over blades when any part or sec-tion is worn 1 inch or more below the original height of the manufacturer’s design. If requested by the OMR, provide a copy of the manufacturer’s de-sign, showing dimensions and arrangements of blades.

701.3.3 Use mixers equipped with a separate dispenser for each type of admixture.

The dispensers may operate either automatically or manually, but regardless of which type is used, make certain that they are capable of measuring and placing exactly and consistently the desired amount of admixtures in each batch.

701.3.4

701.3.4 Truck Mixers

701.3.4 Make certain that all truck mixers are pre-approved by the SCDOT or NRMCA and display a valid approved inspection sticker.

701.3.4 Ensure that the manufacturer's rating plate is attached on all truck mixers and the mixing speed and agitating speed are clearly visible and legible on the plate. If the speeds are not legible or if truck mixer does not have a rating plate, provide the OMR a written document from the truck mixer manufacturer stating the mixing and agitating speeds.

701.3.4 Use truck mixers capable of combining the ingredients of the concrete within the specified number of mixing revolutions into a thoroughly mixed and uniform mass and discharging the concrete with a degree of uniformity satis-factory to the RCE.

701.3.4 Do not exceed the manufacturer’s rating for the volume of mixed concrete permitted in the drum of truck mixer indicated on the capacity plate. Ensure that the National Ready Mixed Concrete Association (NRMCA) plate is ac-cessible, clear, and legible at all times. Ensure agitators are capable of pro-ducing concrete with a degree of uniformity to the satisfaction of the RCE.

701.3.4 If the equipment does not have an attached rating plate with maximum ca-pacities. The approved capacity as a mixer and as an agitator will be as-sumed from the following table.

701.3.4

Maximum Gross Volume of Drum

(cubic feet)

Maximum Capacity (cubic yards)

As Mixer As Agitator

261 6.0 7.75

306 7.0 9.25

329 7.5 9.75

352 8.0 10.50

701.3.4 701.4.1

(table continued from the previous page)

Maximum Gross Volume of Drum

(cubic feet)

Maximum Capacity (cubic yards)

As Mixer As Agitator

376 8.5 11.25

399 9.0 12.00

423 9.5 12.75

446 10.0 13.25

493 11.0 14.75

540 12.0 16.00

587 13.0 17.50

634 14.0 19.00

681 15.0 20.25

701.3.4 If the volumes are determined using the table above, provide with each truck the proper documentation to be used instead of the manufacturer’s rat-ing plate showing the maximum mixing and agitating capacity.

701.3.4 Use truck mixers equipped with a water system and measuring device.

Make certain that the device permits ready access and can accurately deter-mine the quantity of water used. Use a water-measuring device that can ac-curately measure water in the tank to within 1.0% when the truck mixer is sta-tionary and essentially level.

701.3.4 Ensure that truck mixers and agitators of the revolving drum type are equipped with a hatch in the periphery of the drum shell that will permit ac-cess to the inside of the drum for inspection, cleaning, and repair of the drum and blades.

701.3.4 Use truck mixers that have an electrically or mechanically actuated revolu-tion counter that can be reset to zero. Make certain that this counter is mounted in a position such that it can be read from the ground.

701.3.4 Maintain truck mixers in good working condition. Repair when necessary to ensure that the concrete is of uniform quality. Replace blades when any part or section is worn 1 inch or more below the original design. If requested by the OMR, provide a copy of the manufacturer’s design, showing dimensions and arrangements of blades.

701.4

701.4 Construction

701.4.1

701.4.1 Care and Storage of Concrete Aggregates

701.4.1 Handle and store concrete aggregates in a manner that prevents intermix-ing, segregation, and contamination by foreign materials. Handle and stock-

701.4.2 701.4.3.3 pile each aggregate component from a different source or grading separately.

Clear vegetation and other extraneous matter from stockpile sites, so that they have natural ground bottoms, and ensure that they are generally smooth, firm, and well drained. Do not use the bottom 1-foot of any stockpile with a natural ground bottom except under direct supervision of the RCE. If exces-sive segregation is likely because of the stockpiling of an aggregate, construct the stockpile in layers not to exceed 3 feet in depth.

701.4.2

701.4.2 Storage of Cement

701.4.2 Store bulk cement in weatherproof bins or silos that protect the cement from dampness and provide for the free flow of the cement. If the OMR au-thorizes the use of bagged cement, store it in weatherproof buildings or tem-porary store it in the open on a raised platform with ample waterproof flooring and covering.

701.4.2 At a batching plant with two or more silos in which different types of cement or cementitious materials are stored, place a sign at each fill inlet indicating the type of cement stored therein. Make the sign from a durable material with raised, indented, or cut letters a minimum of 2 inches high and ¼ inch thick or deep. Ensure that the sign clearly identifies the material that is in the silo.

701.4.2 If concrete is to be proportioned at the work site and is only for the Depart-ment’s use, keep accurate records of the deliveries of cement and of its use in the work. Provide copies of these records to the RCE and OMR in such form as they may require.

701.4.3

701.4.3 Measuring Materials

701.4.3.1

701.4.3.1 Portland Cement

701.4.3.1 Measure Portland cement and other cementitious materials by weight unless otherwise specified. Weigh the cementitious materials on scales meeting the requirements of Subsection 701.3.2 and are not used to weigh other materials. If bagged cement is authorized, measure it in bags packed by the manufacturer. From time to time, weigh full bags as a check on the net weight. Prepare batches that do not require fractional bags of cement unless all the cement for each batch is weighed.

701.4.3.2

701.4.3.2 Water

701.4.3.2 Measure water by volume or by weight through an approved measuring system. Use a measuring system with a metering or weighing device capable of incorporating into the batch the predetermined quantity of water with an accuracy of 1.0% of the quantity of water required for the batch. Assume wa-ter to weigh 8.33 pounds per gallon.

701.4.3.3

701.4.3.3 Fine and Coarse Aggregate

701.4.3.3 Measure fine and coarse aggregates separately by weight on scales meet-ing the requirements of Subsection 701.3.2. In measuring aggregates, make allowance for water in the aggregates. For determinations of the moisture content of aggregates, use automatic sensing devices if available; otherwise,

701.4.3.4 701.4.4.1 take representative samples and investigate individually or combined in a composite sample.

701.4.3.4

701.4.3.4 Admixtures

701.4.3.4 Dispense admixtures into the batch as a solution of uniform concentration and in the amounts recommended by the manufacturer. Use properly equipped sight-tube dispensers with a graduation strip or strips that are la-beled in terms of ounces or ounces per hundred pounds of cement. Identify graduated strips as to the rate at which the admixture is being measured for the particular diameter of the tube being used.

701.4.3.4 Calibrate meter and timing dispensers by obtaining a metered sample and checking the accuracy of the system. Have the equipment checked and ap-proved during the annual inspection and at other times when deemed neces-sary or as directed by the RCE.

701.4.3.4 Maintain the accuracy of all systems to within ± 3%. Discharge the admix-ture into the stream of water entering the mixer drum or into the pre-measured or pre-weighed water for each batch. Take precautions to prevent the dilution of the admixture in storage by rain and condensation. For actual control, measure the air content with air meters only.