703AGGREGATE

703.1FINE AGGREGATE—

inert particles reasonably free from clay, silt, vegetation, and other deleterious substances such as reactive chert, gypsum, iron sulfide, amorphous silica, and hydra ted iron oxide. Substances present in amounts large enough to cause inconsistent performance in asphalt concrete or plastic or hardened Portland cement concrete are considered deleterious. Spent foundry sand may be used as fine aggregate in asphalt concrete and flowable fill. Obtain fine aggregate with physical properties according to Table A from a source listed in Bulletin 14 or approved by the LTS before use.

produced simultaneously with gravel coarse aggregate may contain crushed particles.

of rock, air-cooled blast furnace slag, or air-cooled steel slag into sound, approximately cubical particles. Fine aggregate manufactured from limestone may not be used in concrete wearing surfaces. Fine aggregate manufactured from steel slag may not be used in cement concrete or mortar mixtures. Steel slag fine aggregate may only be used in asphalt wearing courses with the approval of the LTS; however, do not use steel slag fine aggregate in conjunction with steel slag coarse aggregate. Provide steel slag fine aggregate that is uniform in density and quality . If steel slag was man ufactured after January 1, 2007, traceability of material must be established. If trac eability cannot be established, perform chemical testing according to DEP General Permit WMGR144 and submit the test results to the LTS. Cure steel slag fine aggregate according to the following procedure:

• After gradation preparation, place steel slag fine aggregate, whether reclaimed from an old stockpile or processed directly from the steel-making process, in a controlled stockpile. Limit the stockpile size to a maximum of 30,000 tons. Completely soak the steel slag fine aggregate with water before or during stockpiling. Submit the method of constructing and controlling the stockpile to the Representative for review.

• Maintain the stockpile in a uniform moist condition for a period of not less than 6 months. After the minimum cure period, the Representative will sample and test the stockpile for expansive characteristics according to PTM No. 130. The Representative will approve the stockpile for use if the average total volumetric expansion according to PTM No. 130 is less than 0.50%.

• If the stockpile fails expansion criterion, continue curing the stockpile for a minimum of 2 additional months. The Representative will resample and retest the stockpile after the required additional cure period.

The LTS will evaluate the quality of fine aggregates by conducting petrographic analysis according to PTM No. 518 and other tests necessary to demonstrate that required construction of acceptable durability can be achieved.

Technician who will test fine aggregate at the source according to the requirements listed in Bulletin 14. Provide equipment for acceptance testing and for developing and maintaining a QC program to ensure compliance with specification requirements during production according to Bulletin 14.

to ensure the quality requirements are met. Document the results of tests made during production and make them available to the Department upon request.

Control the grading of Type A Fine Aggregate so the fineness modulus of at least nine out of ten consecutive test samples from a single source delivered to a project or plant varies less than ± 0.20 from the average fineness modulus of the consecutive test samples. Determine the fineness modulus according to PTM No. 501. For asphalt mixtures:

• If directed, vary the gradations within the limits according to Table A.

• A blend of fine aggregates may be used if the proposed gradation limits for blending are approved by the District Executive in writing.

• If filler is required, provide fine aggregate conforming to the gradation according to Table A and use cement, cement dust, fly ash, or fines from the crushing of stone, gravel, or slag reasonably free of clay.

No. 100.

only) according to AASHTO T 21. If the color value result is greater than Organic Plate No. 3, determine the minimum strength ratio according to AASHTO T 71 and use fine aggregate meeting the strength ratio according to Table A.

a sodium sulfate solution according to PTM No. 510.

TABLE A Fine Aggregate Grading and Quality Requirements

Cement Concrete Sand Asphalt Concrete Sand Type B Mortar Sand Sieve Size Type A #1 #3 Filler Type C 9.5 mm (3/8-inch) 100 100 100 — — 4.75 mm (No. 4) 95-100 95-

80- 100 — 100 2.36 mm (No. 8) 70-100 70-

65- 100 — 95-100 1.18 mm (No. 16) 45-85 40-80 40-80 — — 600 µm (No. 30) 25-65 20-65 20-65 100 — 300 µm (No. 50) 10-30 7-40 7-40 95-100 — 150 µm (No. 100) 0-10 2-20 2-20 90-100 0-25 75 µm (No. 200) — 0-10 0-10 70-100 0-10 Material Finer Than 75 µm (No. 200) Sieve Max. Percent Passing 3 — — — — Strength Ratio Min. Percent 95 — — — 95 Soundness Test Max. Loss Percent 10 15 15 — 10 Fineness Modulus 2.30-3.15 — — — 1.6-2.5

703.2COARSE AGGREGATE—

free from clay, silt, vegetation, and other deleterious substances such as reactive chert, gypsum, iron sulfide, amorphous silica, and hydrated iron oxide. Substances present in amounts large enough to cause inconsistent performance in asphalt concrete or plastic or hardened Portland cement concrete are considered deleterious. The LTS will evaluate the quality of coarse aggregates by conducting petrographic analysis according to PTM No. 518 and other tests necessary to demonstrate required construction of acceptable durability can be achieved. Furnish coarse aggregate crushed and prepared from one of the materials described below with physical properties conforming to Tables B, C, and D. Obtain coarse aggregate from a source listed in Bulletin 14 or approved by the LTS before use.

For use in all asphalt wearing courses, unless otherwise specified, a minimum of 85% crushed particles with at least two faces resulting from fracture is required. For use as No. Open Graded Subbase (OGS), a minimum of 75% crushed particles with at least three faces resulting from fracture is required. For all Type A use, the maximum allowable absorption determined according to AASHTO T 85 is 3.0%; however, this restriction does not apply to dredged river gravel used in Portland cement concrete. For all Type B use, the maximum allowable absorption determined according to AASHTO T 85 is 3.5%.

air-cooled blast furnace slag. If blast furnace slag was manufactured after January 1, 2007, traceability of material must be established. If traceability cannot be established, perform chemical testing according to DEP General Permit WMGR144 and submit the test results to the LTS. Blast furnace slag is excluded from the abrasion requirements. The density (unit weight) of blast furnace slag cannot be less than 70 pounds per cubic foot. If there is more than 5% contamination of steel slag in a stockpile, the stockpile is considered steel slag. Limit the stockpile size to a maximum of 30,000 tons.

reasonably uniform in density and quality. If steel slag was manufactured after January 1, 2007, traceability of material must be established. If traceability cannot be established, perform chemical testing according to DEP General Permit WMGR144 and submit the test results to the LTS. After crushing, grading, and forming a stockpile, take a sample from the stockpile and submit it to the LTS for testing of expansive characteristics. The LTS will accept the stockpile for use if the total expansion determined according to PTM No. 130 is less than 0.50%. Once a stockpile is accepted, do not add to it if it is for Department use. Limit the stockpile size to a maximum of 30,000 tons. If the stockpile fails expansion requirements, cure the aggregate stockpile as follows:

• Rework the stockpile and soak the aggregate completely with water.

• Submit the proposed method of constructing and controlling the stockpile during the cure period for review and acceptance.

• Maintain the aggregate in a uniformly moist condition in the stockpile for a period of at least 6 months. Take a sample after this curing period and submit it to the LTS for testing according to PTM No. 130.

• The Representative will accept the stockpile for use if the total expansion is less than 0.50%. If the stockpile still fails the expansion requirement, continue curing for at least 2 additional months before resampling and retesting.

Aggregate manufactured from steel slag is not acceptable for pipe or structure backfill , in cement concrete, or as subbase. Aggregate manufactured froms teel slag may be used for selected granular material, shoulders, selected material surfacing, and in asphalt surface courses.

granular glassy material formed if molten slag from iron-making is rapidly quenched by immersion in water and contains not more than 3% total iron reported as Fe2O3. If granular slag was manufactured after January 1, 2007, traceability of material must be established. If traceability cannot be established, perform chemical testing according to DEP General Permit WMGR144 and s ubmit the test results to the LTS. Limit the stockpile size to a maximum of 30,000 tons. Provide material containing not more than 20% by mass (weight) of substances that are not granulated slag. Use material with a dry rodded density (unit weight) determined according to AASHTO T 19 of not more than 80 pounds per cubic foot. Provide uniform material having a maximum size of 50 mm (2 inches) and not more than 20% passing the 150 µm (No. 100) sieve. Granulated slag may only be used for subbase material as specified in Section 350.

• Aggregate prepared by expanding, pelletizing, or sintering products such as blast-furnace slag, diatomite, fly ash, clay, shale, or slate.

• Aggregate prepared by processing natural materials such as pumice, scoria, or tuff.

Furnish lightweight aggregate conforming to AASHTO M 195, the soundness and abrasion limits for Type A aggregate according to Table B, and the following durability requirements.

• Aggregate Absorption Factor (PTM No. 526) Max. % 2.5 • Freeze-Thaw Resistance of Concrete, Decrease of Dynamic Modulus at 300 Cycles (AASHTO T 161, Procedure B, except after 14 days of moist cure, dry the beams 3 inches by 4 inches by 16 inches at 72F ± 3F and approximately 50% relative humidity for 14 days. Then soak the beams in water for 3 days before starting the freezing and thawing test.)

Max. % 60 • Freeze-Thaw Resistance of Aggregate (PTM No. 525) Max. % 25

TABLE B Coarse Aggregate Quality Requirements(7) Type A Type B Type C TypeS Soundness, Max. % 10 12 20 16 Abrasion, Max. % 45 45 55 55 Freeze-Thaw Loss, Max % — — — 7.0(6) Thin and Elongated Pieces, Max. % 15 20 — — Material Finer Than 75 µm (No. 200) Sieve, Max. % —(1) —(1) 10 10 Crushed Fragments, Min. % 55(2) 55(2) 50 50 Compact Bulk Density (Unit Weight), lbs./cu. ft. 70 70 70 70 Deleterious Shale, Max. % 2 2 10 10 Clay Lumps, Max. % 0.25 0.25 3 3 Friable Particles, Max.% (excluding shale) 1.0 1.0 — — Coal or Coke, Max. % 1 1 5 5 Glassy Particles, Max. % 4 or 10(3) 4 or 10(3) — — Iron, Max. % 3(5) 3(5) 3(5) 3(5) Absorption, Max. % 3.0(4) 3.5(4) — 2(4) Total of Deleterious Shale, Clay Lumps, Friable Particles, Coal, or Coke Allowed, Max. % 2 2 15 15 Notes:

and not subject to testing according to AASHTO T 103, Procedure A. Natural aggregates with an absorption exceeding 2% will be considered freeze thaw resistant if either their sodium sulfate soundness level is less than 16% or their AASHTO T 103 freeze thaw loss after 25 cycles (coarse fraction) does not exceed 7.0%. TypeS 2A aggregate may be supplied where Type 2A aggregate for purposes other than subbase is specified at no additional cost to the Department.

from Department, county, or municipal projects for use as 2A aggregate, must not be used in subbase.

test coarse aggregate at the source according to Bulletin 14. Provide equipment for acceptance testing and for developing and maintaining a QC program to ensure compliance with specification requirements during production according to Bulletin 14.

to ensure the quality requirements are met. Document the results of tests made during production and make them available to the Department upon request.

sodium sulfate solution according to PTM No. 510. The LTS may accept aggregate failing the test if it can be demonstrated in writing the aggregate has a satisfactory service record in both pavements and structures. Acceptable aggregate produced from recycled concrete need not conform to soundness requirements since cementitious material cannot be evaluated with this test.

4.75 mm (No. 4) sieve. Measur e the ratio of 5:1, comparing the length to the thickness of the aggregate particles. Calculate the percentage of flat and elongate particles by mass.

TABLE C Size and Grading Requirements for Coarse Aggregates (Based on Laboratory Sieve Tests, Square Openings) Total Percent Passing AASHTO Number 100 mm (4") 90 mm (3 1/2") 63 mm (2 1/2") 50 mm (2") 37.5 mm (1 1/2") 25.0 mm (1") 19.0 mm (3/4") 12.5 mm (1/2") 9.5 mm (3/8") 4.75 mm (No. 4) 2.36 mm (No. 8) 1.18 mm (No. 16) 300 µm (No. 50) 150 µm (No. 100) 75 µm (No. 200) *** 1 100 90-100 25-60 0-15 0-5 3 100 90-100 35-70 0-15 0-5 467 100 95-100 35-70 10-30 0-5 5 100 90-100 20-55 0-10 0-5 57 100 95-100 25-60 0-10 0-5 67 100 90-100 20-55 0-10 0-5 7 100 90-100 40-70 0-15 0-5 8 100 85-100 10-30 0-10 0-5 89 100 90-100 20-55 5-30 0-10 0-5 9 100 85-100 10-40 0-10 0-5 10 100 85-100 10-30 2A** 100 52-100 36-70 24-50 16-38* 10-30 OGS** 100 52-100 36-65 8-40 0-12 * Applies only for asphalt mixtures. ** PennDOT Number – Only Type C and TypeS will be listed in Bulletin 14. *** For 75 µm (No. 200), see Table D.

Note A: A combination of No. 7 and No. 5 may be substituted for No. 57, if no more than 50% or less than 30% of the combination is No. 7 size.

Note B: Provide No. OGS material that has a minimum average coefficient of uniformity of 4.0. The average coefficient of uniformity i s defined as the average of the sublots within each lot. Determine the coefficient of uniformity according to PTM No. 149 each time the gradation is determined. The required minimum coefficient of uniformity for individual samples is 3.5. If the coefficient of uniformity of any sample falls below 3.5, reject the lot. Do not use the coefficient of uniformity in the multiple deficiency formula.

No. 100 and Table D. This test is not required for aggregate processed through a mechanical dryer for use in asphalt concrete; however, the aggregate is required to be clean and free of fines that would adversely affect the coating of the aggregate with asphalt material. This test is not required for AASHTO No. 10 aggregates.

TABLE D Material Passing the 75 µm (No. 200) Sieve — (Based on Laboratory Sieve Tests, Square Openings) Section Specification % Maximum

— Subbase (No. 2A) Subbase (No. OGS) Bit. Seal Coat Bit. Seal Coat w/ Precoat. Aggr. Bit. Surf. Treatment Cement Concrete All other uses

1.0 2.0 1.0

drying according to PTM No. 519. The LTS will use petrographic analysis to confirm the results.

separation. If required, the LTS will use petrographic analysis to confirm the results.

separation. Pieces of slag containing more than 50% glass are considered to be glassy particles. Waste glass is also considered to be glassy particles. For coarse aggregate used in cement concrete, the maximum percentage of glassy particles allowed is 4%. For other uses, the maximum percentage of glassy particles allowed is 10%. Coarse aggregate containing glassy particles consisting of waste glass may not be used in cement concrete or asphalt wearing courses.

Pieces of slag containing metallic iron are considered to be metallic iron. This requirement is waived if aggregate with metallic iron is used in asphalt mixtures or subbase. PTM No. 518.

separation. If required, the LTS will use petrographic analysis to confirm the results.

703.3SELECT GRANULAR MATERIAL (2RC)—

or blended with suitable filler materials to provide a uniform mixture. Obtain select granular material from a source listed in Bulletin 14. Stockpile, sample, and test material before it is used to ensure reasonable uniformity and acceptability. Use material free from vegetable or organic matter, lumps, or an excessive

quantity of clay or other objectionable or foreign substances and not more than 10% deleterious shale by mass (weight).

• Passing 50 mm (2-inch) sieve—100%

• Passing 4.75 mm (No. 4) sieve—15% to 60%

• Passing 150 µm (No. 100) sieve—0% to 30%

703.4ANTI-SKID MATERIAL—

Table E from a producer or agent listed in Bulletin 14. Do not use material containing metal, glass, or substances harmful to automotive equipment and vehicles. Use material reasonably free of deleterious substances or foreign materials including, but not limited to, dirt, shale, slate, incinerated asphalt coal mine waste, and within the maximum limits of the individual deleterious and total deleterious materials according to Table B, Type C.

the two conforming to the following requirements:

• Bulk Density (Unit Weight). Minimum 70 pounds per cubic foot and not exceeding 110 pounds per cubic foot determined according to AASHTO T 19.

• Crushed Fragments. If natural sand is furnished, not less than 35% of the fragments retained on the 2.36 mm (No. 8) sieve are required to be crushed fragments, determined according to ASTM D5821.

• Iron. Total of individual anti -skid particles containing metallic iron may not exceed 1.0% by mass

mm (No. 4) sieve by the total dry mass (weight) of the sample.

• Bulk Density (Unit Weight). Minimum 70 pounds per cubic foot and n ot exceeding 105 pounds per cubic foot determined according to AASHTO T 19.

• Los Angeles Abrasion. Abrasion loss not exceeding 55%, determined according to AASHTO T 96, Gradation D.

• Crushed Fragments. If crushed gravel is furnished, not less than 60% of the fragments retained on the 4.75 mm (No. 4) sieve are required to be crushed, one face, determined according to ASTM D5821.

• Iron. Total of individual anti-skid particles containing metallic iron may not exceed 1.0% by weight of material, determined by dividing the mass (weight) of such particles retained on the 4.75 mm (No. 4) sieve by the total dry mass (weight) of the sample.

• Bulk Density (Unit Weight). Minimum 70 pounds per cubic foot and not exceeding 105 pounds per cubic foot determined according to AASHTO T 19.

• Los Angeles Abrasion. Abrasion loss not exceeding 55%, determined according to AASHTO T 96,

Gradation D.

• Iron. Total of individual anti-skid particles containing metallic iron may not exceed 1.0% by mass

4.75 mm (No. 4) sieve by the total dry mass (weight) of the sample.

TABLE E Anti-Skid Gradation Maximum Percent Passing Sieve Anti-Skid Type 31.5 mm (1 1/4") 19.0 mm (3/4") 12.5 mm (1/2") 9.5 mm (3/8") 4.75 mm (No. 4) 2.36 mm (No. 8) 300 µm (No. 50) 150 µm (No. 100) 75 µm (No. 200)* Type AS1 100 60-100 0-80 0-8 0-5 Type AS2 100 35-80 0-45 0-6 0-3** Type AS3 100 90-100 0-30 0-8 Type AS4 100 0-30 0-8 0-5 * Determined by PTM No. 100. ** If the total percent passing the 2.36 mm (No.8) sieve is less than 25%, the total percent passing the 75 µm (N0. 200) sieve is allowed to be 0-5.

tests per day is required. If conditions exist that would cause a change in moisture content, conduct additional tests. A Department representative will verify the test results. Document tests at the end of delivery quantity at the end of the day and determine the average moisture content. The Department will adjust the delivery quantity by deducting the average moisture content from the aggregate quantity shipped. Payment is based on the calculated oven dry mass (weight).

703.5ACCEPTANCE OF CONSTRUCTION AGGREGATES—

AASHTO No. 1 Coarse Aggregate as specified in Section 850.2(a)1.

• Submit for annual review a QC Plan conforming to the minimum Department requirements for aggregate suppliers.

• Establish and positively identify aggregate stockpiles that have been tested according to the approved QC Plan and conform to Department Specifications. Material may be added to or shipped from stockpiles at the producer's discretion.

verification sample (n=3) from each stockpile to be tested. Obtain the sample from the stockpile according to AASHTO R 90 or from a mini-stockpile. If the mini-stockpile method is chosen, obtain the sample according to the following procedure:

• Place approximately 10 tons of aggregate into a mini -stockpile on a suitable surface. Use a loader to strike off the top of the mini-stockpile.

• Obtain sufficient material for sampling from random locations on the mini -stockpile using a square faced shovel.

If project verification samples or lot acceptance samples in Section 703.5(b)3 result in a Percent Within Limits (PWL) < 90, the Representative will direct additional source verification sampling of the stockpile(s) from which the failing material was ship ped. In such instances, do not ship additional materials from the stockpile(s) until test results from source verification samples have PWL ≥ 90. Immediately deliver the source verification sample to the Representative for testing using the equipment provided as specified in Sections 703.1(b) and 703.2(b). The Representative will test all three increments according to Tables A, B, C, and D, as applicable. If the test results verify the material conforms to the specifications, use the material under certification, unless project verification samples require lot acceptance. If the material does not conform to the specifications, the Representative will determine the PW L as specified in Section 106.03(a)3. If source verification results indicate a PW L < 90, the Representative will reject the stockpile. If a stockpile is rejected, increase QC testing according to the reviewed QC Plan. Construct another stockpile of the aggregate to be tested consisting of 300 tons to 500 tons of material or the remainder of the quantity identified for Department projects, whichever is less. The Representative will accept the material under certification if test results verify the material from the new stockpile conforms to the specifications, unless project verification samples require lot acceptance.

samples (n=3) according to Table F for aggregates used for subbase applications under the roadway and shoulders as specified in Section 350. At the preconstruction conference provide the Representative estimated aggregate quantities for subbase applications under the roadway and shoulders. Other aggregate types or applications may be sampled for project verification if the Representative determines the material is visually suspect. Obtain samples at the point of placement (loose aggregate sample on grade before trimming and compaction) and not from project stockpiles unless directed:

TABLE F Verification Samples Aggregate Quantities Number of Samples (n=3) 1,000 tons or more, but less than 2,000 tons 1 2,000 tons or more, but less than 10,000 tons 2 10,000 tons or more, up to 25,000 tons 3 Each additional increment of 25,000 tons 1

The Inspector will select sample locations according to PTM No. 1. Under the direction and supervision of the Inspector, immediately deliver the sample(s) to the test site at either the producers’ location or the project site. The Inspector will test the sample(s) using the equipment provided as specified in Sections 703.1(b) and 703.2(b). The Inspector will test all three increments for compliance with Tables C and D, plus the Crushed Fr agments Test of Table B if applicable. The Inspector will provide the test results within 5 days from the date of sampling. The Department will continue to accept material under certification if test results verify the material conforms to the specificatio ns. If the material does not conform to the specifications, the Inspector will determine the average PWL of the material as specified in Section 106.03(a)3. If results indicate a PW L < 90 for the material , the Department will discontinue certification acceptance and begin project lot acceptance of the aggregate. Discontinue all operations using that size of aggregate until the Representative determines new lot sample locations according to PTM No. 1 and authorizes operations to continue. Conduct lot acceptance testing at the point of placement according to the following procedure:

• Under the direction and supervision of the Inspector, use a PennDOT Certified Aggregate Technician to obtain an acceptance sample (n=3) at the point of placement (loose aggregate sample on grade before trimming and compaction) for each 7,500 tons of material placed . The lot size of 7,500 tons will be divided into three equal sublots.

ͦ The Inspector will select sample locations according to PTM No. 1. The Inspector will take possession of the sample and immediately transport the sample from the sampling point to the testing site. The Inspector will test all three sample increments for compliance as specified in

Section 703.2(c), Tables C and D plus the Crushed Fragments Test of Table B. Aggregates other than gravel will use 100 as the PWL for the Crushed Fragments Test according to Table B. The Inspector will provide the test results within 5 days of sampling. Failure to provide test results within the targeted timeframe will not form a basis to dismiss the test results, and the test results will govern in all cases. ͦ If less than 7,500 tons remain for the project, the remaining quantity will be considered a lot. Divide the remaining approximated quantity into three equal sublots so three increments are obtained. ͦ If a change in aggregate sources is made before three increments are obtained for a lot, obtain additional increments from remaining materials on the project to provide one full acceptance sample (n=3) from the first source. ͦ The Inspector will document the placement location(s) by station of material placed to clearly delineate the location of all material within the lot.

• The Department will continue project lot acceptance testing until five consecutive lots are accepted at ≥ 90 PWL. Once five consecutive lots are accepted at ≥ 90 PWL, acceptance may again be by producer certification and verification testing will begin again at the frequency according to Table F for the remaining project quantity. The Contractor will be charged $ 600 for each lot of material placed, for the project lot acceptance testing performed by the Inspector.

• For all test values, the Department will determine the lot PWL as specified in Section 106.03(a)3. If results indicate a PWL ≥ 90, the lot is accepted at full payment. If results indicate a PWL <90 for the material, the Department will determine the Degree of Non-Conformance (DNC) for the lot according to the following:

ͦ Lot average values for all sieve sizes which do not conform to the specified limits will be used to calculate the DNC. For each sieve where the average does not conform to specifications, the difference between the average test value and the closest specified limit will be computed (upper limit for average values where the upper limit has been exceeded or lower limit for average values where the lower limit was not reached). Each difference will be multiplied by the factor according to Table G. ͦ Crushed fragment average test results which do not conform to the specified limits will also be included in the DNC. The DNC will include the difference between the lower specified limit and the lot average crushed fragment test results. ͦ The Department will determine the total DNC for the lot by summing of all the non -conformances for each sieve size and crushed fragments after each has been multiplied by applicable factors according to Table G and Table H. The total DNC will be used to adjust the payment represented by the non-conforming lot according to Table I.

TABLE G Multiplication Factors for DNC Sieve Size Multiplication Factor 4 inch to No. 4 inclusive 1.0 No. 5 to No. 80 inclusive 1.5 No. 100 2.0 No. 200 (Table D) Table H Crush Count 1.0

TABLE H No. 200 Sieve Upper Limit and Multiplication Factor % Maximum Upper Limit to Calculate DNC Multiplication Factor 10 10.49 2.5 5 5.49 2.5 2 2.49 2.5 1 1.49 2.5 2.0 2.05 5 1.0 1.05 5

TABLE I DNC Pay Reduction Percent Total Sum of DNC Percent of Contract Unit Price Reduction 0.5 to 3.0 2% 3.1 to 5.0 4% 5.1 to 8.0 7% 8.1 to 12.0 11% Greater than 12.0 ** **If the sum of the DNC is greater than 12.0, the Representative will direct the material represented by the lot (n=3) be removed and replaced at no additional cost to the Department or left in place and final payment for the material will be at 70% of the contract unit price. Pending the decision by the Representative, do not place additional materials on or incorporated with the non-conforming material.

placement on the project. Submit samples to the LTS for testing. If results for any type of material indicate a PWL of less than 90, the District will immediately obtain an additional verification sample (n=3) at the appropriate site (project or source). The Department will test all three sample increments at either the producer's location or at the project site and determine the PW L for the material. If results indicate a PW L for the material of less than 90, obtain source verification samples and project verification samples as specified in Section 703.5(b)2 and Section 703.5(b)3.

weights recorded and ensuring conformance as specified in Section 107.23(b). Designate a licensed weigh person(s) to act as the Contractor’s agent. Ensure scales are calibrated annually by an independent agency acceptable to the Department. A Department Inspector may provide random checking. Weigh empty trucks used to haul material measured by mass (weight) daily unless otherwise directed. If the invoice mass (weight) exceeds the net mass (net weight) determined by a Department mobile weigh team by more than 3%, the Department will consider th e deviation to be excessive. Take immediate corrective action upon notification of an excessive deviation. Within 30 days of notification, provide the District Executive with a written description of corrective actions and safeguards and the time they were implemented.

703.6CERTIFICATION OF AGGREGATES AT ASPHALT AND CEMENT CONCRETE PLANTS—

as specified in Section 106.03(b)3 using Form CS-4171 or another acceptable form.