703Aggregate

703.01General

The following abbreviations apply: CCS Crushed Carbonate Stone. ACBFS Air Cooled Blast Furnace Slag GS Granulated Slag RAP Reclaimed Asphalt Pavement RPCC Recycled Portland Cement Concrete OH Open Hearth Slag EAF Electric Arc Furnace Slag BOF Basic Oxygen Furnace Slag PCS Petroleum Contaminated Soil Prequalified Aggregate Supplier Program (Supplement 1069). Provide aggregate materials to the Ohio Department of Transportation from prequalified suppliers.

mud-like condition when tested for soundness, ensure that the maximum loss for all uses is 5 percent.

and to minimize segregation. Clean the sites for stockpiles before storing materials. Do not remove aggregates from stockpiles within 1 foot (0.3 m) of the ground until final cleanup of the work. Do not use material that has become mixed with foreign matter, wood or other size or grades of aggregates. Handle aggregates in such a manner that the moisture content is reasonably uniform for each day’s run.

construction item, or as shown in AASHTO M 43.

Amount finer than No. 200 (75 μm) sieve .. ....................................................... S1004 Clay lumps ........................................ S1017 Coal and lignite ................ AASHTO T 113 Crushed pieces ..................... ASTM D5821 Deleterious materials ........................ S1029 Effect of organic impurities on strength of mortar ............... AASHTO T 71 Liquid limit ........................ AASHTO T 89 Percent of wear, Los Angeles .............. AASHTO T 96 or ASTM C535 Plasticity index ................... AASHTO T 90 Sieve analysis ........................ S1004, S1005 ........................................ AASHTO T 37 Sodium sulfate soundness test, 5 cycle .......................... AASHTO T 104 714 Specific Gravity and percent absorption for fine and coarse aggregate ........ S1031 Unit weight......................... AASHTO T 19 ...................................... AASHTO T 113 Sand equivalent ................ AASHTO T 176 Uncompacted void content ...................................... AASHTO T 304 Flat and elongated ................ ASTM D4791 ...................... ASTM C666, Procedure B Insoluble residue of carbonate aggregates ......................... ASTM D3042 Compaction testing of Unbound Materials . ....................................................... S1015 In place gradation sampling .............. S1090 Sulfur leachate test ............................ S1027 Soundness of aggregate by freezing and thawing .................. AASHTO T 103 Micro-Deval ..................... AASHTO T 327 ...................... ASTM C146, ASTM C114 Sodium sulfate soundness test, Rock slabs ........................ ASTM D5240

furnace (EAF) steel slag aggregate (known as steel slag) according to the following requirements when

703.04aggregate for asphalt concrete base or 703.05 aggregate for asphalt intermediate course is

specified. Do not use OH, BOF, or EAF slag as the fine or coarse aggregate (virgin or recycled) for asphalt surface courses. Supply all steel slag from sources according to Supplement 1071. Furnish steel slag to a size meeting the specified grading requirements. Provide steel slag aggregate meeting the specified coarse or fine aggregate quality requirements. Ensure that measurements of soft pieces include soft lime, lime oxide, or magnesia agglomerations or any foreign materials prone to rapid disintegration under construction processing and weathering conditions. Ensure that additional testing beyond those listed are performed or required any time poor quality steel slag is suspected due to visual inspection, testing, or field performance problems. Provide a letter of certification to the Engineer from the steel slag processor for every shipment of steel slag to the Contractor. In addition the steel slag processor must provide the Engineer with the following: Quality control records (created in accordance with Supplement 1071). Documentation of the steel slag production, processing, and stockpile retrieval Failure to follow the processor QC plan or continued problems with performance recognized by the Laboratory attributable to steel slag is cause for limiting steel slag use from that processor.

Guidelines for Maintaining Adequate Pavement Friction in Surface Pavements, the aggregate source 715 will be restricted for use in surface pavement according to the methods in the guidelines. The document, Guidelines for Maintaining Adequate Pavement Friction in Surface Pavements, is available on the OMM website under “Material Information by Category, Aggregate”, or the Office of Pavement Engineering’s website. 716 717

703.02Aggregate for Portland Cement Concrete

Sieve Size Total Percent Passing 3/8 inch (9.5 mm) 100 No. 4 (4.75 mm) 95 to 100 No. 8 (2.36 mm) 70 to 100 No. 16 (1.18 mm) 38 to 80 No. 30 (600 μm) 18 to 60 No. 50 (300 μm) 5 to 30 No. 100 (150 μm) 0 to 10 No. 200 (75 μm) 0 to 5 Should the fineness modulus of a job control sample of sand from any source vary by more than 0.20 percent from that of the representative sample from that source, the sand may be rejected.

Maximum Loss, sodium sulfate soundness test 10% Aggregations of soil, silt, etc. by weight 0.5 % When tested for the effect of organic impurities on strength of mortar, ensure that the compressive strength at 3 and 7 days of mortar made with untreated sand is not less than 95 percent of the compressive strength of mortar made with treated sand. Provide fine aggregate for Items 255, 256, 451, 452, 526, and 511 deck slabs with at least 25 percent siliceous particles as determined by the acid insoluble residue test [ASTM D3042]. Ensure material has been tested and results are on file at the Laboratory. For sources not tested and on file at the laboratory, submit certified test data from an AMRL accredited independent laboratory verifying the minimum 25 percent.

Percent of wear, Los Angeles test, maximum (CCS or washed gravel) 40 % Unit weight, compacted, minimum (slag) 70 lb/ft3 (1120 kg/m3) Loss, sodium sulfate soundness test, maximum: 12% Deleterious substances shall not exceed the following: 718 Percent by Weight Material Type Super-Structure All Other Concrete Soft pieces 2.0 3.0 Coal and lignite 0.25 1.0 Clay lumps 0.25 0.25 Pieces having a length greater than 5 times the average thickness 15 15 Shale and shaly material 0.5 1.0 Limonitic concretions 0.5 1.0 Alkali 0.5 1.0 Metallic particles 0.5 1.0 Chert, that disintegrates in 5 cycles of the soundness test 0.5 1.0 Additional requirement for ACBFS aggregate: Total Sulfur as S, maximum (ASTM C114) 2.0%

passing the No. 200 (75 μm) sieve in the aggregate portion of the concrete mix does not exceed the following: Percent by Weight Material Type Super-Structure All Other Concrete CCS and crushed ACBFS 3.4 3.8 Washed gravel 2.0 2.2

703.03Fine Aggregate for Mortar or Grout

Natural Sand Manufactured Sand Sieve Size Total Percent Passing No. 4 (4.75 mm) 100 100 No. 8 (2.36 mm) 95 to 100 95 to 100 No. 50 (300 μm) 10 to 40 20 to 40 No. 100 (150 μm) 0 to 15 10 to 25 No. 200 (75 μm) 0 to 5 0 to 10

Maximum Loss, sodium sulfate soundness test 10 % Aggregations of soil, silt, etc. by weight 0.5 % 719 When tested for the effect of organic impurities on strength of mortar, ensure that the compressive strength of mortar made with untreated sand is not less than 95 percent of the compressive strength of mortar made with treated sand.

Aggregate for Asphalt Concrete Base (301 and 302)

consisting of CCS, gravel, or crushed ACBFS. Provide coarse aggregate for asphalt concrete base used in flexible pavements consisting of CCS, gravel (see note [1] in table below), or crushed ACBFS. Provide fine aggregate for asphalt concrete base consisting of natural sand or sand manufactured from stone, gravel, or ACBFS. Crushed Steel Slag (OH, EAF or BOF) conforming to 703.01.E and 440.02 may be used for coarse and fine aggregate in asphalt concrete base used in flexible pavements.

Percent of wear, Los Angeles test, maximum (CCS or washed gravel) 50 % Unit weight, compacted, minimum (slag) 65 lb/ft3 (1040 kg/m3) Loss, sodium sulfate soundness test, maximum 15 % Percent by weight of fractured pieces (one or more faces), minimum 40 % Micro-Deval Abrasion Loss test, maximum (for coarse aggregate gravel only) 22 % [1] [1] If the MD value is greater than the specification limit conform to Supplement 1010. Deleterious substances shall not exceed the following: Material Type Percent by Weight Soft pieces 3.0 Coal and lignite 1.0 Clay lumps 0.25 Pieces having a length greater than 5 times the average thickness Shale and shaly material 2.5 Chert that disintegrates in 5 cycles of the soundness test 2.5

703.05Aggregate for Asphalt Concrete (Intermediate and Surface Courses), Prime Coat (408),

Chip Seal (422), and Microsurfacing (421).

ACBFS or, for intermediate courses only, steel slag (OH, EAF or BOF) conforming to 703.01.E and

440.02

Standard 703.05 Gradation 720 Sieve Size Total Percent Passing 3/8 inch (9.5 mm) 100 No. 4 (4.75 mm) 90 to 100 No. 8 (2.36 mm) 65 to 100 No. 16 (1.18 mm) 40 to 85 No. 30 (600 μm) 20 to 60 No. 50 (300 μm) 7 to 40 No. 100 (150 μm) 0 to 20 No. 200 (75 μm) 0 to 10 Screenings Sieve Size Total Percent Passing 3/8 inch (9.5 mm) 100 No. 4 (4.75 mm) 85 to 100 No. 100 (150 μm) 10 to 30

Maximum Loss, sodium sulfate soundness test 15 % Aggregations of soil, silt, etc., by weight 0.5 %

intermediate courses only, steel slag (OH, EAF or BOF) conforming to 703.01.E and 440.02.

Percent of wear, Los Angeles test, maximum (CCS or washed gravel) 40 % Unit weight, compacted, minimum (slag): Asphalt Concrete, 408 and 422 70 lb/ft3 (1120 kg/m3) Loss, sodium sulfate soundness test, maximum: Asphalt Concrete and 422 12 % 421 15 % Percent by weight of fractured pieces (one or more faces), minimum 40 % Micro-Deval Abrasion Loss test, maximum (for gravel only) 20 % [1] [1] If the MD value is greater than the specification limit conform to Supplement 1010. 721 Deleterious substances shall not exceed the following: Material Type Percent by Weight Soft pieces 3.0 Coal and lignite 1.0 Clay lumps 0.25 Amount finer than No. 200 (75 m) sieve 3.0 Pieces having a length greater than 5 times the average thickness Shale and shaly material 2.5 Limonitic concretions 2.5 Alkali 2.5 Chert that disintegrates in 5 cycles of the soundness test 2.5

fraction soundness loss and ensure that the fractional size does not exceed 13.0 percent for all surface courses, intermediate courses, and any asphalt concrete course directly below an open graded friction course. Should the sample contain less than 10 percent of any of the sizes specified in AASHTO T104 Section 5.1, that individual size shall not be held to the above maximum loss requirement.

424 with at least 50 percent silicon dioxide by weight. Test for silicon dioxide content according to ASTM C146 or ASTM C114. Natural sands will be approved on the following basis: Percent by Weight, SiO2 Status of Source Approval > 55 % Valid for two years from date approved [1] 50 – 55 % Valid for one year from date approved [1] < 50 % Not approved [2] [1] If a notable change in the properties of the aggregate originating from the affected source is determined from quality assurance testing, then a retest may be performed prior to the original expiration date. The Laboratory will make the determination to retest. [2] Retests may be requested for materials falling below the 50% threshold; however, all requests must be supported by current test data from an AASHTO or CCRL accredited laboratory. The Laboratory will maintain a list of approved sources.

703.06Sand Cover (407 and 408)

Sieve Size Total Percent Passing No. 4 (4.75 mm) 90 to 100 No. 50 (300 m) 7 to 40 No. 200 (75 m) 0 to 10 722

703.07Mineral Filler

Ensure the mineral filler is thoroughly dry and free from lumps.

Sieve Size Total Percent Passing No. 30 (600 m) 100 No. 50 (300 m) 95 to 100 No. 200 (75 m) 65 to 100

703.08Granulated Slag

furnace slag or electric-furnace slag is rapidly chilled, as by immersion in water. The Department may reject material containing mill waste, cinders, large pieces of ungranulated slag, or other matter foreign to the production of slag in the normal operation of the blast furnace or electric furnace. Furnish material of such nature that it will compact to the satisfaction of the Engineer.

Sieve Size Total Percent Passing 2 inch (50 mm) 100 1 inch (25 mm) 85 to 100 No. 100 (150 m) 0 to 15

703.10Screenings

ensure that it is crushed from material larger than the 1/2-inch (12.5 mm) sieve.

Maximum Loss, sodium sulfate soundness test 15 %

703.11Structural Backfill for 611 Bedding and Backfill . Furnish structural backfill for 611

bedding and backfill consisting of CCS, gravel, natural sand, sand manufactured from stone, foundry sand, ACBFS, or RPCC. Furnish ACBF Slag according to Supplement 1027. The use of RPCC is permitted without wear testing or sodium soundness testing requirements if the Contractor provides information proving the material met this specification at the time of its original incorporation. The use of RPCC is not permitted in co njunction with aluminum pipe or aluminum coated steel pipe. Ensure that the RPCC use does not contain more than two percent steel. Reclaimed asphalt concrete is not allowed for any bedding or backfill materials. Use foundry sand if the material meets these requirements and meets the requirements of the Ohio EPA, Division of Surface Water, Policy 400.007 “Beneficial use of Non -Toxic Bottom Ash, Fly Ash and Spent Foundry Sand and Other Exempt Waste,” and all other regulations. Ten days before using 723 foundry sand on the project, submit written permission from the Ohio EPA to the Engineer. Instead of written permission from the Ohio EPA, the Contractor may elect to have an independent consultant prequalified by ODOT in remedial design environmental site assessment review the proposed usage. The consultant will provide all documentation utilized to ensure that the proposed usage is accor ding to all Ohio EPA regulations. Ensure that the consultant coordinates all EPA required meetings, documentation, and testing requirements. Ensure that the consultant certifies this to the Department.

0 to 20 percent may pass the No. 200 sieve. Furnish Type 3 structural backfill that meets the gradations of Size No. 57 or 67 from Table 703.01-1.

Percent of wear, Los Angeles test, maximum (CCS or washed gravel) 50 % Loss, sodium, sulfate soundness test, maximum 15 % Percent by weight of fractured pieces (one or more faces), minimum (Type 3 only) 90 % Deleterious substances shall not exceed the following: Material Type Percent by weight Shale and shaly material 5.0 Chert, that disintegrates in 5 cycles of the soundness test 5.0 Ensure that the portion of the material passing through the No. 40 (425 m) sieve has a maximum liquid limit of 25 and a maximum plasticity index of 6. Crush gravel for Type 3 from material retained on the 1/2 inch (12.5 mm) sieve.

.A, or one of the well graded gradations below:

724 Sieve Size Type A Type B Total Percent Passing 2 1/2 inch (63 mm) – 100 1 inch (25.0 mm) – 70 to 100 3/4 inch (19.0 mm) 100 – 3/8 inch (9.5 mm) 80 to 100 – No. 4 (4.75 mm) 60 to 100 25 to 100 No. 8 (2.36 mm) 45 to 95 – No. 40 (425 µm) – 10 to 50 No. 50 (300 µm) 7 to 55 – No. 200 (75 µm) 0 to 15 0 to 15

Percent of wear, Los Angeles test, maximum (CCS or gravel) 50 % Loss, sodium sulfate soundness test, maximum 15 % Ensure that the portion of the material passing through the No. 40 (425 mm) sieve has a maximum liquid limit of 25 and a maximum plastic index of 6.

703.13Coarse Aggregate for Items 305, 451 and 452. In addition to the requirements of

, the following aggregate requirements apply

When the total combined quantity of the listed items is greater than 10,000 square yards (8000 m2), provide size No. 57 or 67 from Table 703.01-1. If the total combined quantity of the listed items is less than 10,000 square yards (8000 m2), then provide one of the following sizes from Table 703.01- 1: No. 7, 78, 8, 57, or 67. If gravel or limestone No. 57 or 67 size is selected in either of the above cases, then ensure that the coarse aggregate incorporated into the concrete is tested according to ODOT Supplement 1024. Ensure that the validity of results of freeze thaw-resistance testing is as outlined below: 725 Average Total Percent Expansion[1] Status of Source Approval 0.000 to 0.010 Valid for four years from date approved[2] 0.011 to 0.020 Valid for two years from date approved[2] 0.021 to 0.030[4] Not Approved, one retest allowed[3] > 0.030[4] Not Approved, no retesting allowed[3] [1] As measured at 350 cycles. [2] If a notable change in the properties of the aggregate originating from the affected source is determined from quality control testing, a retest of freeze-thaw resistance may be requested before the original expiration date. The Laboratory will make the determination to retest. [3] Except as noted, the Department will not retest the material unless the producer of the material sends a written request to the Department with substantiation that significant changes in operation have been made (e.g., new processing equipment, material from a new ledge, etc.). [4] If the average total percent expansion is greater than 0.020, but the durability is greater than or equal to 100, the department may accept the source for two years. The Laboratory will maintain a list of approved sources.

703.14Non Pavement Open-Hearth, Electric Arc Furnace, and Basic Oxygen Furnace Steel

Slag Aggregate Use. Provide steel slag according to the following requirements.

slag will not be confined, ensure that the slag meets the requirements in 703.14.A (deleterious substances and crushing), and in 703.14.B (aging and stockpiling req uirements). Recycled steel slag from Department or non-Department projects may be used in applications where the recycled steel slag will not be confined.

will be confined, ensure the steel slag meets all requirements of 703.14. The use of recycled steel slag from Department or non-Department projects is not allowed in confined applications.

magnesia agglomerations or any foreign materials prone to rapid disintegration under construction processing and weathering conditions. Furnish steel slag with less than 3 percent deleterious substances (soft pieces) by weight. The Department will use Supplement 1029 (hand crushing of soft pieces) to determine the soft pieces. Crushing of steel slag is not allowed.

Before and during the stockpiling operation, add water to these materials to provide a uniform moisture content not less than their absorbed moisture. Ensure th at the stockpile is maintained in a moist condition during the required stockpiling period.

over. The Department will inspect the stockpile every 2 months to ensure no crusting occurs. Do not mix frozen stockpile material. Suspend the aging period when the stockpile is frozen for more than one month.

is added to the pile during the aging period. 726

material being steel slag is required. The producer will show the Department evidence that the material supplied is steel slag. This information will consist of, but is not limited to, the following:

used. This identification of steel slag and the source may be supplemented by other information approved by the Department or by using 10 years of good performance data. Ensure that the producer submits to the Department projects where the steel slag has been us ed without expansion or tufa problems. The Department will review the above projects as part of the identification approval process.

that can clog up the underdrain systems. Some steel slag sources clog up underdrain systems and some do not. Tufa performance verification is based on field performance and Department’s inspection of the underdrain systems. Tufa performance verification is required. Ensure that the producer submits past projects that are at least 10 years old that used the proposed steel slag source to the Department. The Department may consider projects that are less than 10 years old for tufa performance verification if it can be determined by the Department that the age of the steel slag incorporated in the project was 10 years old or greater. Ensure the producer supplies the Department with construction plans with the underdrains and underdrain outlets marked on the plans, or other suitable method, approved by the Department, showing the underdrain system. Ensure the producer marks the underdrain outlets in the field for inspection. The Department will inspect the underdrain systems for tufa deposits. If tufa deposits are found in t he outlets or in the underdrain system, the Department will reject the steel slag source.

testing is required for steel slag. Perform expansion testing according to Pennsylvania Department of Transportation PTM No. 130, the ODOT equivalent to this test or expansion testing acceptable to the Department. Ensure that the producer hires an independent AASHTO accredited and Department approved laboratory to perform at least half of the expansion testing. At the producer’s option, up to half of the required expansion testing may be performed by the producer’s laboratory. The Laboratory will observe the expansion testing and approve each independent and producer laboratory. Perform expansion testing for every 2500 tons (2300 metric tons) or fraction thereof of the material stockpiled in accordance with 703.14.B. For steel slag less than 10 years old, retain a spilt portion of the expansion sample. Reduce the split sample to 5 lbs (2500 g) and test for total percent MgO by X- Ray florescence and total percent periclase (hard burned MgO) by X-Ray diffraction. The maximum allowable total expansion for each test is less than 0.50 percent. If any one test fails in the stockpile, the Department will reject the entire stockpile. 727 When sampling for expansion, ensure that the producer notifies the Department at least 48 hours before the sampling. The Department will verify that the sample came from the correct stockpile and take independent split samples, if required. Submit the expansion test data and a suitably presented summary of the expansion test data to the Department for approval. Submit X -Ray florescence and X -Ray diffraction data to the Department. The Department reserves the right to perform independent testing to verify the laboratory results at any time. The Department expansion test data takes precedence over the producer or independent laboratory expansion testing results in the event of a conflict. The Department will make the final determination on all conflicting data. If the material fails the expansion testing, then stockpile the material for a minimum of two additional months from the date of last sampling and retest for expansion. Only materials that pass the expansion test are approved for use.

703.16Suitable Materials for Embankment Construction . Natural soil, natural granular

material, granular material types, slag material, brick, shale, rock, random material, RAP, RPCC, or PCS as further defined below are suitable for use in embankment construction. The Engineer will submit samples of soils not identified from the plan subsurface investigation, from borrow sources or materials appearing questionable in the field. Furnish ACBFS according to Supplement 1027. Furnish RPCC with the reinforcing steel cut to a maximum length of 1 inch (25 mm) outside the pieces. Ensure that pieces of RAP do not exceed 4 inches (100 mm) in the largest dimension. Furnish steel slag according to 703.14. When using steel slag, RPCC, or RAP, completely blend it with at least 30 percent natural soil or natural granular material. When using coal, completely blend it with natural soil or natural granular materials. Make at least 90 percent of the blend natural soil or natural granular materials.

Classifications A-4-a, A-4-b, A-6-a, A-6-b, and A-7-6 as further defined below: Furnish soils with a maximum dry density of at least 90 pounds per cubic foot (1450 kg/m3). Do not use soils having a liquid limit more than 65 or soils identified as Department Group Classifications A-5, or A-7-5 in the work.

and classified as Department Group Classifications A-1-a, A-1-b, A-3, A-3-a, A-2-4, A-2-6, or A-2-7. Do not use granular material classified as A-2-5.

GS, or blended natural soil or natural granular materials blended with OH, BOF, EAF, or RPCC as detailed above. Furnish durable sandstone and siltstone with a slake durability index grea ter than 90 percent according to ASTM D4644. Except for GS, furnish the following gradations for the granular material types, by weight:

grains or particles passing the No. 200 (75 µm) sieve. 728

Item 203, furnish the gradation of Items 304, 411, or 617 except 0 to 20 percent will be allowed to pass the No. 200 (75 μm) sieve.

Sieve Size Total Percent Passing 3 inch (75 mm) 100 2 inch (50 mm) 70 to 90 1/2 inch (12.5 mm) 30 to 60 No. 200 (75 m) 0 to 13

sieve, less than 60 percent passing the 3 inch (76 mm) sieve, less than 40 percent passing the 3/4 inch (19 mm) sieve, and 0 to 20 percent passing the No. 200 (75 µm) sieve.

inclusive on Table 703.01-1.

size of No. 200 (75 µm) sieve.

tested for durability to determine whether the shale is durable or nondurable shale. Test the shale according to the following procedure:

the piece should be about 6 inches (150 mm). If a 6 -inch (150 mm) sample is not available, then the shale is nondurable.

after 48 hours. If the shale has deteriorated, then the shale is nondurable.

over a 3/4 inch (19.0 mm) sieve by hand pressure. If 75 percent or less of the shale is retained on the 3/4 inch (19.0 mm), then the shale is nondurable.

perform a field test for durability. The field test for durability consists of compacting the shale with six passes of a steel drum roller which has a minimum compaction force of 500 pounds per lineal inch (57 kN/mm) of roller drum width. Provide documentation to the Engineer to verify the roller meets the compaction force requirement.

nondurable.

durable. 729

703.17Aggregate Materials for 304. Furnish aggregate that is CCS, crushed gravel, crushed

ACBFS, or steel slag. Furnish steel slag according to 703.14 Furnish ACBFS according to Supplement 1027. Determine aggregate acceptance before incorporation into the work based on samples taken from stockpiles.

Sieve Size Total Percent Passing 2 inch (50 mm) 100 1 inch (25.0 mm) 70 to 100 3/4 inch (19.0 mm) 50 to 90 No. 4 (4.75 mm) 30 to 60 No. 30 (600 m) 9 to 33 No. 200 (75 m) 0 to 15 [1] [1] Furnish steel slag that has 0 to 10 percent passing through the No. 200 (75m) sieve Furnish gravel used under Item 304 that is crushed from material retained on the 1/2 inch (12.5 mm) sieve.

requirements: Percent of wear, Los Angeles test, maximum (CCS or crushed gravel) 50 % Loss, sodium sulfate soundness test, maximum 15 % Percent by weight of fractured pieces (one or more faces), minimum 90 % [1] [1] Does not apply to steel slag Ensure deleterious substances in CCS, crushed gravel, and ACBFS do not exceed the following: Material Type Percent by weight Shale and shaly material 5.0 Chert, that disintegrates in 5 cycles of the soundness test 5.0 Ensure that the portion of the material passing through the No. 40 (425 μm) sieve has a maximum liquid limit of 25 and a maximum plasticity index of 6.

703.18Materials for Items 410, 411, and 617. Furnish CCS, gravel, ACBFS, GS, OH slag,

BOF slag, EAF slag, RPCC, or RAP for materials. If RPCC and RAP are used, provide the following information:

730 If the original construction requirements meet or exceed the requirements of this specification, then the shale, sodium soundness and Los Angeles abrasion test for RAP and RPCC may be waived. The plastic index and clay requirements are not required for RAP. Use RPCC that is free of steel. Furnish OH, BOF, and EAF slag according to 703.14 Use ACBFS according to Supplement 1027. Furnish GS according to 703.08.

gradation: Sieve Size Total Percent Passing 1 1/2 inch (37.5 mm) 100 3/4 inch (19.0 mm) 80 to 100 3/8 inch (9.5 mm) 60 to 90 No. 4 (4.75 mm) 30 to 90 No. 30 (600 m) 3 to 20 Except for GS and RAP, use the following gradations for Items 410, 411, and 617. Furnish materials for Item 410 according to one of the following gradations: Sieve Size Type A Type B Type C Total Percent Passing 1 1/2 inch (37.5 mm) 100 100 Size No. 4 or 57 from Table

1 inch (25.0 mm) 90 to 100 75 to 100 3/4 inch (19.0 mm) 60 to 100 60 to 100 3/8 inch (9.5 mm) 40 to 60 35 to 75 No. 4 (4.75 mm) 15 to 30 30 to 60 Do not use RAP for Type C material. Furnish materials for Item 411 according to the following gradation: Sieve Size Total Percent Passing 1 1/2 inch (37.5 mm) 100 1 inch (25.0 mm) 75 to 100 3/4 inch (19.0 mm) 60 to 100 3/8 inch (9.5 mm) 35 to 75 No. 4 (4.75 mm) 30 to 60 No. 30 (600 m) 7 to 30 No. 200 (75 m) 3 to 15 Furnish materials for Item 617 according to the following gradation: 731 Sieve Size Total Percent Passing 1 inch (25.0 mm) 100 3/4 inch (19.0 mm) 60 to 100 3/8 inch (9.5 mm) 35 to 75 No. 4 (4.75 mm) 30 to 60 No. 30 (600 m) 9 to 33 No. 200 (75 m) 0 to 15

Item 410 Item 411 Item 617 Percent of wear, Los Angeles test, maximum 50 % – – Loss, sodium sulfate soundness test, maximum – 15 % – Percent by weight of fractured pieces (one or more faces), minimum – – 90 % Gravel used, portion retained on a No. 4 (4.75 mm) sieve (one or more faces) minimum crushed – 40 % – Maximum plasticity index of material passing No. 40 (425 m) sieve – 6 – Deleterious substances shall not exceed the following: Material Type Percent by weight Item 410 Item 411 Item 617 Shale and shaly material – 5 % [1] 12 % Clay 10 % – – [1] Where the major portion of the material in a coarse aggregate, from a source on record at the Laboratory, has shown the characteristics of acquiring a mud-like condition when tested for soundness, test it for soundness and ensure that the maximum loss is 5 percent.

703.19Rock and Aggregate Materials for Item 601

crushed gravel, limestone, sandstone, RPCC, ACBFS, OH slag, BOF slag, or EAF slag for crushed aggregate slope protection and filter aggregate for dump rock fill. Use ACBFS slag according to Supplement 1027. Use OH, BOF, and EAF slag according to 703.14 732 Furnish Size No. 1 or 2 from Table 703.01-1, or according to the following gradation for crushed aggregate slope protection: Sieve Size Total Percent Passing 4 inch (100 mm) 100 3 1/2 inch (90 mm) 90 to 100 2 1/2 inch (63 mm) 25 to 90 1 1/2 inch (37.5 mm) 0 to 25 3/4 inch (19.0 mm) 0 to 10 For a filter for rock channel protection, use Size No. 3 or 4 from Table 703.01-1. Physical properties. Percent of wear, Los Angeles Test, maximum (except for ACBFS) 50 % Loss, sodium sulfate soundness test, maximum (except for RPCC) 15 % Percent by weight of fractured pieces minimum (CCS or gravel) 90 % Loss for RPCC, AASHTO T 103 Soundness of Aggregates by Freezing and Thawing 20 % [1] [1] Use Method C using 25 cycles.

cement concrete (RPCC), broken sandstone, broken siltstone, and broken limestone for dumped rock fill and rock channel protection. Furnish sandstone, siltstone, and limestone that is free of laminations, seams, and fractures, or injury due to blasting. Except for RPCC, test for soundness according to ASTM D5240 . Use materials having a maximum 30 percent single slab loss and a maximum 20 percent cumulative loss. Slab heights and lengths will be a minimum of 8 inches. For RPCC, test for soundness according to AASHTO T 103 as stated in 703.18.A. The Department may waive testing when the stone source has a known durability history. Do not use thin, slab -like pieces, or any pieces having a dimension larger than 36 inches (1 m). Do not use RPCC with reinforcing steel protruding more than 1 inch (25 mm) beyond the outside surface of the concrete pieces. Furnish dumped rock fill and rock channel protection materials consisting of the four material types defined below:

(0.5 m) but less than a 30 -inch (0.8 m) square opening and at least 50 percent of the total material by weight larger than a 24-inch (0.6 m) square opening. Furnish material smaller than an 18-inch (0.5 m) square opening that consists predominantly of rock spalls and rock fines, and that is free of soil.

(0.3 m) but less than a 24 -inch (0.6 m) square opening and at least 50 percent of the total material by weight larger than an 18-inch (0.5 m) square opening. Furnish material smaller than a 12-inch (0.3 m) square opening that consists predominantly of rock spalls and rock fines, and that is free of soil. 733

(150 mm) but less than an 18-inch (0.5 m) square opening and at least 50 percent of the total material by weight larger than a 12 -inch (0.3 m) square opening. Fur nish material smaller than a 6 -inch (150 mm) square opening that consists predominantly of rock spalls and rock fines, and that is free of soil.

mm) but less than a 12 -inch (0.3 m) square opening and at least 50 percent of the total material by weight larger than a 6-inch (150 mm) square opening. Furnish material smaller than a 3-inch (75 mm) square opening that consists predominantly of rock spalls and rock fines, and that is free of soil.

703.20Aggregate for Water Quality Structures

stone or gravel, or washed lightweight sand prepared by expanding products such as clay, diatomite, shale, or slate.

Sieve Size Total Percent Passing 3/8 inch (9.5 mm) 100 No. 4 (4.75 mm) 95 to 100 No. 8 (2.36 mm) 65 to 100 No. 16 (1.18 mm) 40 to 80 No. 30 (600 µm) 20 to 60 No. 50 (300 µm) 5 to 30 No. 100 (150 µm) 0 to 10 No. 200 (75 µm) 0 to 1

aggregate prepared by expanding products such as clay, diatomite, shale, or slate.

Table 703.01-1. Ensure that the percent by weight of material passing the No. 200 (75 µm) sieve in the course aggregate does not exceed 1percent.

Percent of wear, Los Angeles test, maximum 40 % 734 704 MASONRY UNITS

704.01Clay or Shale Brick. Furnish clay or shale brick conforming to ASTM C 32, with the

following modifications:

4.1Furnish bricks of such size and shape as to allow their incorporation in the structure in

conformance with the specified dimensions of the structure.

6.1Furnish materials according to the Department’s QPL.

704.02Concrete Brick. Furnish concrete brick according to ASTM C 55, with the following

modifications: 4.1.1 and 4.1.2 Use cement conforming to 701 Portland Cement.

4.2Use aggregate that conforms to the quality requirements of 703.02.

8.1Furnish materials according to the Department’s QPL.

8.2Sample and test the brick according to ASTM C140. Furnish bricks of such size and shape as

to allow their incorporation in the structure in conformance with the specified dimensions of the structure. Furnish bricks that have a rectangular cross -section with square corners. Ensure that the ends, edges, and one face are plain surfaces.

704.03Concrete Masonry Blocks. Furnish concrete masonry blocks conforming to ASTM C139,

with the following modification: 4.1.1 and 4.1.2 Use cement conforming to 701 Portland Cement.

7.1Furnish materials according to the Department’s QPL.

7.2Furnish blocks of such size and shape as to allow their incorporation in the structure in

conformance with the specified dimensions of the structure.

704.04Brick Made from Recycled Materials . Furnish brick made from recycled materials

conforming to ASTM C 67, with the following modification:

Furnish materials according to the Department’s QPL.

4.2.1 Furnish bricks of such size and shape as to allow their incorporation in the structure in conformance with the specified dimensions of the structure. Furnish bricks that have a rectangular cross-section with square corners. Ensure that the ends, edges, and one face are plain surfaces. 735 705 CONCRETE INCIDENTALS

705.01Glass Fiber Reinforced Polymer (GFRP) Dowel Bars. Furnish round and straight fiber

reinforced polymer (GFRP) dowel bars. Ensure resin used to manufacture the GFRP bars consists of an epoxy vinyl ester resin. Ensure the glass fiber used is ECR glass which meets ASTM D578. Ensure that the minimum glass fiber content is 70 percent by weight. Furnish dowel bars of a type meeting the dimensional requirements of the standard construction drawings. Provide certified test data according to 101.03 with each shipment.

705.03Preformed Fillers. Furnish preformed fillers according to AASHTO M 153 or

AASHTO M 213, with the following modification:

5.7For materials manufactured as described in 4.1.1 and 4.1.2, ensure that the producer certifies

to the Engineer that the asphalt content is at least 35 percent by weight of the filler. Or furnish semi -rigid closed -cell polypropylene foam preformed fillers according to ASTM D8139. Furnish materials according to the Department’s QPL.

705.04Hot Applied Joint Sealer, Furnish hot applied joint sealer conforming to ASTM D6690,

Type II Use this material as the primer for Type 3 membrane. Furnish materials according to the Department’s QPL. Provide Certified Test Data to the Engineer for each shipment of material corresponding to the batch of material being used

705.05Burlap Cloth. Furnish burlap cloth according to AASHTO M 182, Class 2

705.06Sheet Materials for Concrete Curing. Furnish sheet materials conforming to ASTM

C171 for moisture loss and reflectance only.

705.07Liquid Membrane -Forming Compounds for Curing Concrete. Furnish liquid

membrane-forming compounds conforming to ASTM C309, with the following modification:

In addition - liquid membrane-forming compounds will have a minimum solids content of

25% .

Water Retention - Liquid membrane-forming compound, when tested in accordance with

10.1, shall have a water loss of not more than: 0.15 kg/m2 @ 24 hours and 0.40 kg/m2 @ 72 hours.

7.3Reflectance - Type 2 curing compound will have a minimum daylight reflectance of 65%.

7.5In addition - Mix Type 2 curing compound until uniform in color and consistency, and then

pour into a glass graduated cylinder (Kimax 150 ml) to the 150 ml mark. The Type 2 curing compound should have a rate of settling such that its uniformly white portion as visible to the eye is not less than 145 ml at 2 hours and not less than 125 ml at 24 hours after filling the Kimax cylinder . The test should be performed at 73.0 ± 3.5 oF (23 ± 2 oC). During this test the glass cylinder should be stoppered and left undisturbed.

10.1In addition, equip the containers for Type 2 white pigmented liquid membrane forming

compounds with mechanical agitators. Assign each container in any batch or lot, a number as the container is being filled. Furnish materials according to the Department’s QPL.

705.10Air-Entraining Admixtures. Provide air-entraining admixtures conforming to ASTM

C260. Conform to Supplement 1001 for approval. Furnish materials according to the Department’s QPL. 736

705.11Preformed Elastomeric Compression Joint Seal for Concrete

with the following modifications:

5.1Ensure that the size and design is as shown on the plans.

The Engineer will perform inspection at the project site.

If sampled, provide a minimum of 3 feet (1.0 m), with all manufacturers’ markings,

12.1In addition, ensure that markings are every 1 foot (305 mm). Use lubricants recommended by

the seal manufacturer to install preformed compression seals.

thickness before use. Submit drawings of the seals showing all dimensions and dimension tolerances and weight per foot (meter) with the request for approval. Furnish materials according to the Department’s QPL.

705.12Chemical Admixture for Concrete. Provide chemical admixtures conforming to ASTM

C494. Ensure that the minimum relative durability factor is 90. Furnish materials according to the Department’s QPL.

705.13Neoprene Sheeting. Provide material conforming to the following:

Test Description Specification Requirement Thickness (inch) ASTM D751 0.094±0.01 Breaking Strength, Grab (lb) ASTM D751 700 × 700 (long. × trans.) Adhesive Strip, 1” wide × 2” long (lb) ASTM D751 9 Burst Strength (psi) ASTM D751 1400 Heat Aging, 70 hr., 212 ºF, 180º bend without cracking ASTM D2136 No cracking of coating Low temperature brittleness, 1 hr., -40 ºF, bend around ¼” mandrel ASTM D2136 No cracking of coating Furnish material according to the Department’s QPL. 737

705.15High Molecular Weight Methacrylate (HMWM) Resin. Provide low viscosity, non-

fuming high molecular weight methacrylate (HMWM) resin conforming to the following: Viscosity Less than 25 cps (Brookfield viscometer, Model RVT with UL adaptor or Model LVF, # spindle and UL adaptor C @ 77 °F (25 °C) (ASTM D2849) Density Greater than 8.4 lb/gal Ca 77 °F (25 °C) (ASTM D2849) Flash Point Greater than 200 °F (93 ºC) (PenskyMartens CC) (ASTM D93) Vapor Pressure Less than 1.0 mm Hg C @ 77 °F (25 °C) (ASTM D323) TG (DSC) Greater than 135 °F (58 °C) (ASTM D3418) Shelf Life Must be 1 year minimum at manufacturers recommended environmental considerations Gel Time Greater than 40 min, 100 g mass (ASTM D2471) (thin film) Percent Solids Greater than 90% by weight Bond Strength Greater than 1500 psi (10.5 MPa) (ASTM C882) Furnish materials according to the Department’s QPL.

705.20Non Shrink, Non Metallic Materials. Provide anchoring materials for installing anchor

bolts, dowels and similar material in concrete which are non -shrink, 100% solids, two part (resin and hardener), fast setting, and moisture insensitive.

requirements. Include manufacturer’s installation and application requirements. 738 Test Description Specification Requiremen ts Notes Bond Strength (dry) ASTM C882[2] 2 day, Min. 1800 psi Average of three samples [1] Bond Strength after subjected to 300 cycles freeze/thaw testing Specimens cast according to ASTM C882 should be subjected to ASTM C666 Procedure B prior to testing Bond Strength according to ASTM C882 Min. 1600 psi Average of three samples [1] Heat Deflection ASTM D648 7 day, Min. 130 ºF Linear Coefficient of Shrinkage ASTM C531 % Max. 0.005 Pullout Strength Test (dry ) See procedure below 24 hours, Min. Load 22,500 lbs Average of three cylinders in dry condition Pullout Strength Test (wet ) See procedure below 24 hours, Min. Load 22,500 lbs Average of three cylinders in wet condition [1] A total of six samples will be made under ASTM C882. Three of the specimens cast according to ASTM C882 should be subjected to ASTM C666 Procedure B prior to testing the Bond Strength according to ASTM C882. [2] Cure according to each of the Classes specified in the product based on the requirements below: • if the product specifies Class A, Curing Temperature to be at minimum temperature specified in the product. • if the product specifies Class B, Curing Temperature to be at 40°F. Note: If product is also listed as a Class A and the minimum temperature is >30 °F & < 40 °F, then cure at 50 °F. • if the product specifies Class C, Curing Temperature to be at maximum temperature specified in the product. Pullout Strength Test Procedure. Perform pullout strength tests under dry and wet conditions as follows:

Cast three concrete test blocks or cylinders, a minimum of 6 inches (150 mm) in width or diameter by 12 inch (300 mm) in depth. Use concrete with a compressive strength of 4000+/- 500 psi at 28-days Center a 6 3/4 inch (170 mm) deep hole, drilled the diameter required by the manufacturer’s requirements for installing a No. 6 (20M) rebar, in the block or cylinder by drilling or forming. Dry the hole surfaces and clean the holes following manufacturer instructions. Fill the hole with adhesive materials according to manufacturer recommendations. Insert a No. 6 (20M) deformed reinforcing bar 30 inches (760 mm) long, cleaned and degreased, into the hole. Hold and center the bar perpendicular to the concrete surface in the grout-filled hole during the curing period.

739 Cast three concrete test blocks or cylinders, a minimum of 6 inches (150 mm) in width or diameter by 12 inch (300 mm) in depth. Use concrete with a compressive strength of 4000+/- 500 psi at 28-days. Center a 6-3/4 inch (170 mm) deep hole, drilled the diameter required by the manufacturer’s requirements for installing a No. 6 (20M) rebar, in the blocks or cylinders by drilling or forming. Wet the hole’s surfaces prior to applying the anchoring material by filling the hole with water and letting stand for five minutes. Turn the samples over for two minutes to allow the excess water to drain from the hole, Turn all samples over to the upright positions and immediately fill hole with adhesive materials according to manufacturer recommendations. Insert a No. 6 (20M) deformed reinforcing bar 30 inches (760 mm) long, cleaned and degreased into the hole. Hold and center the bar perpendicular to the concrete surface in the adhesive-filled hole during the curing period. Cure the specimen at 77  5 F (25  3 C) for 24 hours. For the pullout strength test, apply an axial load to the bar at a rate of 1/2 inch (13 mm) per minute until the bar pulls out of the specimen, or the concrete block or cylinder cracks or spalls. Record the failure mode and applied load.

Supply the anchoring material in non-reactive containers and with their SDS. Label containers with the name of the product, the manufacturer, the shelf life expiration date, the batch number, quantity, and provide application instructions. Maintain storage areas between 40 and 100 F (5 and 38 C). Only use materials on the Department’s QPL.

705.21Quick Setting Concrete Mortar. Provide prepackaged mortar material that requires the

addition of water only. Only use materials meeting the following criteria:

requirements:

740

Test Type 1 Type 2 Compressive Strength ASTM C109[2] psi (MPa) @ 1 Hour 100 (0.7) 2000 (14) @ 3 Hour 250 (1.7) --- @ 24 Hours 2000 (14) 5000 (34) @ 7 Days --- 7000 (48) Compressive Strength ASTM C39[1],[2] psi (MPa) @ 1 Hour 100 (0.7) (2000) (14) @ 3 Hour 150 (1.0) --- @ 24 Hours 1000 (10) 3500 (24) @ 7 Days --- 6000 (41) Initial Set Time (min) ASTM C266[2] 5 Minutes 10 Minutes Bond Strength, ASTM C882[1] psi (MPa) @ 24 Hours 1000 (7) 1000 (7) @ 7 Days 1500 (11) 1500 (11) Flexural Strength ASTM C78[1] psi (MPa) @ 4 Hour --- 200 (1.4) @ 3 Day 650 (4.5) 500 (3.4) Freeze and Thaw ASTM C666 (use either Procedure B or A) [1] Procedure B (350 Cycles) Durability Factor 80% 80% Procedure A (300 Cycles) Durability Factor 79% 79% [1] Extend test specimens 50 percent by dry mortar weight with aggregate. [2] Test the mortar as received with the addition of water. Ensure that the amount of water is designated on the packing container by the manufacturer.

1070 for 2 years. At the end of the 2 year rating the material will meet the following criteria:

20 feet (6.1 m) total length

cracks ≤ 12 feet (3.6 m) Furnish the Laboratory with a certified copy of test results from a recognized laboratory showing compliance with the requirements of this specification for item A. Furnish the laboratory written documentation of the method of surface preparation and any primers, adhesives, or activators used in the field test. Those will become requirements of the material system for subsequent approval or use. 741 A recognized laboratory is one that is regularly inspected by the Cement and Concrete Reference Laboratory of the National Institute of Standards and Technology. Provide quick setting concrete mortar packaged in strong moisture resistant paper bags or other suitable containers capable of withstanding shipping, normal handling, and storage without breakage. The package will protect the material from deterioration when stored in a dry condition for a period of 1 year. Each package or container must display information regarding the minimum nominal yield and instructions for mixing. Calculate volumetric yield determinations using the manufacturers’ recommended water content. Furnish materials listed on the Department’s QPL.

705.22Nonshrink Mortar. Provide nonshrink mortar conforming to ASTM C1107, with the

following modification:

9.1In addition, ensure that the fluidity of the grout at the maximum water content is at least equal

to a flowable mixture as defined in ASTM C827, Section 8.2.2 and that the minimum flow is 125 @ 5 drops of the flow table in 3 seconds. Furnish materials according to the Department’s Approved List.

705.23Concrete Sealers

conforming to the following requirements:

according to ASTM C672. Sealed concrete, under total immersion, will not exceed 1.0% after 48 hours or 2.0% after 50 days

concrete (non-air entrained concrete) as compared to “Severe Scaling” on untreated concrete.

3.1Weight gain - not to exceed 25% of untreated cube

3.2Absorbed chloride - not to exceed 25% of untreated cube

Absorbed chloride - not to exceed 10% of untreated concrete

Record and report the application rate (square footage/gallon) of sealer during the tests. Provide test data from an approved independent testing facility. The sealer manufacturer funds the testing costs. Furnish the test data, a one quart sample, and product literature, including data sheets, label and coating type to the Office of Materials Management (OMM). OMM will determine material acceptance. Furnish materials according to the Department’s QPL.

according to ASTM C672. Sealed concrete, under total immersion, will not exceed 1.0% after 48 hours or 2.0% after 50 days 742

concrete (non-air entrained concrete) as compared to “Severe Scaling” on untreated concrete.

Weight gain - not to exceed 25% of untreated cube

Absorbed chloride - not to exceed 25% of untreated cube

Absorbed chloride - not to exceed 10% of untreated concrete

Record and report the application rate (square footage/gallon) of sealer during the tests. Provide test data from an approved independent testing facility. The sealer manufacturer funds the testing costs. Furnish the test data, a one quart sample, and product literature, including data sheets, label and coating type, to the OMM. OMM will determine material acceptance. Furnish materials according to the Department’s QPL.

705.24Soluble Reactive Silicate . Provide a soluble reactive silicate (SRS) that is a blend of

Na/K/FlxSiOx (sodium, potassium, fluoro or other silicate), surfactants, polymers, and stabilizers capable of thoroughly saturating and sealing concrete. The treatment system will meet the foll owing performance requirements:

remaining on the surface after drying, will pass ASTM C672, Scaling Resistance test with a rating of 2 - “Slight to Moderate Scaling” after 50 cycles (non-air entrained concrete) as compared to a rating of 5 – “Severe Scaling” on untreated concrete.

after 48 hours or 2.0 percent after 50 days (ASTM C642, non-air entrained concrete). Concrete should be proportioned and mixed in accordance with ASTM C672.

than 10 percent as compared to the same untreated pavement. ASTM E 274 using ASTM E 501 ribbed tire at 40 mph (64 kph), five test average.

Penetration will; be modified as follows: In addition to section 3.1, intentionally break the specimens so they have a full depth crack through the middle of the slab. Install section 3.2 dams around the perimeter of the re -assembled, cracked, concrete specimens. Caulk around the perimeter of the dam to assure that only the crack and the concrete will allow water to pass through or be absorbed. After assembly, measure t he crack width at three locations and report the crack width. Perform the ponding of 3.4 until the 3% solution comes through the specimen’s crack. Record and report the time required for the solution to appear through the specimen’s crack. Remove the solution from the specimens and re-dry according to 3.3 (T 259). After drying apply the SRS to the specimen’s top surface at the manufacturer’s recommended rate of application. Record and report the rate of application. Air dry the SRS coated dammed sample 743 specimens for 7 days. After 7 days, re perform the ponding with 3% chloride solution until solution comes through the specimen’s crack or 14 days. Record the time the till the ponded solution comes through the crack. Acceptable SRS materials will have a value of 2 or more when the ponding time before SRS application is divided into the ponding time after SRS application. Sections 3.5, 3,6, 4.1,4.2 and 5.1 (of T 259) will not apply. Have tests performed by an approved independent testing facility acceptable to the Department. Submit test data and a one quart (one liter) a technical data sheet and the SDS to the OMM for approval Furnish materials according to the Department’s QPL.

705.25Gravity-Fed Resin. Provide non shrink, non metallic resin conforming to ASTM C881,

Type 1, Grade 1, Class B or C and the following: The maximum viscosity at the lowest allowable temperature will be 250 cps. The manufacturer will provide test data to verify the viscosity at the lowest temperature for the class for which it is to be approved. A minimum average sand retention of 95.0% for three samples tested according to the Sand Penetration Test Method described below. Show no signs of cracking, debonding or insufficient curing during the sand penetration test

materials:

diameter 1 11/16" (43 mm); height 2 3/8" (960 mm).

25 to 30 times. Then lightly tap the sides of the cup 25 to 30 times with the fingers. The sample may also be placed on a vibrating table for 10 to 15 seconds. 744

manufacturer’s recommendations using a spatula or stirring stick (5).

resin, cup and sand

Lightly brush any loose sand from the matrix. Weigh the hardened matrix.

F = [E / (D - A)] × 100 Where, A = Tare weight of paper cup (g) B = Weight of cup and sand (g) C = Weight of fresh mixture of resin, cup and sand (g) D = Weight of cured mixture of resin, cup and sand (g) E = Weight of resin sand matrix as measured in step 10 (g)

G = [(D - C) / (C - B)] × 100

shrinkage. Material Approval. The manufacturer will provide certified test data verifying compliance with the above requirements; technical data sheet; current SDS for the material; 1 gallon sample; and a letter certifying that the product formulation will not be al tered without notification to the Department and OMM. OMM will determine materials acceptance and include in the Department’s QPL. Furnish materials according to the Department’s QPL.

705.26Epoxy injection Resin. Provide epoxy injection resin capable of application, positive

adherence and strength development when applied to moist or wet surfaces at temperatures of 33 F (1 C) and above. Use products that contain 100% solids material and no non-reactive diluents, solvents or other fillers. Provide materials that meet the following requirements:

or C and have a maximum viscosity of 600 cps at the lowest ambient material and substrate temperature to be used.

Material Approval. The manufacturer of the materials is responsible for prequalifying the material and submitting the following to the OMM: 745 An Independent certified test data indicating that the materials, when mixed according to the manufacturer’s recommendations, meet the requirements listed above. Manufacturer’s technical data sheet for the paste and injection materials. SDS for paste and injection materials. 1 Gallon Sample or 2 kits of the injection materials Furnish materials according to the Department’s QPL.

705.27Carbonate Micro-Fines for use in Portland Cement Concrete. Provide carbonate micro-

fines (CMF) according to Supplement 1016 and ASTM C1797, except modify Type C according to the properties shown in Table 705.27-1 below: TABLE 705.27-1 CHEMICAL AND PHYSICAL REQUIREMENTS Parameter Type C MgCO3, % ≥43 Sum of CaCO3 + Mg CO3, % by mass ≥ 98 Methylene blue value (mg/g) ≤ 3 Particle size distribution, minimum % passing No. 20 (850 μm) sieve 100 No. 50 (300 μm) sieve 80-100 No. 100 (150 μm) sieve No. 200 (75 μm) sieve 10-90 No. 325 (45 μm) sieve 5-70

705.28Glass Fiber Reinforced Polymer (GFRP) Deformed Bars. Furnish GFRP

reinforcement according to ASTM D7957 except as noted. Furnish deformed bars of a type meeting the dimensional requirements of the standard construction drawings. Furnish certified material according to Supplement 1138. The Mean Tensile Modulus of Elasticity limit (ASTM D7957 Table 1) shall meet or exceed 8700 ksi (60 GPa). The Mean Ultimate Tensile Strain limit (ASTM D7957 Table 1) shall meet or exceed 1.4%. The Tensile Modulus of Elasticity limit (ASTM D7957 Table 2) shall meet or exceed 8700 ksi (60 GPa). The Ultimate Tensile Strain limit (ASTM D7957 Table 2) shall meet or exceed 1.4%. The Minimum Guaranteed Ultimate Tensile Force (ASTM D7957 Table 3) shall be as follows: 746 Bar Designation No Minimum Guaranteed Ultimate Tensile Force Kip (kN) 2 (M6) 6.1 (27) 3 (M10) 13.2 (59) 4 (M13) 27.6 (123) 5 (M16) 36.6 (163) 6 (M19) 51.9 (231) 7 (M22) 68.5 (305) 8 (M25) 89.9 (400) 9 (M29) 124 (550) 10 (M32) 138 (615)

705.29Synthetic Fibers for use in Portland Cement Concrete. Provide Type III synthetic,

non-metallic fibers in accordance with ASTM C1116 and ASTM D7508 with the following exceptions: Aspect Ratio – Length/Equivalent Diameter, min .......................................... 70 – 100 Tensile Breaking Strength, min .............................. 70,000 psi (482 MPa) .......................... 800,000 psi (5515 MPa) Length: ................ 1.5 inches (38 mm) to ................................ 2.25 inches (57 mm) Dosage Rate: Minimum of 4 pounds per cubic yard (2.4 kg/m3) Test the synthetic fibers in accordance with ASTM C1609 and ASTM C1579 utilizing an AASHTO- accredited laboratory for portland cement concrete materials and in accordance with the following table REQUIRED HARDENED FIBER REINFORCED CONCRETE PROPERTIES Physical Test Specification Requirement Equivalent Flexural Strength Ratio (R 150 𝑇,150)* ASTM C1609 Minimum of 25% Crack Reduction Ratio (CRR) ASTM C1579 Minimum reduction >85% *Test specimens when the concrete flexural strength at first crack (f 1) is a minimum of 600 psi. For 6 inch x 6 inch x 20 inch fiber reinforced beam the maximum required net deflection value of L/150 of the 18 inch span length is 0.12 inch. Furnish materials according to the Department’s QPL. 747 706 CONCRETE AND CLAY PIPE

706.01Non-Reinforced Concrete Pipe. Provide non-reinforced concrete pipe conforming to

ASTM C14 (ASTM C14M), with the following modifications:

5.3Does not apply.

6.2Provide cementitious materials conforming to 701, except 701.07.

6.3Provide aggregate conforming to the quality requirements of 703.02.

10.2Ensure that the manufacture furnishes the number of pipe shown in the “Minimum

Requirements for Sampling Materials” table, section 700.

10.3In addition, perform external load crushing strength tests with hard rubber blocks on wood

strips with plaster of paris bedding fillets. 13 Perform inspection at the project site. Obtain random samples from materials delivered to the project site or at other locations designated by the Laboratory. Ensure that the manufacturers of these materials are certified by the Office of Materials Management according to Supplement 1074. 15 Ensure that the markings also include “P” to denote non-reinforced pipe. Testing Equipment . Ensure that every manufacturer furnishing concrete pipe under these Specifications furnishes all facilities and personnel needed to perform the tests.

706.02Reinforced Concrete Circular Pipe . Provide reinforced concrete circular pipe

conforming to ASTM C655 (ASTM C655M), with the following modifications: Ensure that the minimum D-Load of the reinforced concrete pipe is as follows: Size Minimum D-Load 12 in (300 mm) 2000 lb (100 kg) 15 in (375 mm) 2000 lb (100 kg) 18 in (450 mm) 1250 lb (62.5 kg) 21 in (525 mm) 1250 lb (62.5 kg) 24 in (600 mm) 1250 lb (62.5 kg) 27 in or larger (675 mm or larger) 1000 lb (50 kg) 1 In addition, ensure that this pipe is circular reinforced concrete pipe with circular or elliptical reinforcement, with and without quadrant and “S” strip reinforcement.

The acceptability of the pipe design is determined according to Section 10. All designs in

ASTM C76 (ASTM C76M), Tables 2 through 5, inclusive, are accepted designs with the 0.01-inch (0.3 mm) crack D-loads as follows: ASTM C76 (ASTM C76M) Table No. D-Load 0.01-inch Crack (0.3 mm) Crack 2 (Class II) 1000 lb (50 kg) 3 (Class III) 1350 lb (65 kg) 4 (Class IV) 2000 lb (100 kg) 5 (Class V) 3000 lb (140 kg) All designs in Tables 706.02-1 through 706.02-4 are accepted designs with noted 0.01 -inch (0.3 mm) crack and ultimate D-loads. For intermediate D-loads, in Tables 2 through 5 of ASTM C76 748 (ASTM C76M), steel areas for a given wall thickness may be interpolated between Tables 2 and 3, 3 and 4, and 4 and 5 for a size and D -load as accepted designs. Where different concrete strengths are listed in the tables, use the higher concrete. In addition, st eel areas, interpolated as above between Table 706.02-1 and Table 706.02-2, 36-inch (900 mm) through 108-inch (2700 mm) using the higher concrete strength, and interpolation of the circumferential steel between Table 706.02 -3 and Table

4 using the wall thickness and stirrup designs in Table 706.02-4, are accepted designs. Pipe

manufactured according to an accepted pipe design will be accepted, at the option of the Laboratory, according to the basis of acceptance described in Section 4.1.1 or 4.1.2. Provide reinforced concrete pipe withS-stirrups according to Figure 706.02-1 (Figure 706.02- 1M) and the following requirements:

thickness, amount of circular reinforcement, S -stirrup system, and concrete strength comply with Tables 706.02-2, 706.02-3, and 706.02-4. Ensure that the spacing center -to-center of adjacent inner rings of circumferential reinforcement in a cage does not exceed 4 inches (102 mm) for pipe up to and including pipe having a 4 inches (102 mm) wall thickness or exceed wall thicknesses for larger pipe and in no case exceed 6 inches (152 mm).

from end to end of the pipe. Ensure that they extend from the inner cage toward the outer surface of the pipe for a distance not less than the minimum amplitude. Ensure thatS-stirrups pass around and are in contact with each inside circumferential member of the inner cage. Ensure that each line of S - stirrups lie essentially in a plane passing through the longitudinal axis of the pipe.

circumferential member of the inner cage. Ensure that the ends of “S” shaped stirrups at splices include an outer bend. Do not use more than three lengths of “S” material in a line and ensure that the minimum length of a section of S-stirrups is 30 inches (0.76 m). Figure 706.02-1 Illustrative Example of S-Stirrup Support System for 0.01-inch Crack D-load 3000, 102-inch diameter Pipe Minimum Area Per Support 0.053 square inch, 11 Lines Spaced @ 5 1/8 inches. For other classes and sizes, see Tables 706.02-2, 3, and 4. 749 Figure 706.02-1M Illustrative Example of S-Stirrup Support System for 0.3 mm Crack D-Load 140.0, 2550 mm diameter Pipe Minimum Area per Support 34 mm2, 11 Lines Spaced @ 128 mm. For other classes and sizes, see Tables 706.02-2M, 3M, and 4M. 750 TABLE 706.02-1 TABLE 706.02-1M 0.01-inch Crack D-Load 1000 0.3 mm Crack D-Load 50.0 Ultimate Strength D-Load 1500 Ultimate Strength D-Load 75.0 Internal Dia. of Pipe (inch) Wall Thick- ness (inch) Circular Reinforcement in Circular Pipe Internal Dia. of Pipe (mm) Wall Thick- ness (mm) Circular Reinforcement in Circular Pipe (in²/ft of pipe) (cm²/m of pipe) Inner Cage Outer Cage Inner Cage Outer Cage Reinforcing Steel

709.11or 709.12 Only

Concrete Strength, 4000 psi Reinforcing Steel

or 709.12 Only

Concrete Strength, 27.6 MPa 36 4 0.09 0.07 900 100 1.9 1.5 42 4 1/2 0.11 0.08 1050 113 2.3 1.7 48 5 0.13 0.09 1200 125 2.8 1.9 54 5 1/2 0.16 0.12 1350 138 3.4 2.5 60 6 0.19 0.14 1500 150 4.0 3.0 66 6 1/2 0.21 0.16 1650 163 4.4 3.4 72 7 0.23 0.17 1800 175 4.9 3.6 78 7 1/2 0.25 0.19 1950 188 5.3 4.0 84 8 0.29 0.21 2100 200 6.1 4.4 90 8 0.33 0.24 2250 200 7.0 5.1 96 8 1/2 0.37 0.26 2400 213 7.8 5.5 Reinforcing Steel

or 709.12 Only

Concrete Strength, 5000 psi Reinforcing Steel

or 709.12 Only

Concrete Strength, 34.5 MPa 102 8 1/2 0.41 0.28 2550 213 8.7 5.9 108 9 0.47 0.30 2700 225 9.9 6.4 All Permitted Reinforcing Steel, Concrete Strength, 5000 psi All Permitted Reinforcing Steel, Concrete Strength, 34.5 MPa 114 9 1/2 0.56 0.42 2850 238 11.9 8.9 120 10 0.61 0.46 3000 250 12.9 9.7 126 10 1/2 0.65 0.49 3150 263 13.8 10.4 132 11 0.70 0.52 3300 275 14.8 11.0 144 12 0.80 0.60 3600 300 16.9 12.7 4.1.1 In addition, test the pipe designs covered by Tables 706.02-1, 706.02-2, 706.02-3, and

4 and ASTM C76 (ASTM C76M), Tables 2 through 5, and interpolated designs by the three -

edge bearing method. When the test load on the pipe reaches 115 percent of the required 0.01 -inch (0.3 mm) crack D -load without developing a 0.01 -inch (0.3 mm) or larger crack, accept the tes t specimen for strength. If any test specimen fails to pass this test, but attained the 0.01 -inch (0.3 mm) crack, continue the test until the ultimate D-load is reached. 4.1.2 In addition, accept pipe 54 inches (1350 mm) and larger in diameter covered by Tables

1, 706.02-2, 706.02-3, and 706.02-4, and ASTM C76 (ASTM C76M), Tables 2 through 5, and

interpolated designs according to Section 12 and the following requirements: 751

pipe from the same plant has wall and steel area not less than the approved pipe.

requirements for the class and size under consideration, and the plant under consideration has established compliance with the above requirements for an adjacent size, and th e wall and steel area are not less than the pipe tested at the two plants. 6.1.2.1 Provide cement according to 701. 6.1.2.2 Provide fly ash according to 701.13 6.1.3 Provide aggregates conforming to the quality requirements of 703.02. 6.1.5 Provide steel according to 709.08, 709.10, 709.11, or 709.12. 6.2.4 Ensure that no more than two holes are cast, drilled, or otherwise neatly made in the shell of each piece of pipe for the purpose of handling or laying. Taper the holes unless drilled, and before backfilling, fill the tapered holes with portland cement mo rtar, precast concrete plugs secured with portland cement mortar, or a device on the Department’s Approved List specifically designed for filling the hole. Fill drilled holes with portland cement mortar. 7.1 and 7.3 In addition, perform strength tests using methods described in ASTM C497 (ASTM C497M).

In addition, ensure that pipe designs covered by Tables 706.02-1, 706.02-2, 706.02-3, and

4 and ASTM C76 (ASTM C76M) Tables 2 through 5 have the number of samples selected as

shown in the “Minimum Requirements for Sampling Materials” table for each size, class, and production lot (pipe of the same size and class made from the same materials and by the same process and approximately the same production date) for test. 752 TABLE 706.02-2 0.01-inch Crack D-Load 1350 Ultimate Strength D-Load 2000 Internal Dia. of Pipe (inch) Wall Thick- ness (inch) Circular Reinforcement in Circular PipeS-Stirrups (in²/ft of pipe) Minimum Area per Support Element Number of Lines [1] Longitudinal Spacing Circumferential Spacing on Inner Cage Minimum Amplitude of Stirrups [2] Inner Cage Outer Cage Reinforcing Steel 709.11 or 709.12 Only Concrete Strength, 4000 psi 36 4 0.12 0.09 42 4 1/2 0.15 0.11 48 5 0.17 0.12 54 5 1/2 0.21 0.16 60 6 0.26 0.20 66 6 1/2 0.30 0.21 72 7 0.35 0.24 78 7 1/2 0.40 0.27 84 8 0.47 0.30 Reinforcing Steel 709.11 or 709.12 Only Concrete Strength, 5000 psi 90 8 0.64 0.35 96 8 1/2 0.80 0.40 102 8 1/2 0.96 0.44 108 9 1.07 0.47 (in²) (inch) (inch) (inch) All Permitted Reinforcing Steel, Concrete Strength, 5000 psi 114 9 1/2 0.69 0.52 0.041 5 2 6 1/8 6 5/8 120 10 0.74 0.55 0.041 5 2 6 1/2 7 1/8 126 10 1/2 0.79 0.60 0.041 5 2 6 7/8 7 5/8 132 11 0.85 0.64 0.041 5 2 7 1/4 8 1/8 144 12 0.97 0.73 0.041 5 2 8 9 1/8 [1] Number of lines in the table indicates the number of longitudinal lines required in each top and bottom portion of the pipe. The area of each support element in a pipe is two times the cross - sectional area of the S-stirrups wire used. There shall be an equal number of these lines of S-stirrups on either side of the mid-point of both the top and bottom of the pipe. See Figure 706.02-1. [2] The amplitude is the overall width of the line of stirrups. 753 TABLE 706.02-2M 0.3 mm Crack D-Load 65.0 Ultimate Strength D-Load 100.0 Internal Dia. of Pipe (mm) Wall Thick- ness (mm) Circular Reinforcement in Circular PipeS-Stirrups (cm²/m of pipe) Minimum Area per Support Element Number of Lines [1] Longitudinal Spacing Circumferential Spacing on Inner Cage Minimum Amplitude of Stirrups [2] Inner Cage Outer Cage Reinforcing Steel 709.11 or 709.12 Only Concrete Strength, 27.6 MPa 900 100 2.5 1.9 1050 113 3.2 2.3 1200 125 3.6 2.5 1350 138 4.4 3.4 1500 150 5.5 4.2 1650 163 6.4 4.4 1800 175 7.4 5.1 1950 188 8.5 5.7 2100 200 9.9 6.4 Reinforcing Steel 709.11 or 709.12 Only Concrete Strength, 34.5 MPa 2250 200 13.5 7.4 2400 213 16.9 8.5 2550 213 20.3 9.3 2700 225 22.6 9.9 (mm²) (mm) (mm) (mm) All Permitted Reinforcing Steel, Concrete Strength, 34.5 MPa 2850 238 14.6 11.0 26 5 50 156 168 3000 250 15.7 11.6 26 5 50 165 181 3150 263 16.7 12.7 26 5 50 175 194 3300 275 18.0 13.5 26 5 50 184 206 3600 300 20.5 15.5 26 5 50 203 232 [1] Number of lines in the table indicates the number of longitudinal lines required in each top and bottom portion of the pipe. The area of each support element in a pipe is two times the cross - sectional area of the S-stirrups wire used. There shall be an equal number of these lines of S-stirrups on either side of the mid-point of both the top and bottom of the pipe. See Figure 706.02-1M. [2] The amplitude is the overall width of the line of stirrups. 754 TABLE 706.02-3 0.01-inch Crack D-Load 2000 Ultimate Strength D-Load 3000 Internal Dia. of Pipe Wall Thick- ness Circular Reinforcement in Circular Pipe (in²/ft of pipe) S-Stirrups Minimum Area per Support Element Number of Lines [1] Longitudinal Spacing Circum. Spacing on Inner Cage Min. Amplitude of Stirrups [2]

Cage Outer Cage (in²) (inch) (inch) (inch) Concrete Strength, 5000 psi 78 7 1/2 0.69 0.52 0.029 11 2 4 1/8 4 5/8 84 8 0.74 0.56 0.029 11 2 4 5/8 5 1/8 90 8 0.85 0.63 0.031 11 2 4 5/8 5 1/8 96 8 1/2 0.91 0.69 0.034 11 2 5 1/8 5 5/8 102 8 1/2 1.02 0.77 0.041 12 2 5 1/8 5 5/8 108 9 1.07 0.80 0.045 11 2 5 5/8 6 1/8 114 9 1/2 1.02 0.77 0.048 11 2 6 1/8 6 5/8 120 10 1.10 0.82 0.051 11 2 6 1/2 7 1/8 126 10 1/2 1.17 0.88 0.055 11 2 6 7/8 7 5/8 132 11 1.25 0.94 0.058 11 2 7 1/4 8 1/8 144 12 1.42 1.07 0.065 11 2 8 9 1/8 [1] and [2] Refer to footnotes in Table 706.02-2 755 TABLE 706.02-3M 0.3 mm Crack D-Load 100 Ultimate Strength D-Load 150 Internal Dia. of Pipe Wall Thick- ness Circular Reinforcement in Circular Pipe (cm²/m of pipe) S-Stirrups Minimum Area per Support Element Number of Lines [1] Longitudinal Spacing Circum. Spacing on Inner Cage Min. Amplitude of Stirrups [2]

Outer Cage (mm²) (mm) (mm) (mm) Concrete Strength, 34.5 MPa 1950 188 14.6 11.0 19 11 50 105 117 2100 200 15.7 11.9 19 11 50 117 130 2250 200 18.0 13.3 20 11 50 117 130 2400 213 19.3 14.6 22 11 50 130 143 2550 213 21.6 16.3 26 12 50 130 143 2700 225 22.6 16.9 29 11 50 143 156 2850 238 21.6 16.3 31 11 50 156 168 3000 250 22.3 17.4 33 11 50 165 181 3150 263 24.8 18.6 35 11 50 175 194 3300 275 26.5 19.9 37 11 50 184 206 3600 300 30.1 22.6 42 11 50 203 232 [1] and [2] Refer to footnotes in Table 706.02-2M 756 TABLE 706.02-4 0.01-inch Crack D-Load 3000 Ultimate Strength D-Load 3750 Internal Dia. of Pipe (inch) Wall Thick- ness (inch) Circular Reinforcement in Circular Pipe S-Stirrups Minimum Area per Support Element Number of Lines [1] Longitudinal Spacing Circum. Spacing on Inner Cage Minimum Amplitude of Stirrups [2] (in²/ft of pipe) Inner Cage Outer Cage Concrete Strength, 6000 psi 6 1 3/4 0.07 -- 8 1 3/4 0.07 -- 10 1 3/4 0.07 -- 54 5 1/2 0.86 0.62 60 6 0.95 0.68 (in²) (inch) (inch) (inch) Concrete Strength, 5000 psi 54 5 1/2 0.64 0.48 0.029 15 2 2 1/8 2 5/8 60 6 0.70 0.53 0.029 14 2 2 5/8 3 1/8 66 6 1/2 0.79 0.59 0.029 13 2 3 1/8 3 5/8 72 7 0.87 0.66 0.029 12 2 3 5/8 4 1/8 78 7 1/2 0.92 0.69 0.031 11 2 4 1/8 4 5/8 84 8 0.99 0.74 0.034 11 2 4 5/8 5 1/8 90 8 1.13 0.85 0.041 11 2 4 5/8 5 1/8 96 8 1/2 1.20 0.90 0.045 11 2 5 1/8 5 5/8 102 8 1/2 1.34 1.00 0.053 11 2 5 1/8 5 5/8 108 9 1.51 1.13 0.063 11 2 5 5/8 6 1/8 114 9 1/2 1.51 1.13 0.064 11 2 6 1/8 6 5/8 120 10 1.62 1.21 0.068 11 2 6 1/2 7 1/8 126 10 1/2 1.73 1.30 0.072 11 2 6 7/8 7 5/8 132 11 1.84 1.38 0.076 11 2 7 1/4 8 1/8 144 12 2.09 1.57 0.085 11 2 8 9 1/8 [1] and [2] Refer to footnotes in Table 706.02-2 757 TABLE 706.02-4M 0.3 mm Crack D-Load 140.0 Ultimate Strength D-Load 175.0 Internal Dia. of Pipe (mm) Wall Thick- ness (mm) Circular Reinforcement in Circular Pipe S-Stirrups Minimum Area per Support Element Number of Lines [1] Longitudinal Spacing Circum. Spacing on Inner Cage Minimum Amplitude of Stirrups [2] (cm²/m of pipe) Inner Cage Outer Cage Concrete Strength, 41.4 MPa 150 44 1.5 -- 200 44 1.5 -- 250 44 1.5 -- 1350 138 18.2 13.1 1500 150 20.1 14.4 (mm²) (mm) (mm) (mm) Concrete Strength, 34.5 MPa 1350 138 13.5 10.2 19 15 50 54 67 1500 150 14.8 11.2 19 14 50 37 79 1650 163 16.7 12.5 19 13 50 79 92 1800 175 18.4 14.0 19 12 50 92 105 1950 188 19.5 14.6 20 11 50 105 117 2100 200 21.0 15.7 22 11 50 117 130 2250 200 23.9 18.0 26 11 50 117 130 2400 213 25.4 19.1 29 11 50 130 143 2550 213 28.4 21.2 34 11 50 130 143 2700 225 32.0 23.9 41 11 50 143 156 2850 238 32.0 23.9 41 11 50 156 168 3000 250 34.3 25.6 44 11 50 165 181 3150 263 36.6 27.5 46 11 50 175 194 3200 275 38.9 29.2 49 11 50 184 206 3600 300 44.2 33.2 55 11 50 203 232 [1] and [2] Refer to footnotes in Table 706.02-2M

11.1Perform compression tests on cores according to ASTM C497 (ASTM C497M).

11.3Does not apply.

12 Perform inspection at the project site. Obtain random samples from material delivered to the project site or at other locations designated by the Laboratory. 16 Furnish materials from suppliers certified according to Supplement 1074. 17 In addition, after the capital letter “D,” designate the D -load, the design wall thickness in millimeters (inches expressed as a decimal). Ensure that pipe withS -stirrups have the symbol “S”. Ensure that pipe requiring axis orientation without lift holes (i.e., stirrup pipe, quadrant reinforced pipe, elliptically reinforced pipe) has the centerline of the crown of the pipe marked inside and outside with the symbol “TB”. Mark pipe with quadrant steel with the symbol “Q”. Mark pipe with elliptical reinforcement with the symbol “E”. Mark pipe with deformed wire reinforcement required in the design with the symbol “DF”.

706.03Reinforced Concrete Pipe, Epoxy Coated. Provide Type A reinforced concrete epoxy

coated pipe conforming to 706.02 and Type B conforming to 706.04, with the following modification: 758 In the plant, prepare the interior barrel and joint surface areas of the concrete pipe to remove all forms of oil, laitance, and other deleterious materials and then line them with a high-build, polyamide-cured, two-component coal tar epoxy coating, Military Specification DOD-P-23236A (SH). Spray the lining compound to obtain a continuous and relatively uniform and smooth lining with a minimum dry film thickness of 0.03 inch (760 µm). Ensure that all coated pipe are free of surface irregularities such as air bubbles, delamination, lumping, sagging, blistering, pinholing, or porosity, in the coating film.

706.04Reinforced Concrete Elliptical Culvert , Storm Drain, and Sewer Pipe . Provide

reinforced concrete elliptical culvert, storm drain, and sewer pipe conforming to ASTM C507 (ASTM C507M), with the following modifications:

Delete Class HE-A. Table 706.04-1 includes additional design requirements.

All materials, processes of manufacture, and finished pipe are subject to inspection and

approval by the Department. When directed by the Laboratory, the manufacturer will cut holes in sections of the finished pipe for inspection. 6.2.1 Provide cement according to 701, except 701.07. 6.2.2 Provide fly ash according to 701.

Provide aggregates conforming to the quality requirements of 703.02.

6.5Provide steel according 709.08, 709.10, 709.11, or 709.12.

In addition, manufacture horizontal elliptical pipe HE -II and HE -III using the design

requirements of Table 706.04-1.

In addition, ensure that pipe made in accordance with 706.04 -1 has three lines of

reinforcement of elliptical shape. Place the outer and inner lines of reinforcement so that the nominal protective covering of the concrete over the reinforcement in the bar rel of the pipe is 1 inch (25 mm) subject to the variations permitted in Section 12.5. Ensure that the third or middle line is in contact with and fastened securely to the inner line at the vertical axis of the pipe both top and bottom and to the outer li ne at the horizontal axis on both sides. Ensure that the length of the middle line is the average of the length of the inner and outer line. Ensure that the middle line is of an elliptical shape and runs smoothly between the specified points of contact with the inner and outer lines. 10 Ensure that no more than two holes are cast, drilled, or otherwise neatly made in the shell of each piece of pipe for the purpose of handling or laying. Taper the holes unless drilled, and before backfilling, fill the tapered holes with portland cement mo rtar, precast concrete plugs secured with portland cement mortar, or a device on the Department’s Approved List specifically designed for filling the hole. Fill drilled holes with portland cement mortar.

11.2Select the specified number of pipe, as noted in the “Minimum Requirements for

Sampling Materials” table, for the purpose of test at the plant and at random from the lot to be shipped or at the project site from the pipe delivered and that are pipe that wo uld not otherwise be rejected under these Specifications. Test pipe according to Section 5.1.1 except the Laboratory may accept pipe 54 inches (1350 mm) and larger in diameter according to Section 5.1.2 and the following requirements:

from the same plant with wall and steel area not less than the approved pipe may be approved by means of tests on cores verifying absorption, strength, wall, and steel area.

requirements for the class and size under consideration and the plant under consideration has 759 established compliance with the above requirements for an adjacent size, and the wall and steel area are not less than the pipe tested at the two plants. 11.3.1 Ensure that the load to produce a 0.01 -inch (0.3 mm) crack and the ultimate load as determined by ASTM C497 (ASTM C497M) three-edge bearing method, is not less than shown in Tables 1, 2, and 706.04 -1. The ultimate strength test may be waived when the test load on the pipe reaches 115 percent of the required 0.01 -inch (0.3 mm) crack D -load without developing a 0.01 -inch (0.3 mm) or larger crack.

11.4Perform compression tests for satisfying the minimum specified concrete strength

requirement from cores drilled from the wall of the pipe. Ensure that the diameter of the core is such that the capped height to diameter or L/D ratio lies between one and tw o. Ensure that the cores are secured, prepared for testing, and tested by methods prescribed in the appropriate sections of ASTM C497 (ASTM C497M). Ensure that the compressive strength of each core tested is equal to or greater than the design strength of the concrete. If a core does not meet the required strength, test another core from the same pipe. If this core does not meet the required strength, the Department may reject the pipe. Make additional tests on other pipe to determine the acceptability of the lot. When the cores cut from a section of pipe successfully meet the strength test requirement, ensure that the core holes are plugged and sealed by the manufacturer in a manner such that the pipe section will meet all of the test requirements of these Specifications.

11.9Does not apply.

11.10Does not apply

14 Perform inspection at the project site. Obtain random samples from material delivered to the project site or at other locations designated by the laboratory. Ensure manufacturers of these materials are certified according to Supplement 1074. 16 In addition, place the plant location on each pipe, and for pipe manufactured to design requirements of 706.04-1 place the letter “A” after the pipe class. Ensure that the markings are legible and indented in the pipe section or painted on with waterproof paint. TABLE 706.04-1 DESIGN REQUIREMENTS FOR HORIZONTAL ELLIPTICAL PIPE Equiv. Round Size (inch) Rise (inch)  Span (inch) Minimum Wall Thickness (inch) Minimum Reinforcement (in²/ft) HE-II HE-III D-Loads 0.01 = 1000 0.01 = 1350 Utl. = 1500 Utl. = 2000 78 63 × 98 8 3 lines totaling 0.87 3 lines totaling 1.23 84 68 × 106 8 1/2 3 lines totaling 0.97 3 lines totaling 1.33 90 72 × 113 9 3 lines totaling 1.03 3 lines totaling 1.43 96 77 × 121 9 1/2 3 lines totaling 1.13 3 lines totaling 1.54 102 82 × 128 9 3/4 3 lines totaling 1.23 3 lines totaling 1.70 108 87 × 136 10 3 lines totaling 1.43 3 lines totaling 1.85 The test load in lb/ft equals D-load × nominal inside span in feet. Concrete strength=5000 psi. 760 TABLE 706.04-1M DESIGN REQUIREMENTS FOR HORIZONTAL ELLIPTICAL PIPE Equiv. Round Size (mm) Rise (mm)  Span (mm) Minimum Wall Thickness (mm) Minimum Reinforcement (cm²/m) HE-II HE-III D-Loads 0.03 = 50.0 0.03 = 65.0 Utl. = 75.0 Utl. = 100.0 1950 1585  2495 200 3 lines totaling 18.4 3 lines totaling 26.0 2100 1705  2690 213 3 lines totaling 20.5 3 lines totaling 28.2 2250 1830  2880 225 3 lines totaling 21.8 3 lines totaling 30.3 2400 1950  3070 238 3 lines totaling 23.9 3 lines totaling 32.6 2550 2075  3265 244 3 lines totaling 26.0 3 lines totaling 36.0 2700 2195  3455 250 3 lines totaling 30.3 3 lines totaling 39.2 The test load in kN/m equals D-load × nominal inside span in mm. Concrete strength=34.5 MPa.

706.05Precast Reinforced Concrete Box Sections. Provide precast reinforced concrete box

section conforming to ASTM C1577, with the following modifications: Ensure that manufacturers of precast concrete members are certified by the Laboratory according to Supplement 1073. Prepare and submit Shop Drawings according to 611.04 A. 6.2.1 Provide cement according to 701, except 701.07. 6.2.2 Provide fly ash according to 701. 6.2.4.9 Provide Carbonate Micro-Fines according to 705.27 and Table 499.03-2.

Provide aggregates conforming to the quality requirements of 703.02.

Provide reinforcement according to 709.10 or 709.12. Provide longitudinal distribution

reinforcement according to 709.01, 709.10 or 709.12.

For the following box sizes, span by rise, refer to ASTM C1577: 6x4, 5, 6; 7x4, 5, 6, 7; 8x4,

5, 6, 7, 8; 9x4, 5, 6, 7, 8, 9; 10x4, 5, 6, 7, 8, 9, 10; 11x4, 5, 6, 7, 8, 9, 10, 11; and 12x4, 5, 6, 7, 8, 9, 10, 11, 12 feet. For the following box sizes, span by rise, refer to SS940: 14x4, 5, 6, 7, 8, 9, 10; 16x4, 5, 6, 7, 8, 9, 10; 18x4, 5, 6, 7, 8, 9, 10; and 20x4, 5, 6, 7, 8, 9, 10 feet.

Provide hardened concrete that contains a minimum of 4 percent entrained air for wet -cast

sections with spans less than 14 feet (4200 mm) and for all sections with spans 14 feet (4200 mm) and greater.

9.4Lift holes are not permitted. Use handling devices that do not require a hole through the box.

Verify concrete strength using cylinders. Do not ship items before the design strength of the

concrete is reached.

11.5A minimum cover of 1/2 inch (13 mm) over both circumferential and longitudinal

reinforcement is required at the mating surfaces of joints. 15 In addition, mark the identification of the plant on each box section. For box sections 14 feet (4200 mm) or greater, mark the reinforcing steel areas for the section on each box section. Place the manufacturers’ name and required product information on the inside of the box section within the top one-half of the culvert. 761

1 Precast Reinforced Concrete Three-Sided Flat Topped Culverts . Provide precast

concrete three-sided flat topped culverts according to ASTM C1504, with the following modifications: Provide flat deck culvert structures with a minimum clear span (measured normal to the structure at the bottom of the haunch) of 14 feet (4200 mm) and a minimum opening rise (measured from bottom of leg to bottom of deck at the centerline of the structure) of 4 feet (1200 mm); and a maximum clear span of 34 feet (10,200 mm) and maximum opening rising of 10 feet (3000 mm). Ensure that the minimum wall and deck thicknesses is 10 inches (250 mm) and 12 inches (300 mm) respectively, measured under the haunch n ormal to the structure and at the centerline of the span measured perpendicular to the structure. Ensure manufacturers of precast concrete members are certified according to Supplement 1073.

drawings according to 611.04. Ensure the shop drawings include the following:

Bridge Design Manual.

The manufacturer may modify an approved shop drawing and resubmit for approval to the Department. Ensure that the shop drawings also include the following special information as required:

Ensure that holes are a minimum of 6 inches (150 mm) from a joint.

details. 6.2.1 Provide cement according to 701, except 701.07. 6.2.2 Provide fly ash according to 70113. 6.2.4.9 Provide Carbonate Micro-Fines according to 705.27 and Table 499.03-2.

Provide aggregates conforming to the quality requirements of 703.02.

6.4Use chemical admixtures according to 705.12. Use a corrosion inhibitor unless epoxy

coated reinforcing steel is used. An Approved List of corrosion inhibiting admixtures is on file at the Laboratory. Manufacturers should recognize that the corrosion inhibitors and admixtures may have an effect on strength, entrained air content, workability, etc. of their concrete mixes. The manufacturers choice of one of these corrosion inhibitors does not alleviate meeting all design requirements of this structure. 6.4.1 Provide air-entraining admixture according to 705.10. 762

Provide epoxy coated reinforcement according to 709.00, Grade 60 (Grade 420), or

709.14. In lieu of epoxy coated reinforcement, an approved corrosion inhibiting admixture may be

added to the concrete at the approved dosage; and provide reinforcement according to 709.01, 709.03 or 709.05; Grade 60 (Grade 420) or 709.08, 709.10, 709.11 or 709.12. Provide epoxy or galvanized coated connections when connecting a precast structural unit into a cast-in-place structural component or between segments of adjacent precast structural units either manufactured as separate units or across construction joints when manufactured as one unit. Provide epoxy coated reinforcement according to

709.00or 709.14, when these connections are designed using reinforcing steel. Provide galvanized

coatings according to 711.02, when these connections are designed using connection plates, hardware or concrete inserts.

Design according to AASHTO LRFD Bridge Design Specifications , Section 12.14.

Include a future wearing surface loading of 60 psf.

Ensure that the concrete cover dimension over reinforcement is a minimum of 2 inches

(50 mm) in the slab and in the exterior of the leg. Ensure that the interior of the leg reinforcement cover tapers from 1 inch (25 mm) at the bottom of the leg to 2 inches (50 mm) at the bottom of the haunch. Ensure that the ends of longitudinal reinforcement have a minimum cover of 1/2 inch (13 mm), and spacers used to position the reinforcement are plastic or epoxy coated steel regardless of whether a corrosion inhibiting admixture is used. 8 Ensure that the top slab is produced with a keyway joint. The keyway provides a void volume equivalent to that of 12 inches (300 mm) prestressed beam as per Standard Construction Drawing PSBD-2-07. Ensure that the joint in the leg sections is designed to produce a shear key or inter-locking joint. Ensure that non-adjoining outside legs are flat. Sandblast the joint surfaces to the satisfaction of the Department, or a 2000 pounds per square inch (14 MPa) water blast no more than 14 days prior to shipping. Ensure that the culvert is designed such that the sections when laid together will make a continuous line with a smooth interior free of appreciable irregularities, all compatible with the permissible variations of Section 11. 9 Application of membrane waterproofing at any location other than the final location shown on the plans is prohibited.

Ensure that the aggregate, cement, and water are manufactured in conformance with 499.06

and 499.07. Ensure that the temperature requirements of 511.08 and 511.15 are met. Ensure that the proportion of cementitious and carbonate micro -fines is not less than 564 pounds per cubic yard (335 kg/m3) of concrete. If used, add the corrosion inhibitor as an aqueous solution. Consider the water in the solution as mixing water for the purpose of determining the w/c ratio of concrete.

9.2Cure the three-sided sections in the forms for the length of time required to obtain the specified

minimum design handling strength as defined in the shop drawings. Test a cylinder to check each section’s design handling strength. Repeat this test as often as needed. Only one cylinder passing will ensure that the design handling strength has been met. If the shop drawing shows no design handling strengths, then the minimum handling strength is assumed to be 100 percent of the design strength. Ensure that the curing then continues either in or out of the forms until the specified minimum design strength is met. 763 9.2.1 Steam curing is an accelerated cure by low pressure steam or radiant heat within a suitable insulated enclosure to contain the live steam or heat. The initial application of the steam or heat is from two to four hours after the final placement of concrete to allow the initial set to take place. If retarders are used, increase the waiting period to 4 to 6 hours. As an alternative, determine the actual time of initial set according to ASTM C403. Do not start curing until the actual time to initial set has elapsed. During the waiting period, ensure that the temperature within the curing enclosure is not less than 50 F (10 C). During the initial application of live steam or radiant heat, ensure that the ambient temperature within the curing enclosure increases at an average rate not exceeding 40 F (22 C) per hour until the curing temperature is reached. Ensure that the maximum curing temperature does not exceed 150 F (65 C). Hold the design temperature until the concrete has reached the desired design strength. Do not direct the application of live steam on the concrete forms so as to cause localized high temperatures. 9.2.2 Provide water curing according to 511.15 and 511.17, Method A. 9.2.3 Provide membrane curing according to 511.16, Method B.

9.3Ensure that all forms are in place until the design handling strength is met.

Holes for handling or setting are not permitted. Do not move members before the design

handling strength of the concrete is reached, or shipped before the design strength of the concrete is reached. Ensure that the manufacturers have equipment necessary to handle and transport the pieces without damaging them. 10 Ensure that the hardened concrete contains a minimum of 4 percent entrained air. 10.2.1 Keep the cylinders and matching culvert section together to guarantee the cylinders are matched with the corresponding culvert section; or, upon agreement by the Department, keep the cylinders at a location that will provide the same environment as the culvert sections. 10.2.2 For each section of the culvert, produce and mark at least four cylinders so that they are identifiable with the matching culvert section. 10.2.3 Conform to Supplement 1073 for acceptance. 10.2.3.1 Ensure that cylinder strengths conform to Supplement 1073.

10.4Plug the core holes by using a concrete that is the same as that used in the section and

cured in according to Section 9.2, or by a non-shrink grout that exceeds the concrete design strength. 11 The design in the plan reflects the external top slab elevation of the structure. If the structure supplied has a deck thicker than the plan design, eliminate the difference between the design top slab elevation and the supplied top slab elevation by a re ducing the leg length. The Department may approve alternate methods to eliminate the difference between the design top slab elevation and the supplied top slab elevation. The Department will not approve a change in the top slab elevation from that shown on the plans. The clear span shown is the minimum for the structure. The manufacturer may provide a clear span greater than that shown. Base the exact footer locations for both the elevation and offset on the manufacturer’s shop drawings. Ensure that these footer locations are such that the centerline of the leg at the bottom of the haunch matches the centerline of the footer. All changes to the project resulting from the manufacturer’s dimensional changes in the structure are at no charge to the Department. 764 Ensure that the sections are free of fractures spalls and chips. Ensure that all surfaces have a smooth and regular finish being defined as a 1/4 -inch variation within 4 feet (6 mm variation within 1.2 m).

Ensure that the slab and walls are perpendicular with a diagonal difference of not more

than 0.5 percent. Ensure that the length of each section is within 1/2 inch (13 mm) of the design length. Consider the length is the average of the length measured at each side and at the middle of the three - sided section.

Ensure that the maximum variation in the position of the reinforcement is 3/8 inch (9

mm), except that the cover over the reinforcement for the external surface of the top slab is not less than 2 inches (50 mm). The above tolerances or cover requirements do not apply to mating surfaces at the joint.

Resubmit any change in reinforcement from the shop drawings for approval.

12 Make repairs according to the Department’s requirements. The Department will not make additional payments for culvert repairs. Repairs are acceptable if, in the opinion of the Department, the repairs are sound, properly finished, and cured. 13 Perform inspection at the project site. Furnish precast concrete components from suppliers certified according to Supplement 1073. 14 Form seams and slight surface irregularities that are expected from a wood panel forming system will not be cause for rejection. In addition, hairline cracks less than 0.01 inch (0.25 mm) are not cause for rejection.

15.1Ensure that the location of the product marking is on the interior of the three-sided section

1 foot (300 mm) below the leg haunch. Add the product marking upon removal of the forms. The manufacturer may be required to repeat the product markings before the project is final.

2 Precast Reinforced Concrete Arch Sections. Provide precast reinforced concrete arch

sections according to ASTM C1504, with the following modifications: This item shall consist of manufacturing precast reinforced concrete arch sections for culverts. Ensure that manufacturers of precast concrete members are certified according to Supplement 1073. 5 Ensure the manufacturer submits design calculations, a structural load rating and shop drawings according to 611.04. Ensure the shop drawings include the following:

Bridge Design Manual.

765 The manufacturer may modify an approved shop drawing and resubmit for approval to the Department. Ensure that the shop drawings also include the following special information as required:

view. Holes shall be a minimum of 6 inches (150 mm) from a joint.

by the Laboratory. 6.2.1 Provide cement according to 701, except 701.07. 6.2.2 Provide fly ash according to 701.13. 6.2.4.9 Provide carbonate micro-fines according to 705.27 and Table 499.03-2.

Provide aggregates conforming to the quality requirements of 703.02.

Use chemical admixtures according to 705.12. Use a corrosion inhibitor unless epoxy

coated reinforcing steel is used. An Approved List of corrosion inhibiting admixtures is on file at the Laboratory. Manufacturers should recognize that the corrosion inhibitors and admixtures may have an effect on strength, entrained air content, workability, etc. of their concrete mixes. The manufacturers choice of one of these corrosion inhibitors does not alleviate meeting all design requirements of this structure. 6.4.1 Provide air-entraining admixture according to 705.10.

Provide epoxy coated reinforcement according to 709.00, Grade 60 (Grade 420), or

. In lieu of epoxy coated reinforcement, an approved corrosion inhibiting admixture may be

added to the concrete at the approved dosage; and provide reinforcement according to 709.01, 709.03 or 709.05; Grade 60 (Grade 420) or 709.08, 709.10, 709.11 or 709.12. Provide epoxy or galvanized coated connections when connecting a precast structural unit into a cast-in-place structural component or between segments of adjacent precast structural units either manufactured as separate units or across construction joints when manufactured as one unit. Provide epoxy coated reinforcement according to

or 709.14, when these connections are designed using reinforcing steel. Provide galvanized

coatings according to 711.02, when these connections are designed using connection plates, hardware or concrete inserts.

Design according to AASHTO LRFD Bridge Design Specifications , Section 12.14.

Include a future wearing surface loading of 60 psf.

Ensure that the concrete cover dimension over the outside circumferential reinforcement

is a minimum of 2 inches (50 mm). Ensure that the concrete cover dimension over the inside circumferential reinforcement is a minimum of 1 1/2 inches (38 mm). The cle ar distance of the end circumferential wires shall not be less than 1 inch (25 mm) nor more than 2 inches (50 mm) from the ends of the sections. Reinforcement shall be assembled utilizing single or multiple layers of welded wire fabric (three-layer maximum), or utilizing a single layer of deformed billet-steel bars. The welded wire fabric shall be composed of circumferential and longitudinal wires and shall contain sufficient longitudinal wires extending through the section to maintain the shape and position of reinforcement. Longitudinal distribution reinforcement may be welded wire fabric or deformed billet-steel bars. The ends of the longitudinal distribution reinforcement shall be not more than 3 inches (75 mm) from the ends of the sections. The outside and inside circumferential reinforcing steel for the corners of the culvert shall be bent to such an angle that it is approximately equal to the configuration of the culverts outside corner. 766

Tension splices in the circumferential reinforcement shall not be made. For splices other

than tension splices, the overlap shall be a minimum of 12 inches (300 mm) for welded wire fabric or deformed billet steel bars. The spacing center -to-center of the circumferential wires in a wire fabric sheet shall be not less than 2 inches (50 mm) or more than 4 inches (100 mm). For the wire fabric, the spacing center-to-center of the longitudinal wire shall not be more than 8 inches (200 mm). The spacing center-to-center of the longitudinal distribution steel for either line of reinforcing in the top slab shall be not more than 16 inches (410 mm).

Ensure the sections are produced with butt ends. The ends of the sections shall be such

that when the sections are laid together they will make a continuous line of sections with a smooth interior free of appreciable irregularities, all compatible with th e permissible variations in these Specifications. Provide a chamfer on the outside surface at the sections joint to form a void for a 7/8  1 3/8-inch (24  34 mm) flexible plastic gasket 706.14. 9 Application of membrane waterproofing on the arch section at any location other than the final location shown on the plans is prohibited.

Ensure that the aggregate, cement, and water are manufactured according to 499.06 and

499.07

Ensure that the temperature requirements of 511.08 and 511.15 are met. Ensure that the proportion of cementitious and carbonate micrio -fines is not less than 564 pounds per cubic yard (335 kg/m3) of concrete. If used, add the corrosion inhibitor as an aqueous solution. Consider the water in the solution as mixing water for the purpose of determining the water-cement ratio of concrete.

Cure the arch sections in the forms for the length of time required to obtain the specified

minimum design handling strength as defined in the shop drawings. Test a cylinder to check each section’s design handling strength. Repeat this test as often as needed. Only one cylinder passing will ensure that the design handling strength has been met. If the shop drawing shows no design handling strengths, then the minimum handling strength is assumed to be 100 percent of the design strength. Ensure that the curing then continues either in or out of the forms until the specified minimum design strength is met. 9.2.1 Steam curing is an accelerated cure by low pressure steam or radiant heat within a suitable insulated enclosure to contain the live steam or heat. The initial application of the steam or heat is from 2 to 4 hours after the final placement of concrete to allow the initial set to take place. If retarders are used, increase the waiting period to 4 to 6 hours. As an alternative, determine the actual time of initial set according to ASTM C403. Do not start curing until the actual time to initial set has elapsed. During the waiting period, ensure that the temperature within the curing enclosure is not less than 50 F (10 C). During the initial application of live steam or radiant heat, ensure that the ambient temperature within the curing enclosure increases at an average rate not exceeding 40 F (22 C) per hour until the curing temperature is reached. Ensure that the maximum curing temperature does not exceed 150 F (65 C). Hold the design temperature until the concrete has reached the desired design strength. Do not direct the application of live steam on the concrete forms so as to cause localized high temperatures. 9.2.2 Provide water curing according to 511.15 and 511.17, Method A.

Ensure that all forms are in place until the design handling strength is met.

767 Holes for handling or setting are not permitted. Do not move members before the design handling strength of the concrete is reached, or shipped before the design strength of the concrete is reached. Ensure that the manufacturers have equipment necessary to handle and transport the pieces without damaging them. 10 Ensure that the hardened concrete contains a minimum of 4 percent entrained air. 10.2.1 Keep the cylinders and matching culvert section together to guarantee the cylinders are matched with the corresponding culvert section; or, upon agreement by the Department, keep the cylinders at a location that will provide the same environment as the culvert sections. 10.2.2 For each section of the culvert, produce and mark at least four cylinders so that they are identifiable with the matching culvert section. 10.2.3 Conform to Supplement 1073 for acceptance. 10.2.3.1 Ensure that cylinder strengths conform to Supplement 1073.

Plug the core holes by using a concrete that is the same as that used in the section and cured

according to Section 9.2, or by a non-shrink grout that exceeds the concrete design strength.

11.0The under-run in length of a section shall not be more than 1/2 inch (13 mm).

All changes to the project resulting from the manufacturer’s dimensional changes in the structure are at no charge to the Department. Ensure that the sections are free of fractures spalls and chips. Ensure that all surfaces have a smooth and regular finish being defined as a 1/4 inch variation within 4 feet (6 mm variation within 1.2 m).

The internal dimensions shall vary not more than 1 percent from the design dimensions

or more than 38 mm (1 1/2 inches), whichever is less. The haunch dimensions shall vary not more than 19 mm (3/4 inch) from the design dimension.

Ensure that the maximum variation in the position of the reinforcement is 3/8 inch (9

mm), except that the cover over the reinforcement for the external surface of the top slab is not less than 2 inches (50 mm). The above tolerances or cover requirements do not apply to mating surfaces at the joint.

Resubmit any change in reinforcement from the shop drawings for approval.

12.0Make repairs according to the Department’s requirements. The Department will not make

additional payments for culvert repairs. Repairs are acceptable if, in the opinion of the Department, the repairs are sound, properly finished, and cured.

13.0Perform inspection at the project site.

Furnish precast concrete components from suppliers certified according to Supplement 1073.

14.0Form seams and slight surface irregularities that are expected from a wood panel forming

system will not be cause for rejection. In addition, hairline cracks less than 0.01 inch (0.25 mm) will not be cause for rejection.

Ensure that the location of the product marking is on the interior of the arch section 1 foot

(300 mm) below the leg haunch. Add the product marking upon removal of the forms. The manufacturer may be required to repeat the product markings before the project is final. 768

3 Precast Reinforced Concrete Round Sections . Provide precast reinforced concrete

elliptical and circular arch sections according to ASTM C1504, with the following modifications: This item shall consist of manufacturing precast reinforced concrete elliptical and circular arch sections for culverts. Ensure that manufacturers of precast concrete members are certified according to Supplement 1073.

according to 611.04. Ensure the shop drawings include the following:

Bridge Design Manual.

The manufacturer may modify an approved shop drawing and resubmit for approval to the Department. Ensure that the shop drawings also include the following special information as required:

view. Holes shall be a minimum of 6 inches (150 mm) from a joint.

by the Laboratory. 6.2.1 In addition, provide cement according to 701, except 701.07. 6.2.2 Provide fly ash conforming to 701.13. 6.2.4.9 Provide carbonate micro-fines according to 705.27 and Table 499.03-2.

Provide aggregates conforming to the quality requirements of 703.02.

Use chemical admixtures conforming to 705.12. Use a corrosion inhibitor unless epoxy

coated reinforcing steel is used. An Approved List of corrosion inhibiting admixtures is on file at the Laboratory. Manufacturers should recognize that the corrosion inhibitors and admixtures may have an effect on strength, entrained air content, workability, etc. of their concrete mixes. The manufacturer ’s choice of one of these corrosion inhibitors does not alleviate meeting all design requirements of this structure. 6.4.1 Provide air-entraining admixture conforming to 705.10.

Provide epoxy coated reinforcement according to 709.00, Grade 60 (Grade 420), or

. In lieu of epoxy coated reinforcement, an approved corrosion inhibiting admixture may be

added to the concrete at the approved dosage; and provide reinforcement according to 709.01, 709.03 or 709.05; Grade 60 (Grade 420) or 709.08, 709.10, 709.11 or 709.12. Provide epoxy or galvanized coated connections when connecting a precast structural unit into a cast-in-place structural component or between segments of adjacent precast structural units either manufactured as separate units or across construction joints when manufactured as one unit. Provide epoxy coated reinforcement according to 769

or 709.14, when these connections are designed using reinforcing steel. Provide galvanized

coatings according to 711.02, when these connections are designed using connection plates, hardware or concrete inserts.

Modify the first sentence as follows: Design according to AASHTO LRFD Bridge Design

Specifications, Section 12.14. Include a future wearing surface loading of 60 psf.

Ensure that the concrete cover dimension over the outside circumferential reinforcement

is a minimum of 2 inches (50 mm). Ensure that the concrete cover dimension over the inside circumferential reinforcement is a minimum of 1 1/2 inches (38 mm). The clear distance of the end circumferential wires shall not be less than 1 inch (25 mm) nor more than 2 inches (50 mm ) from the ends of the sections. Reinforcement shall be assembled utilizing single or multiple layers of welded wire fabric (three-layer maximum), or utilizing a single layer of deformed billet-steel bars. The welded wire fabric shall be composed of circum ferential and longitudinal wires and shall contain sufficient longitudinal wires extending through the section to maintain the shape and position of reinforcement. Longitudinal distribution reinforcement may be welded wire fabric or deformed billet -steel bars. The ends of the longitudinal distribution reinforcement shall be not more than 3 inches (75 mm) from the ends of the sections. Form the outside and inside circumferential reinforcing steel for the arch such that it is approximately equal to the configuration of the arch shape.

In addition, tension splices in the circumferential reinforcement shall not be made. For

splices other than tension splices, the overlap shall be a minimum of 12 inches (300 mm ) for welded wire fabric or deformed billet steel bars. The spacing center-to-center of the circumferential wires in a wire fabric sheet shall be not less than 2 inches (50 mm) or more than 4 inches (100 mm). For the wire fabric, the spacing center-to-center of the longitudinal wire shall not be more than 8 inches (200 mm). The spacing center-to-center of the longitudinal distribution steel for either line of reinforcing in the top slab shall be not more than 16 inches (410 mm).

Ensure the sections are produced with butt ends. The ends of the sections shall be such

that when the sections are laid together they will make a continuous line of sections with a smooth interior free of appreciable irregularities, all compatible with the permissible variations in these Specifications and section 11 of ASTM C 1504. Provide a 3/4 × 3/4 inch (19 × 19 mm) minimum chamfer on the inside and outside surface at the sections joint. Ensure that the design of the arch in its final constructed location is structurally continuous throughout the arch unit providing for flexural, compressive and shear force transfers. For arches that gain structural continuity by a cast in place closure at the project site, provide concrete with the same compressive strength as the precast arch. In addition, the cast in place closure shall provide continuity in the transverse direction (90 degrees to the span) along the lay length of the arches.

Ensure that the aggregate, cement, and water are manufactured according to 499.06 and

Ensure that the temperature requirements of 511.08 and 511.15 are met. Ensure that the proportion of cementitious and carbonate micro -fines is not less than 564 pounds per cubic yard (335 kg/m³) of concrete. If used, add the corrosion inhibitor as an aqueous solution. Consider the water in the solution as mixing water for the purpose of determining the water-cement ratio of concrete.

Cure the arch sections in the forms for the length of time required to obtain the specified

minimum design handling strength as defined in the shop drawings. Test a cylinder to check each 770 section’s design handling strength. Repeat this test as often as needed. Only one cylinder passing will ensure that the design handling strength has been met. If the shop drawing shows no design handling strengths, then the minimum handling strength is ass umed to be 100 percent of the design strength. Ensure that the curing then continues either in or out of the forms until the specified minimum design strength is met. 9.2.1 Steam curing is an accelerated cure by low pressure steam or radiant heat within a suitable insulated enclosure to contain the live steam or heat. The initial application of the steam or heat is from 2 to 4 hours after the final placement of concrete to a llow the initial set to take place. If retarders are used, increase the waiting period to 4 to 6 hours. As an alternative, determine the actual time of initial set according to ASTM C403. Do not start curing until the actual time to initial set has elapsed. During the waiting period, ensure that the temperature within the curing enclosure is not less than 50 °F (10 °C). During the initial application of live steam or radiant heat, ensure that the ambient temperature within the curing enclosure increases at an average rate not exceeding 40 °F (22 °C) per hour until the curing temperature is reached. Ensure that the maximum curing temperature does not exceed 150 °F (65 °C). Hold the design temperature until the concrete has reached the desired design strength. Do not direct the application of live steam on the concrete forms so as to cause localized high temperatures. 9.2.2 Provide water curing according to 511.15 and 511.17, Method A.

Ensure that all forms are in place until the design handling strength is met.

Holes for handling or setting are not permitted. Do not move members before the design handling strength of the concrete is reached, or shipped before the design strength of the concrete is reached. Ensure that the manufacturers have equipment necessary to handle and transport the pieces without damaging them. 10 Ensure that the hardened concrete contains a minimum of 4 percent entrained air.

Cores drilled from the section are not permitted.

10.2.1 Keep the cylinders and matching arch section together to guarantee the cylinders are matched with the corresponding culvert section; or, upon agreement by the Department, keep the cylinders at a location that will provide the same environment as the arch sections. 10.2.2 For each section of the arch structure, produce and mark at least four cylinders so that they are identifiable with the matching arch section. 10.2.3 Conform to Supplement 1073 for acceptance. 10.2.3.1 Ensure that cylinder strengths conform to Supplement 1073.

The under-run in length of a section shall not be more than 1/2 inch (13 mm).

All changes to the project resulting from the manufacturer’s dimensional changes in the structure are at no charge to the Department. Ensure that the sections are free of fractures spalls and chips. Ensure that all surfaces have a smooth and regular finish being defined as a 1/4 inch variation within 4 feet (6 mm variation within 1.2 m).

The internal dimensions shall vary not more than 1 percent from the design dimensions

or more than 1 1/2 inches (38 mm), whichever is less. The haunch dimensions shall vary not more than 3/4 inch (19 mm) from the design dimension. 771

Ensure that the maximum variation in the position of the reinforcement is 3/8 inch (9

mm), except that the cover over the reinforcement for the external surface of the top is not less than 2 inches (50 mm). The above tolerances or cover requirements do not apply to mating surfaces at the joint.

Resubmit any change in reinforcement from the shop drawings for approval.

11.6All interior and exterior arch surfaces shall have a smooth steel form finish.

Make repairs according to the Department’s requirements. The Department will not make

additional payments for arch repairs. Repairs are acceptable if, in the opinion of the Department, the repairs are sound, properly finished, and cured.

The Department may perform inspection at the plant conforming to Supplement 1073 but

final inspection and acceptance will be at the project site. Furnish precast concrete components from suppliers certified according to Supplement 1073.

Form seams and slight surface irregularities that are expected from a steel panel forming

system will not be cause for rejection. In addition, hairline cracks less than 0.01 inch (0.25 mm) will not be cause for rejection.

Ensure that the location of the product marking is on the interior of the arch section 4 feet

(1.2 m) above the base of the arch. Measure the 4 feet (1.2 m) from the base of the arch along the circumference of the interior surface. Add the product marking upon removal of the forms. The manufacturer may be required to repeat the product markings before the project is final.

706.06Perforated Concrete Pipe. Provide perforated concrete pipe according to ASTM C444

(ASTM C444M), and 706.01 or 706.02. Ensure manufacturers providing materials are certified according to Supplement 1074.

706.07Concrete Drain Tile. Provide extra-quality concrete drain tile according to ASTM C412

(ASTM C412M), with the following modifications: Ensure manufacturers providing materials are certified according to Supplement 1074.

4.0This specification covers extra-quality concrete drain tile only.

5.1(3) Does not apply. 6.2.1 Provide cement according to 701, except 701.07. 6.2.2 Provide fly ash according to 701.13

Provide aggregate conforming to the quality requirements of 703.02.

Perform inspection at the project site. Obtain random samples from material delivered to

the project site or at other locations designated by the Laboratory. Ensure manufacturers providing materials are certified according to Supplement 1074. Testing. Ensure that the manufacturer furnishes all facilities and personnel to carry out the tests.

706.08Vitrified Clay Pipe . Provide vitrified clay pipe according to ASTM C 700, with the

following modifications: Furnish materials according to the Department’s QPL.

Perform all tests except hydrostatic according to ASTM C301.

772

15.0Perform inspection at the project site. Obtain random samples from material delivered to

the project site or at other locations designated by the Laboratory.

706.09Clay Drain Tile. Provide extra-quality clay drain tile according to ASTM C4, with the

following modifications:

Perform inspection at the project site. Obtain random samples from material delivered to

the project site or at other locations designated by the Laboratory. 11, 12, and 13 Ensure that the manufacturer furnishes all facilities and personnel to carry out the tests. Furnish materials according to the Department’s QPL.

706.10Bituminous Pipe Joint Filler. Provide cold applied, mineral filled, joint sealing

compound for joints of bell and spigot, or tongue and groove sewer; or drain pipe conforming to the following:

dissolved in a suitable solvent, and containing an appropriate stiffener.

not thickened or livered, and that shows a separation easily overcome by stirring. Ensure that the material is of such consistency and properties that it is readily applied with a t rowel, a putty knife, or with a caulking gun without pulling or drawing. Provide a material that when applied to metal, concrete, or vitrified clay surfaces, exhibits good adhesive and cohesive properties and has only slight shrinkage after curing. Provi de a material that is not damaged by exposure to below freezing temperatures.

metal panel and cured at room temperature for 24 hours, the bituminous plastic cement shall set to a tough, plastic coating, free from blisters. Minimum Maximum

grams, 25 C, 5 sec, ASTM D217, mm/10 175 250

24 hrs, % ASTM D6511.7 [ii] 75 --

Notes:

ii. Apply in a thin layer. A crucible meeting ASTM D6511.9 may be used and applied in a thin layer to the inner wall. iii. Use a minimum of 3.0 grams of the sample after the non-volatile test. If a crucible is used in the non-volatile test, then the crucible and sample (mass of dry residue) can be used for this test. Furnish materials according to the Department’s QPL.

706.11Resilient and Flexible Gasket Joints . Provide resilient and flexible gasket joints for

concrete pipe according to ASTM C443 (ASTM C443M). 773 Furnish materials according to the Department’s QPL.

706.12Resilient and Flexible Joints. Provide resilient and flexible joints for vitrified clay pipe

according to ASTM C425. Furnish materials according to the Department’s QPL.

706.13Precast Reinforced Concrete Manhole Riser Sections, Flat Slab Tops, Catch Basins

and Inlet Tops, and Portable Barriers. Provide precast reinforced concrete manhole riser sections, flat slab tops, catch basins and inlet tops, and portable barriers according to ASTM C 478 ( ASTM C478M), with the following modifications:

1.1Provide precast catch basin tops where permitted by the plans.

4.1.2.1 Provide cement according to 701, except 701.07. 4.1.2.2 Provide fly ash according to 701.13. 4.1.4 Provide aggregate conforming to the quality requirements of 703.02. 4.1.6 Provide steel according to 709.01, 709.08, 709.10, or 709.12. Provide epoxy coated steel according to 709.00 for the manhole flat slab tops, catch basin tops and inlet tops only.

7.0Ensure that no more than two holes are cast, drilled, or otherwise neatly made in the shell

of each piece of each riser section for the purpose of handling or laying. Taper the holes unless drilled, and before backfilling fill the tapered holes with portland cement mortar, precast concrete plugs secured with portland cement mortar, or a device on the Department’s Approved List specifically designed for filling the hole. Fill drilled holes with portland cement mortar. 8.2.2 Absorption test does not apply

10.0Perform inspection at the project site.

In addition, mark the plant location on each manhole top or barrier section.

Ensure manufacturers providing materials are certified according to Supplement 1073 Ensure structures that have a span of 10 feet or greater and are located under the traveled way, including the treated shoulder width, are designed in accordance with the AASHTO LRFD Bridge Design Specifications. Have competent individuals prepare and check the shop drawings. Provide a cover sheet containing the preparer(s) and checker(s): First Name, Last Name, Initials and Content Responsibility. Preparer(s) and checker(s) shall initial each sheet for their con tent responsibility. The preparer(s) and checker(s) shall not be the same individual. Have an Ohio Registered Engineer review, approve, sign, seal and date the shop drawing cover sheet or submittal letter according to ORC 4733 and OAC 4733-35.

706.14Preformed Flexible Joint Sealant. Provide preformed flexible joint sealant for concrete

conduit according to ASTM C990. Furnish materials according to the Department's QPL.

706.15Precast Reinforced Concrete Outlets. Provide precast reinforced concrete outlets

composed of cement conforming to 701, except 701.07. Provide aggregate conforming to the quality requirements of 703.02. Provide epoxy coated steel reinforcement conforming to 709.00. Do not provide holes for handling or laying. Ensure that the outlet hole are the same size as the outlet pipe. Perform inspection at the project site. Ensure manufacturers providing materials are certified according to Supplement 1073. 774 707 STEEL, ALUMINUM, AND PLASTIC PIPE

707.00Acceptance. Corrugated metal pipe conforming to 707.01, 707.02, 707.03, 707.04,

707.05, 707.07, 707.11, 707.12, 707.13, 707.14, 707.15, 707.21, 707.22, 707.23, 707.24, and 707.25

may be accepted for shipment to and immediate use in construction projects when provided from suppliers certified according to Supplement 1019.

707.01Metallic Coated Corrugated Steel Conduits and Underdrains. Provide conduits and

underdrains having a corrugation depth of 1/2 or 1/4 inch (13 or 6.5 mm) and according to AASHTO M 36/M 36M, with the following modifications: 7.7.1 Helical corrugated pipe, 12 -inch (300 mm) diameter and larger, shall have at least two annular corrugations at each end of each pipe length. 8.1.2 Ensure that the minimum wall thickness (coated) of steel pipe and pipe -arches is as follows: Pipe Pipe-Arch Diameter Wall Thickness Size Wall Thickness

6 0.052 8 0.064 10 0.064 12 0.064 15 0.064 17  13 0.064 18 0.064 21  15 0.064 21 0.064 24  18 0.064 24 0.064 28  20 0.064 27 0.064 30 0.064 35  24 0.064 33 0.064 36 0.064 42  29 0.064 42 0.064 49  33 0.079 48 0.064 57  38 0.109 54 0.079 64  43 0.109 60 0.109 71  47 0.138 66 0.138 77  52 0.168 72 0.138 83  57 0.168 78 0.168 84 0.168 775 Pipe Pipe-Arch Diameter Wall Thickness Size Wall Thickness

150 1.32 200 1.63 250 1.63 300 1.63 375 1.63 430  340 1.63 450 1.63 530  380 1.63 525 1.63 610  460 1.63 600 1.63 710  510 1.63 675 1.63 750 1.63 885  610 1.63 825 1.63 900 1.63 1060  740 1.63 1050 1.63 1240  840 2.01 1200 1.63 1440  970 2.77 1350 2.01 1620  1100 2.77 1500 2.77 1800  1200 3.51 1650 3.51 1950  1320 3.51 1800 3.51 2100  1450 4.27 1950 4.27 2100 4.27 Ensure that the minus tolerance conforms to AASHTO M 218, M 274, or M 289. TABLE 707.01-1 PIPE REQUIREMENTS Nominal Inside Corrugation Depth Minimum Diameter Nominal Width of Lap

27 675 1/2 13 2 50 33 825 1/2 13 2 50 8.3.2.1 Ensure that the minimum number of longitudinal rows of perforations is four.

Coupling bands shall have annular corrugations.

Ensure that coupling bands are not more than two nominal sheet thicknesses thinner than

the thickness of the pipe to be connected. For pipes 48 -inch (1200 mm) diameter and smaller, ensure that the coupling band is not thinner than the 0.052-inch (1.32 mm) nominal sheet thickness. For pipes 54-inch (1350 mm) diameter through 84 -inch (2100 mm) diameter, ensure that the coupling band is not thinner than the 0.064-inch (1.63 mm) nominal sheet thickness. For pipe diameters over 36 inches (900 mm), provide cou pling bands that have at least one annular corrugation that indexes into the inboard corrugation of each pipe section joined.

707.02Metallic Coated Corrugated Steel Conduits [1-inch (25 mm) Corrugations]. Provide

conduits according to AASHTO M 36/M 36M, with the following modifications: 776 7.7.1 Helical corrugated pipe shall have at least two annual corrugations at each end of each pipe length. 8.1.2 Ensure that the minimum wall thickness (coated) of steel pipe and pipe -arches is as follows: Pipe Pipe-Arch Diameter Wall Thickness Size Wall Thickness

36 0.064 40  31 0.109 42 0.064 46  36 0.109 48 0.064 53  41 0.109 54 0.079 60  46 0.109 60 0.079 66  51 0.109 66 0.109 73  55 0.109 72 0.109 81  59 0.109 78 0.109 87  63 0.109 84 0.109 95  67 0.109 90 0.109 103  71 0.109 96 0.109 112  75 0.109 102 0.109 117  79 0.109 108 0.109 128  83 0.138 114 0.109 137  87 0.138 120 0.109 142  91 0.168 Pipe Pipe-Arch Diameter Wall Thickness Size Wall Thickness

900 1.63 1010  790 2.77 1050 1.63 1160  920 2.77 1200 1.63 1340  1050 2.77 1350 2.01 1520  1170 2.77 1500 2.01 1670  1300 2.77 1650 2.01 1850  1400 2.77 1800 2.77 2050  1500 2.77 1950 2.77 2200  1620 2.77 2100 2.77 2400  1720 2.77 2250 2.77 2600  1820 2.77 2400 2.77 2840  1920 2.77 2550 2.77 2970  2020 2.77 2700 2.77 3240  2120 3.51 2850 2.77 3470  2220 3.51 3000 2.77 3600  2320 4.27 Ensure that the minus tolerance conforms to AASHTO M 218, M 274, or M 289. 777

Provide coupling bands with a minimum wall thickness (coated) of 0.064 inch (1.63 mm)

and that have at least one annular corrugation that indexes into the inboard corrugations of each pipe section joined.

707.03Structural Plate Corrugated Steel Structures. Provide structural plate pipe, pipe arch,

and arch structures according to AASHTO M 167 (AASHTO M 167M), with the following modification:

5.4Assembly bolts may be galvanized by an electrolytic process.

707.04Precoated, Galvanized Steel Culverts. Provide conduits and coupling bands according

to AASHTO M 245/M 245M, as modified by 707.01 and 707.02. Ensure that the precoated, galvanized steel sheets conform to AASHTO M 246/M 246M, Type B. Ensure that the polymeric coating is 10 mils (250 µm) on the interior and 10 mils (250 µm) on the exterior.

Bituminous Coated Corrugated Steel Pipe and Pipe Arches with Paved Invert [1/2-

inch (13 mm) Corrugations]. Provide conduits and coupling bands according to 707.01 and to AASHTO M 190. Provide either Type B half bituminous coated pipe, or pipe arches with paved invert or Type C fully coated pipe, or pipe arches with paved invert.

707.07Bituminous Coated Corrugated Steel Pipe and Pipe Arches with Paved Invert [1-

inch (25 mm) Corrugations]. Provide conduits and coupling bands according to 707.02 and to AASHTO M 190. Provide either Type B half bituminous coated pipe, or pipe arches with paved invert or Type C fully coated pipe, or pipe arches with paved invert.

707.10Square and Rectangular Steel Tubing. Provide square and rectangular steel tubing

according to ASTM A501 or ASTM A500, Grade B, with the following modifications: Galvanize the tubing according to 711.02. Test the tubular steel from all heat numbers supplied for toughness according to ASTM E 436, except as modified herein. Take and test tubing test samples before delivery of the railing. Ensure that the taking of the test samples is witnessed and the testing is performed by an independent test laboratory. Submit certified test data for review and approval as specified in 501.06. Perform testing on test specimens obtained from galvanized tubing with the same heat number as that being used. Conduct the testing at a temperature of 0 F (-18 C) on 2  9-inch (50  225 mm) specimens supported to provide a 7 -inch (180 mm) clear span. Do not remove the galvanizing from the specimens. Cut three 2  9-inch (50  225 mm) test specimens from each of the unwelded sides for a total of nine specimens. If all three unwelded sides are not large enough to remove 2  9-inch (50  225 mm) specimens, then remove nine specimens from any unwelded side. Disregard the three specimens from the side with the lowest average shear area when calculating the final average shear area. If specimens were not removed from three unwelded sides, then disregard the three specimens with the lowest average shear area. Calculate the final average shear area using the six remaining specimens. If the average shear area falls below 50 percent, reject material from the heat represented by these tests. However, if the average shear area is 30 percent or greater, the Department will allow one retest at a sampling frequently three times that of the first test, and with no samples excluded in calculating the average. Reject materials not having a 50 percent average shear area upon retest. Before galvanizing, the manufacturer of the tubing shall identify the product with the steel heat number (or with some number that is traceable to the heat number) and with the manufacturer’s unique identification code to facilitate acceptance or rejection of the material. Ensure that the identification 778 method is such that identification is on only one face of the section, and is repeated at intervals no greater than 4 feet (1.2 m), and does not extend into the curved surface of the tubing at the corners.

707.11Polymer-Precoated Corrugated Steel Spiral Rib Conduits. Provide conduits that have

a center-to-center rib spacing of 7 1/2 inches (190 mm). Provide conduits and fittings according to AASHTO M 36, Type IR, with the following modifications:

Fabricate pipe from polymer-precoated, on both sides, steel sheet according to AASHTO M

246. 7.2.2 The ribs shall conform to AASHTO M 196, Section 7.2.2. 7.7.1 Reroll the ends of the individual pipe sections to form at least two annular corrugations on each end. Paint the rerolled end with zinc rich paint. 8.1.2 Ensure that the minimum wall thickness (coated) of steel pipe is as follows: Pipe Diameter Wall Thickness Diameter Wall Thickness

18 0.064 450 1.63 21 0.064 525 1.63 24 0.064 600 1.63 30 0.064 750 1.63 36 0.064 900 1.63 42 0.064 1050 1.63 48 0.064 1200 1.63 54 0.079 1350 2.01 60 0.079 1500 2.01 66 0.109 1650 2.77 72 0.109 1800 2.77 78 0.109 1950 2.77 84 0.138 2100 3.51 90 0.138 2250 3.51

Coupling bands shall have annular corrugations.

Coupling bands shall conform to 707.01.

A bell and spigot joint according to ASTM A 760 (A760M) may be used with the following

modifications: 9.3.1 These joints may be used for conduits ranging in size from 18 (450mm) to 48 (1200mm) inches in diameter. 9.3.2 Ensure the bell and spigot has a soil tight joint by use of a shop applied gasket on the bell end and a field applied gasket on the spigot end. 9.3.3 Provide a minimum of 0.064 (1.63mm) inch nominal sheet thickness or not more than two (2) nominal sheet thickness thinner than the thickness of the pipe to be joined.

14.1Ensure that the certification and sampling conform to 707.01.

779

707.12Corrugated Steel Spiral Rib Conduits. Provide conduits that have a center -to-center

rib spacing of 7 1/2 inches (190 mm). Provide conduits and fittings according to AASHTO M 36, Type IR, with the following modifications:

Fabricate pipe from aluminum coated sheet according to AASHTO M 274.

7.2.2 The ribs shall conform to AASHTO M 196, Section 7.2.2. 7.7.1 Reroll the ends of the individual pipe sections to form at least two annular corrugations on each end. Paint the rerolled end with zinc rich paint. 8.1.2 Ensure that the minimum wall thickness (coated) of steel pipe is as follows: Pipe Diameter Wall Thickness Diameter Wall Thickness

18 0.064 450 1.63 21 0.064 525 1.63 24 0.064 600 1.63 30 0.064 750 1.63 36 0.064 900 1.63 42 0.064 1050 1.63 48 0.064 1200 1.63 54 0.079 1350 2.01 60 0.079 1500 2.01 66 0.109 1650 2.77 72 0.109 1800 2.77 78 0.109 1950 2.77 84 0.138 2100 3.51 90 0.138 2250 3.51 96 0.138 2400 3.51 102 0.138 2550 3.51 108 0.138 2700 3.51 114 0.138 2850 3.51 120 0.138 3000 3.51

Coupling bands shall have annular corrugations.

Coupling bands shall conform to 707.01.

A bell and spigot joint according to ASTM A760 (A760M) may be used with the following

modifications: 9.3.1 These joints may be used for conduits ranging in size from 18 (450mm) to 48

9.3.2 Ensure the bell and spigot has a soil tight joint by use of a shop applied gasket on the bell end and a field applied gasket on the spigot end. 9.3.3 Provide a minimum of 0.064 (1.63mm) inch nominal sheet thickness or not more than two (2) nominal sheet thickness thinner than the thickness of the pipe to be joined.

Ensure that the certification and sampling conforms to 707.01.

780

707.15Corrugated Steel Box Culverts. Provide corrugated steel box culverts according to

ASTM A 964. Ensure that all manufacturers are pre-approved. Ensure that manufacturers not pre-approved submit a structural design criteria and analysis method to the Department before the project letting for approval. The Department maintains a list of all pre-approved manufacturers. Ensure that the manufacturer submits shop drawings and design calculations for review and written approval before manufacture. Submit a minimum of seven copies of the drawings. Allow a minimum of four weeks for approval. Ensure that the shop drawings include the following:

The manufacturer may modify an approved shop drawing and resubmit for approval to the Department.

707.17Spiral Rib Steel Pipe Arch. Provide conduits according to AASHTO M36, Type IIA,

with the following modifications:

Fabricate pipe from aluminum coated sheet according to AASHTO M 274.

7.2.2 The ribs shall conform to AASHTO M 196, Section 7.2.2.

Coupling bands shall have annular corrugations.

Coupling bands shall conform to 707.01.

Ensure that the certification and sampling conforms to 707.01.

Ensure that the minimum wall thickness of Spiral Rib steel pipe arches is as follows: Pipe-Arch Size Wall Thickness Size Wall Thickness

20 × 16 0.079 500 × 410 2.01 23 × 19 0.079 580 × 490 2.01 27 × 21 0.079 680 × 540 2.01 33 × 26 0.079 830 × 670 2.01 40 × 31 0.079 1010 × 790 2.01 46 × 36 0.079 1160 × 920 2.01 53 × 41 0.109 1340 × 1050 2.77 60 × 46 0.109 1520 × 1170 2.77 66 × 51 0.109 1670 × 1300 2.77 73 × 55 0.109 1850 × 1400 2.77 81 × 59 0.138 2050 × 1500 3.51

707.18Polymer Precoated, Galvanized Steel Conduits with precoated galvanized smooth steel

interior liner. Provide Type IA pipe which has a corrugated exterior with a smooth interior liner. 781 Provide corrugated exterior conduits and smooth liners according to 707.04 with the following modifications to AASHTO M 245: 7.5.1 Provide Polymer Precoated, Galvanized Steel Conduits with precoated galvanized smooth steel interior liner pipe with plain cut helical ends. Match mark ends. Install conduit so that match marks align and are in accordance with the layout drawings supplied by the manufacturer. Provide external flat sheet coupling bands with a minimum wall thickness (coated) of .064 inch and that are a minimum of 12” wide. Ensure coupling bands are polymer precoated, galvanized steel.

Ensure a soil tight joint by the use of a flat gasket conforming to ASTM D1056 2B1 that is a

minimum of 12” wide and centered over the joint.

707.21Corrugated Aluminum Alloy Conduits and Underdrains . Provide conduits and

underdrains having a 1/4, 7/16, or 1/2 -inch (6.5, 11, or 13 mm) corrugation depth and according to AASHTO M 196/M 196M, with the following modifications: 8.1 and 8.2 Provide helically corrugated pipe 12 inches (300 mm) in diameter and larger that have at least two circumferential corrugations at each end of each pipe length. 8.1.2 Ensure that the minimum wall thickness of aluminum pipe and pipe arches is as follows: Pipe Pipe-Arch Diameter Wall Thickness Size Wall Thickness

6 0.048 8 0.060 10 0.060 12 0.060 15 0.060 17  13 0.060 18 0.060 21  15 0.060 21 0.060 24  18 0.060 24 0.060 28  20 0.075 27 0.075 30 0.075 35  24 0.075 36 0.075 42  29 0.105 42 0.105 49  33 0.105 48 0.105 57  38 0.135 54 0.105 64  43 0.135 60 0.135 71  47 0.164 66 0.164 72 0.164 782 Pipe Pipe-Arch Diameter Wall Thickness Size Wall Thickness

150 1.22 200 1.52 250 1.52 300 1.52 375 1.52 430  330 1.52 450 1.52 530  380 1.52 525 1.52 610  460 1.52 600 1.52 710  510 1.91 675 1.91 750 1.91 885  610 1.91 900 1.91 1060  740 2.67 1050 2.67 1240  840 2.67 1200 2.67 1440  970 3.43 1350 2.67 1620  1100 3.43 1500 3.43 1800  1200 4.17 1650 4.17 1800 4.17 Ensure that the minus tolerance conforms to AASHTO M 197/M 197M.

Provide coupling bands with a minimum wall thickness (coated) of 0.060 inch (1.52 mm).

For pipe diameters 12 inches (300 mm) and larger, provide coupling bands that have at least one circumferential corrugation that indexes into the inboard corrugations of each pipe section joined.

707.22Corrugated Aluminum Alloy Conduits. Provide conduits having a 1 -inch (25 mm)

corrugation depth and according to AASHTO M 196/M 196M, with the following modifications: 8.1 and 8.2 Provide helically corrugated pipe that have at least two circumferential corrugations at each end of each pipe length. 783 8.1.2 Ensure that the minimum wall thickness of aluminum pipe is as follows: Pipe Diameter Wall Thickness Diameter Wall Thickness

36 0.060 900 1.63 42 0.060 1050 1.63 48 0.060 1200 1.63 54 0.075 1350 1.91 60 0.105 1500 2.67 66 0.105 1650 2.67 72 0.105 1800 2.67 78 0.105 1950 2.67 84 0.105 2100 2.67 90 0.105 2250 2.67 96 0.105 2400 2.67 102 0.135 2550 3.43 108 0.135 2700 3.43 114 0.164 2850 4.17 120 0.164 3000 4.17 Ensure that the minus tolerance conforms to AASHTO M 197/M 197M.

Provide coupling bands that are not lighter than 0.060 -inch (1.52 mm) nominal sheet

thickness and that have at least one circumferential corrugation that indexes into the inboard corrugations of each pipe section joined.

707.23Aluminum Alloy Structural Plate Conduits. Provide aluminum alloy plates and

fasteners for structural plate conduits according to AASHTO M 219/M 219M.

707.24Corrugated Aluminum Spiral Rib Conduits. Provide conduits that have a center -to-

center rib spacing of 7 1/2 inches (190 mm). Provide conduits and fittings according to AASHTO M 196, Type IR, with the following modifications: 7.5.1 Reroll the ends of the individual pipe sections to form at least two annular corrugations on each end. 784 8.1.2 Ensure that the minimum wall thickness of aluminum pipe is as follows: Pipe Diameter Wall Thickness Diameter Wall Thickness

18 0.060 450 1.52 21 0.060 525 1.52 24 0.060 600 1.52 30 0.060 750 1.52 36 0.075 900 1.91 42 0.105 1050 2.67 48 0.105 1200 2.67 54 0.105 1350 2.67 60 0.135 1500 3.43 66 0.135 1650 3.43

Coupling bands shall have annular corrugations.

Coupling bands shall conform to 707.21.

Ensure that the certification and sampling conforms to 707.21.

707.25Corrugated Aluminum Box Culverts. Provide corrugated aluminum box culverts

according to ASTM B 864/B 864M. Ensure that all manufacturers are pre-approved. Ensure that manufacturers not pre-approved submit a structural design criteria and analysis method to the Department before the project letting for approval. The Department maintains a list of all pre-approved manufacturers. Ensure that the manufacturer submits shop drawings and design calculations for review and written approval before manufacture. Submit a minimum of seven copies of the drawings. Allow a minimum of four weeks for approval. Ensure that the shop drawings include the following:

The manufacturer may modify an approved shop drawing and resubmit for approval to the Department.

707.31Corrugated Polyethylene Drainage Tubing. Provide corrugated polyethylene drainage

tubing according to AASHTO M 252 Type C, and CP. If TypeS or SP is specified, provide corrugated polyethylene smooth lined pipe conforming to 707.33. Only provide materials from manufacturers certified according to Supplement 1066.

707.32Corrugated Polyethylene Drainage Pipe . Provide conduits, coupling bands, and

fittings according to AASHTO M 294, Type C. Only provide materials from manufacturers certified according to Supplement 1066. 785

707.33Corrugated Polyethylene Smooth Lined Pipe

Provide smooth lined corrugated polyethylene pipe, closed profile polyethylene pipe, couplings, and fittings conforming to AASHTO M 294, with the following modifications: Provide TypeS or Type D. If perforated is specified, provide Type SP. 1.1.1 Nominal sizes of 4 to 60 inches (100 mm to 1500 mm) are included. 7.2.1 In addition, nominal diameters of 4, 6, 8, and 10 inches (100, 150, 200, and 250 mm) are included. 7.2.2 For the additional nominal diameters listed for 7.2.1 the inner liner of TypeS and SP pipe, and both inner and outer walls of Type D pipe shall have the following minimum thicknesses: Diameter Inner Wall Thickness

4 100 0.020 0.50 6 150 0.020 0.50 8 200 0.025 0.60 10 250 0.025 0.60

7.4For the additional nominal diameters listed for 7.2.1 the pipe shall have a minimum pipe

stiffness at 5 percent deflection as follows: Diameter Pipe Stiffness

4 100 50 340 6 150 50 340 8 200 50 340 10 250 50 340 7.8.5 In addition, couplings for corrugated pipe shall be bell and spigot or bell -bell couplings, or clamp-on bands, for all sizes up to and including 36-inch (900 mm) diameter. Couplings for Type D pipe shall be a bell-bell or bell and spigot coupling. The coupling may be welded on one end of each length of pipe by means of a full circumferential weld. Stitch welds are not permitted. Couplings for pipe diameters 42 inches (1050 mm) and larger shall be bell -bell or bell and spigot. 11.1.3 In addition, pipe with diameters 4 through 10 inches (100 through 200 mm) inclusive may be marked “AASHTO M252”.

Only provide materials from manufacturers certified according to Supplement 1066.

707.34Polyethylene Plastic Pipe Based on Outside Diameter (OD). Provide polyethylene

plastic pipe based on OD, coupling and fittings conforming to ASTM F714 with the following modifications:

Provide pipes with outside diameters from 10 to 63 inches.

786 Table 7 Minimum Wall Thickness Outside Diameter (inches) Dimension Ratio Minimum Wall thickness (inches) 63 32.5 1.938

Polyethylene Compound. Ensure the resin compound for the pipe and fittings meets the

requirements of ASTM D3350 with a cell classification of PE345464C and a Plastic Pipe Institute designation of PE 3408. Compounds that have higher cell classifications in one or more properties are acceptable if the specified property value is exceeded.

Provide a letter of certification to cover each shipment of material verifying that it meets

specification requirements. No electro-fusion or internal joints permitted.

707.35Polyethylene Profile Wall Pipe . Provide polyethylene profile wall pipe, coupling and

fittings conforming to ASTM F894 with the following modifications:

Provide pipes with inside diameters from 12 to 132 inches.

Delete.

Provide a letter of certification to cover each shipment of material verifying that it meets

specification requirements.

707.41Smooth-Wall Polyvinyl Chloride Underdrain Pipe. Provide smooth wall

perforated and non -perforated PVC plastic pipe and fittings according to ASTM F 758, Type PS 46 minimum, with the following modifications: 7.2.4 Perforated pipe shall have a minimum of four rows of perforations. Furnish materials according to the Department’s QPL.

707.42Polyvinyl Chloride Corrugated Smooth Interior Pipe . Provide PVC corrugated

smooth interior pipe, joints and fittings according to ASTM F 949, with the following modifications: 5.2.4 Perforated pipe may be specified. Furnish materials according to the Department’s QPL.

707.43Polyvinyl Chloride Profile Wall Pipe. Provide PVC open profile wall pipe and fittings

with integral bell joints according to ASTM F 794, with the following modifications: 7.2.4 Only molded or fabricated fittings conforming to the requirements of Specification F 794 may be used.

Ensure a pipe stiffness of 46 or greater.

Furnish materials according to the Department’s QPL.

707.45Polyvinyl Chloride Solid Wall Pipe . Provide PVC solid wall pipe and fittings with

nominal size of 4, 6, 8, 10, 12 and 15-inch (100, 150, 200, 250, 300 and 375 mm) diameter according to ASTM D3034, SDR 35, with the following modifications:

The retest provisions do not apply.

Furnish materials according to the Department’s QPL.

707.46Polyvinyl Chloride Drain Waste and Vent Pipe . Provide PVC drain, waste, and vent

pipe and fittings according to ASTM D2665, with the following modifications. 787

The retest provisions do not apply.

Furnish materials according to the Department’s QPL.

707.47ABS and Polyvinyl Chloride Composite Pipe. Provide ABS and PVC composite pipe

and fittings according to ASTM D2680, with the following modifications.

The retest provisions do not apply.

13.1Furnish certified test data as defined in 101.03 to the Engineer.

707.48Polyvinyl Chloride Large-Diameter Solid Wall Pipe. Provide PVC solid wall pipe and

fittings according to ASTM F 679, with the following modifications:

The retest provisions do not apply.

Furnish materials according to the Department’s QPL.

707.51ABS Drain Waste and Vent Pipe . Provide ABS schedule 40 plastic drain, waste and

vent pipe and fittings according to ASTM D2661, with the following modifications: 6.4.1 Perform inspection at the project site. 9.18.1 The retest provisions do not apply.

Furnish certified test data as defined in 101.03 to the Engineer.

707.62Polypropylene Corrugated Single Wall Pipe. Provide polypropylene corrugated single

wall pipe for drainage pipe from 3 to 30-inch diameters according to ASTM F 3219, with the following modification:

Provide a letter of certification to cover each shipment of material verifying that it meets

specification requirements.

707.65Corrugated Polypropylene Smooth Lined Pipe . Provide smooth lined corrugated

polypropylene pipe, closed profile polypropylene pipe, couplings, and fittings according to AASHTO M 330, TypeS or Type D. Provide materials from manufacturers certified according to Supplement 1066 or material supplier vendors according to Supplement 1140.

707.70Welded and Seamless Steel Pipe. Provide welded and seamless steel pipe according to

ASTM A53 or ASTM A 139/A 139M, Grade B, with the following modifications:

20.1Perform inspection at the project site. Obtain random samples from material delivered to

the project site or at other locations designated by the Laboratory. Furnish materials according to the Department’s QPL.

707.75Glass -Fiber-Reinforced Polymer Mortar Pipe. Provide Glass -fiber-reinforced polymer

mortar pipe and fittings for non -pressure applications according to ASTM D3262 and for pressure applications according to ASTM D3754 with the following modifications:

Provide a minimum pipe stiffness of 18 psi.

Furnish certified test data as defined in 101.03 to the Engineer.

707.80Reinforced Thermosetting Resin Pipe . Provide reinforced thermosetting resin pipe and

fittings according to ASTM D 2996.The short -term rupture strength hoop tensile stress shall be a minimum 30,000 psi (207 MPa). 788 Test pipe according to a) ASTM G 154 for 2,500 hrs of accelerated weathering following cycle 2 as defined in Appendix X2, or b) ASTM G 155 for a minimum of 1,250 hours of accelerated weathering following a minimum of cycle 1 as defined in Appendix X3. After testing, the surface of the pipe will show no fiber exposure, crazing, or checking, and may have only a slight chalking. After testing, the color change of the glass resin sample shall show a Delta E, using L*a*b color space, of less than 3.5. Use adhesive recommended by the manufacturer for joining pipe and fittings. Pigmented resin will be used throughout the pipe wall thickness. Furnish certified test data as defined in 101.03 to the Engineer showing compliance with these specifications.

707.85Steel Reinforced Thermoplastic Ribbed Pipe . Provide steel reinforced thermoplastic

ribbed pipe according to ASTM F2562 with the following modifications: 4.3.2 Delete 4.3.3 Only extrusion welding and external gasketed couplers are permitted. 6.2.2 Furnish only non -perforated pipe with dimensions from Table 2. Furnish pipe with nominal pipe size that is at least 30-inches and no greater than 120-inches. 6.2.7 Delete 8.3.5 Delete

Install all pipe according to the Department’s specifications

Submit a letter of certification from the manufacturer that states the product was

manufactured and tested according to ASTM F2562. 789 708 PAINT

708.01Inorganic Zinc Silicate Primer Paint. Provide inorganic zinc silicate primer paint

conforming to AASHTO M 300, Type I, and the following modification:

A green colorant approximately AMS-595A-34159.

Provide an inorganic zinc silicate primer with a maximum Volatile Organic Compounds (VOC) meeting OAC 3745-113 Coating Type. Follow the submittal requirements of Supplement 1084 to obtain approval of materials conforming to this specification. Once the Director approves the paint, the Department will not require further performance testing by the manufacturer unless the formulation or manufacturing process has been changed, in which case the Department will require new certified test results. Furnish materials certified according to S 1084 and listed on the Department’s QPL.

708.02OZEU Structural Steel Paint. This specification covers the formulation and testing of

a three-coat structural steel paint system consisting of an organic zinc prime coat, an epoxy intermediate coat, and a urethane finish coat (OZEU). Material requirements for the respective coats are as follows:

gloss, and general appearance of the material covered by the lot. Use a minimum card size of 3 inches by 5 inches. The color must match the color card furnished f or the Contract or order within visual limits determined by the Engineer . In case of disagreement, provide test data according to ASTM D2244 showing a color difference of no greater than 2.0, ΔE* (CIE 1976 L*a*b*).

two or three-component epoxy polyamide, and selected additives as required. The coating shall also meet the following:

minimum.

within the pot life specified with no evidence of gellation. The coating will be in a free -flowing condition and easily sprayed.

OAC 3745-113 Coating Type.

790

Material Quality Assurance will conform to the requirements of Supplement 1084.

component and curing agent suitable for application over the zinc rich primer. The base component shall contain an epoxy resin together with color pigments, mineral fillers, gellant, leveling agent, and volatile solvents. The curing agent component will contain a liquid polyamide resin and volatile solvent. The coating shall also meet the following:

within the pot life specified with no evidence of gellation. The coating will be in a free -flowing condition and easily sprayed.

of OAC 3745-113 Coating Type.

of Supplement 1084.

and/or acrylic aliphatic urethane and suitable for use as a finish coat over the white epoxy polyamide intermediate coat. The coating shall also meet the following:

minimum; 4 hours, maximum.

within the pot life specified with no evidence of gellation. The coating shall be in a free -flowing condition and easily sprayed

of OAC 3745-113 Coating Type. 791

Brown AMS-595A, 10324 Green AMS-595A, 14277 Blue AMS-595A, 15526 Gray AMS-595A, 16440 [2] If not defined in the plans, the Engineer will specify from the list

Full gloss minimum 80% unless specified on the plans Semi-gloss 30 to 45% Lusterless (Matte) maximum 6%

of Supplement 1084. Performance Requirements. Test the coating system, which consists of the organic zinc prime coat, the epoxy intermediate coat, and the urethane topcoat, prior to use. Prepare three panels for each of the specified tests according to ASTM D 609, except provide a minimum thickness of 1/8 inch (3 mm) and use ASTM A 36/A 36M hot rolled steel. Blast clean the surface to equal, as nearly as is practical, the standard Sa 2 1/2 of ASTM D2200 (Steel Structures Painting Council SSPC-SP10 meets this requirement). Ensure that the surface has a nominal height of profile of 1 to 3.5 mils (25 to 88 m) verified by using appropriate replica tape. Coat and cure the panels according to the manufacturer’s printed instructions. Provide a dry film coating thickness for the system to be tested as follows: Organic Zinc: 3.0 to 5.0 mils (75 to 125 m) Epoxy: 5.0 to 7.0 mils (125 to 175 m) Urethane: 2.0 to 4.0 mils (50 to 100 m) The coating system shall pass each of the following tests:

the depth of the base metal in the form of an “X” having at least 2 -inch (50 mm) legs, and immerse panels in fresh tap water at 75  5 F (25  3 C). After 30 days of immersion, examine the panels to verify that they show no rusting and that the coating shows no blistering, softening, or discoloration. Rate blistering according to ASTM D714.

immersed panels in a water solution of 5 percent sodium chloride at 75  5 F (25  3 C). After 7, 14, and 30 days of immersion, examine the panels to verify that they show no rusting and that the coating shows no blistering or softening. Rate blistering according to ASTM D 714. Replace the sodium chloride solution with a fresh solution after examination at 7 and 14 days.

Ultra Violet A 340 bulbs. Place the panels on test at the beginning of a wet cycle. After 3000 hours of continuous exposure, examine the panels to verify that they show no rusting and that the coating shows no blistering or loss of adhesion. Perform the 60 degree specular gloss and color measurements 792 on the sprayed panels utilized for this test. Average the three initial measurements (one per panel) together. Also, average the three final measurements together. Specular gloss, ASTM D523, shall be 70 % minimum after 3000 hours weathering resistance. Color change shall be ≤ 2.0 ΔE*, (C.I.E 1976 L*a*b*) ASTM D 2244.

to ASTM B 117. After 3000 hours of continuous exposure, examine the coating to verify that it shows no loss of bond and that it shows no rusting or blistering beyond 1/16 inch (2 mm) f rom the center of the scribe mark. Rate blistering according to ASTM D714.

than 400 pounds per square inch (2.8 MPa). Reject trial if fracture at the primer-blast interface occurs.

system by performing a Pencil Hardness Test according to ASTM D3363. Meet or exceed scale of hardness HB for the coating. Prequalification. Before approval, submit copies of the manufacturer’s certified test data showing that the coating system, using AMS-595A-16440 Gray for the urethane finish coat, complies with the performance requirements of this specification to the Laboratory Ensure that the certified test data also states the following physical properties for each coating: Density, pounds per gallon (g/mL); Solids, percent by weight; Solids, percent by volume; Viscosity; Drying time; and VOC content, pounds per gallon. Use an independent testing laboratory, approved by the Laboratory, to develop the test data. Include with the test data the brand name of the paint, name of manufacturer, number of lots tested, and date of manufacture. Once the Director approves the coating, the Department will not require further performance testing by the manufacturer unless the formulation or manufacturing process has been changed, in which case the Department will require new certified test results. Sampling. The Laboratory will establish acceptance variances. Furnish materials certified according to S 1084 and listed on the Department’s QPL. 793 709 REINFORCING STEEL

Epoxy Coated Steel Reinforcement. Provide epoxy coated reinforcing steel according to

ASTM A 775. Furnish certified material according to Supplement 1068. Mechanical splices of epoxy coated steel reinforcement shall be in accordance with 709.19. The following modifications apply to ASTM A 775:

Ensure that steel reinforcing bars to be coated are deformed and conform to 709.01, 709.03,

or 709.05, and are free of oil, grease, or paint.

5.2Ensure that the coating material meets the requirements listed in Annex A1 and is a color that

facilitates inspection of the installed bar. 8.3.1 Evaluate the adhesion of the coating by bending production coated bars around a mandrel of specified size according to the bending tables in ASTM A 615 (ASTM A 615M) or ASTM A 996 (ASTM A 996M) as applicable. Perform the bend test for adhesion of the coating at a uniform rate, and ensure that it takes up to 90 seconds to complete. Place the two longitudinal deformations in a plane perpendicular to the mandrel radius, and ensure that the test specimens are at thermal equilibrium between 68 and 86 F (20 and 30 C).

Random sampling for ODOT’s QA testing requires three 30 -inch samples for each bar

size delivered to ODOT projects.

Report of test results required.

Where reinforcing bar cages for prestressed concrete beams are fabricated by tack welding, patch the areas damaged by the tack welding according to ASTM A 775, Section 11, permissible Amount of Damaged Coating and Repair of Damaged Coating.

709.01Deformed and Plain Billet Steel Bars for Concrete Reinforcement. Provide deformed

and plain billet steel bars for concrete reinforcement according to ASTM A 615 (ASTM A 615M), with the following modification:

Where positive identification of a heat can be made, perform one tension test and one

bend test from each bar designation number of each heat in the Lot. Where identification of the heat is not practical, perform one tension test and one bend test for each bar designation number in each lot of 10 tons (10 metric tons) or fraction thereof. Furnish certified material according to Supplement 1068.

709.03Rail Steel Deformed and Plain Bars for Concrete Reinforcement. Provide rail steel

deformed and plain bars for concrete reinforcement according to ASTM A 996/A 996M. Furnish certified material according to Supplement 1068.

709.05Axle Steel Deformed and Plain Bars for Concrete Reinforcement. Provide axle steel

deformed and plain bars for concrete reinforcement according to ASTM A 996/A 996M. Furnish certified material according to Supplement 1068.

709.07Electric- Resistance-Welded Carbon and Alloy Steel Mechanical Tubing. Provide grade

60 carbon steel round tubing with a minimum 60 ksi (414 MPa) yield strength according to ASTM A 513/A 513M, with the following modifications:

Galvanize both the interior and exterior of the tubing with a minimum thickness of 0.30 oz/ft²

(91.5 g/m2) zinc. If welded tubing is used, re-metallize the outside weld with zinc. Furnish certified material according to Supplement 1068. 794

709.08Cold-Drawn Steel Wire for Concrete Reinforcement. Provide cold drawn steel wire

for concrete reinforcement according to ASTM A 82 or ASTM A 1064, with the following modification:

Completely cover galvanized wire with a coating of pure zinc of uniform thickness, so

applied that it will adhere firmly to the surface of the wire. Ensure that the minimum weight of zinc coating is 0.8 ounces per square foot (244 g/m2) of surface as determined by ASTM A 90. Furnish certified material according to Supplement 1068.

709.09Fabricated Steel Bar or Rod Mats for Concrete Reinforcement. Provide fabricated

steel bar or rod mats for concrete reinforcement according to ASTM A 184/A 184M, with the following modifications: 4 Use deformed bars.

Provide longitudinal bars conforming to Grade 60 of 709.01, 709.03, or 709.05.

Provide longitudinal bars according to 709.01, Grade 60. Provide transverse bars according

to 709.01. Furnish certified material according to Supplement 1068.

709.10Welded Steel Wire Fabric For Concrete Reinforcement. Provide welded steel wire

fabric for concrete reinforcement according to ASTM A 185 or ASTM A 1064. Furnish certified material according to Supplement 1068.

Deformed Steel Wire for Concrete Reinforcement. Provide deformed steel wire for

concrete reinforcement according to ASTM A 496 or ASTM A 1064. Furnish certified material according to Supplement 1068.

709.12Welded Deformed Steel Wire Fabric for Concrete Reinforcement. Provide welded

deformed steel wire fabric for concrete reinforcement according to ASTM A 497 or ASTM A 1064. Furnish certified material according to Supplement 1068.

709.13Coated Dowel Bars. Provide coated dowel bars according to AASHTO M 254, with the

following modifications:

The core material will consist of steel according to 709.01, 709.03, or 709.05.

Coat all surfaces of dowel bars. Suitably re-coat ends of dowel bars that have been cut to length after coating or have not had the uncoated ends coated during manufacturing or fabrication. Prepare surface and patch uncoated bar ends with material equivalent to the original epoxy coating. If the Contractor elects to use basket supports for positioning of the above dowel bars as specified in

451.09.B or as shown on the plans, provide a fusion-bonded epoxy coated basket dowel bar assembly

Repair uncoated areas with surface preparation and patching material equivalent to the original epoxy coating. Suitably repair coating on the dowel bars or baskets damaged during installation. Do not expose coated dowels to weather or sunlight for a period exceeding 180 days. Furnish certified material according to Supplement 1068.

Epoxy-Coated Steel Wire and Welded Wire Fabric for Reinforcement. Provide

epoxy coated steel wire and welded wire fabric for reinforcement according to ASTM A 884, with the following modifications: 795

Ensure that plain or deformed steel wire or welded wire fabric to be coated conform to 709.08,

, 709.11, or 709.12, and is free of oil, grease, or paint

Ensure that the coating thickness conforms to Type A. Provide dry film thickness of 5 to 12

mils (0.13 to 0.31 mm).

8.4Test coated steel wire or welded wire fabric at the manufacturer’s plant before shipment or at

other sites as designated by the Laboratory. Furnish certified material according to Supplement 1068.

709.15Plastic Supports for Reinforcing Steel. Conform to Supplement 1125

709.16Galvanized Steel Reinforcement. Provide galvanized steel reinforcement in accordance

with ASTM A767, Class 1, 2 or ASTM A1094. Galvanized steel reinforcement may be provided as an option to 709.00. Provide to the Engineer written notification and updated Plan sheets for the reinforcement bar lists identifying affected bars. Mechanical splices of galvanized steel reinforcement shall be in accordance with 709.19. The following modifications apply to ASTM A767:

Ensure that steel reinforcing bars to be galvanized are deformed and conform to 709.01,

or 709.05

Random sampling for ODOT’s QA testing requires three 30 -inch samples for each bar size

delivered to ODOT projects. 8.1.1 Table 2 Minimum Finished Bend Diameters. Bar Designation No. Minimum Bend Diameter (in) 3 2.25 4 3.00 5 3.75 6 4.50 7 7.00 8 8.00 9 9.50 10 10.75 11 12.00 14 18.25 18 24.00 Note: Minimum Bend Diameters (in) in Table 2 supersedes Minimum Bend Diameters within Table 509.05-1 Standard Bends.

All damaged coating shall be repaired in accordance with 711.02.

Report of test results required.

The following modifications apply to ASTM A1094: 796

Ensure that steel reinforcing bars to be galvanized are deformed and conform to 709.01,

or 709.05

Random sampling for ODOT’s QA testing requires three 30 -inch samples for each bar size

delivered to ODOT projects.

All damaged coating shall be repaired in accordance with 711.02.

Report of test results required.

Furnish certified material according to Supplement 1068.

709.17Chromium Steel Reinforcement. Provide deformed chromium steel reinforcement in

accordance with ASTM A1035, Type CS, Grade 100 unless otherwise specified in the Plans. Furnish certified material according to Supplement 1068. Mechanical splices of chromium steel reinforcement shall be in accordance with 709. The following modifications apply to ASTM A1035:

16.2Report of test results required.

17.1Random sampling for ODOT’s QA testing requires three 30-inch samples for each bar size

delivered to ODOT projects.

709.18Stainless Steel Reinforcement. Provide deformed stainless steel reinforcement in accordance

with ASTM A955, Grade 75, UNS Designations S31803, S32205, or S32304. Furnish certified material according to Supplement 1068. Mechanical splices of stainless steel reinforcement shall be in accordance with 709.19. The following modifications apply to ASTM A955:

19.2Report of test results required.

Random sampling for ODOT’s QA testing requires three 30-inch samples for each bar size

delivered to ODOT projects.

709.19Mechanical Splice Systems. Provide mechanical splice systems for concrete reinforcement

with the following structural requirements:

similar, shall not be less than 125 percent of the specified yield strength of the bar in tension (Fy).

Test, or similar, measured after preloading to 5% Fy, loading in tension to 50% Fy and relaxing to 5% Fy, shall not exceed the following: Bar Size Maximum Slip (in) #4 - #6 0.020 #7 - #9 0.028 #10 - #11 0.036 797 #14 0.048 #18 and larger 0.060 Material and coating for the mechanical splice systems shall be similar and compatible to the spliced reinforcement. Furnish material from the Approved List certified according to Supplement 1134. Random sampling for ODOT’s QA testing requires three mechanical splice samples and six 30-inch long bar samples for each bar size spliced on an ODOT project. 798