Delaware Standard Specifications for Road & Bridge Construction — Section 606.3

SLURRY SECTION 1035 680 SECTION 1035 — SLURRY

1035.1Mineral Slurry.

A.Use mineral slurry in conformance with the drilled shaft installation plan in accordance with

Table 1035.1 -1 Mineral Slurry Requirements Property Test Method (Slurry Temperature ≥ 40°F at time of test) Requirement Density (pcf) Mud Weight (Density) API RP 13B -1, Section 1 64.3* to 72* Viscosity (seconds/quart) Marsh Funnel and Cup API RP 13B -1, Section 2.2 28 to 50 pH Glass Electrode, pH Meter (ASTM E70), or pH Paper 8 to 11 Sand Content (percent) immediately before placing concrete API RP 13B -1, Section 5 4.0 max *When approved by the engineer, slurry may be used in salt water and the allowable densities may be increased up to 2 pounds per cubic foot.

1035.2Polymer Slurry.

A.Use polymer slurries, either natural or synthetic, in conformance with the manufacturer's

recommendations, and conform to the drilled shaft installation plan in accordance with Section 606.3.1.B.

B.The polymer slurry must conform to the following requirements:

Table 1035.2 -1. Polymer Slurry Requirements Property Test Method (Slurry Temperature ≥ 40°F at time of test) Requirement Density (pcf) Mud Weight (Density) API RP 13B -1, Section 1 641 pcf max. Viscosity (seconds/quart) Marsh Funnel and Cup API RP 13B -1, Section 2.2 32 to 135 pH Glass Electrode, pH Meter (ASTM E70), or pH Paper 8 to 11 Sand Content (percent) immediately before placing concrete API RP 13B -1, Section 5 1.0 max2 1When approved by the engineer, slurry may be used in salt water and the allowable densities may be increased up to 2 pounds per cubic foot. SLURRY SECTION 1035 681 2The sand content of polymer slurry before final cleaning and immediately before placing concrete must be less than or equal to 1.0 percent, in accordance with American Petroleum Institute RP 13B -1, Section 5.

1035.3Water Slurry.

A.Water may be used as slurry when casing is used for the entire length of the drilled hole, provided

that the method of drilled shaft installation maintains stability at the bottom of the shaft excavation.

B.Water slurry must conform to the following requirements:

Table 1035.3 -1. Water Slurry Requirements Property Test Method (Slurry Temperature ≥ 40°F at time of test) Requirement Density (pcf) Mud Weight (Density) API RP 13B -1, Section 1 64 pcf max. Sand Content (percent) API RP 13B -1, Section 5 1.0 max.

EMBEDDED REINFORCEMENT AND HARDWARE SECTION 1037 682 SECTION 1037 — EMBEDDED REINFORCEMENT AND HARDWARE

1037.1Uncoated Reinforcement.

A.Provide billet -steel bar reinforcement in accordance with AASHTO M31, Grade 60.

B.Provide deformed steel wire in accordance with ASTM A1064.

C.Provide welded plain steel wire fabric in accordance with ASTM A1064.

D.Provide plain steel wire in accordance with ASTM A1064.

E.Provide deformed steel welded wire reinforcement in accordance with ASTM A1064.

F.Provide zinc alloy wire in accordance with ASTM A1055.

1037.2Coated Reinforcement.

A.Provide epoxy -coated bar reinforcement in accordance with ASTM A775, ASTM D3963, and

AASHTO M31, Grade 60.

B.Provide epoxy -coated wire and welded wire fabric in accordance with ASTM A884, Class A.

C.Provide a certificate of compliance with each shipment of epoxy -coated reinforcing steel . The

certificate of compliance must be signed by the coating applicator certifying that the above requirements are met .

D.Provide galvanized bar reinforcement in accordance with ASTM A1094 or ASTM A767 with a zinc

coating conforming to ASTM B6.

1037.3Stainless Steel Reinforcement.

A.Provide stainless steel bar reinforcement in accordance with ASTM A955, Grade 60 . Do not mix

multiple stainless steel types on the same project.

1037.4Pavement Hardware.

A.Provide tie bars in accordance with AASHTO M31, Grade 60 or AASHTO M322, Grade 60 . Do not

use rail -steel for tie bars that will be bent and re -straightened during construction.

B.Provide Coated Dowel Bars in accordance with AASHTO M31 and ASTM A775 Type A or Type B as

referenced on the contr act.

C.Provide hook bolts and w -bolts in accordance with AASHTO M31, Grade 60.

1037.5Other Hardware.

A.Provide splice couplers in accordance with AASHTO M31, Grade 60.

B.Provide epoxy coated splice couplers in accordance with AASHTO M31, Grade 60 and ASTM A775.

PRESTRESSING STRANDS SECTION 1038 683 SECTION 1038 — PRESTRESSING STRANDS

1038.1Material Requirements.

A.Unless otherwise indicated in the contract, use strand conforming to the following requirements:

Nominal Diameter of Strand, (inches) Minimum Breaking Strength of Strand, (lbf) Minimum Load at 1% Extension, (lbf) Minimum Elongation at Breaking Strength, (%) 0.500 41,300 31,170 3.5 0.600 58,600 52,740 3.5 1038.1.1 Uncoated Strands.

A.Use prestressing strands that are uncoated high -strength 7 -wire low -relaxation strand, with

nominal 0.5 -inch or 0.6 -inch diameter (referred to as strand designation no. 13 and 15 in AASHTO M203) in accordance with the contract and AASHTO M203, Grade 270, low -relaxation. Do not use stress -relieved type strands. 1038.1.2 Post -Tensioning Strands.

A.Use 1/2 -inch diameter, 7 -wire, uncoated, low -relaxation strands for unbonded post -tensioning

conforming to AASHTO M203 Grade 270. Encase strands in polymer sheathing. Use a corrosion inhibitor recommended by the manufacturer between the strand and sheathin g. Provide anchorages, bearing devices, fittings, and couplings as shown on the contract and specified by the tendon manufacturer.

STRUCTURAL STEEL SECTION 1039 684 SECTION 1039 — STRUCTURAL STEEL

1039.1Structural Steel.

A.General. Provide the grade or grades of steel in accordance with the contract.

1.Ensure that the steel used in the main load carrying member components that are subject to

tensile stress meets the applicable AASHTO M270 Charpy V -notch Impact Test requirements for Zone 2 unless otherwise specified.

B.Carbon Steel. For carbon steel, meet AASHTO M270, Grades 36 or 50S.

C.High -Strength, Low -Alloy Structural Steel. For high -strength, low -alloy structural steel, meet

AASHTO M270, Grades 50 or 50W.

D.High -Strength, Low -Alloy, Quenched -and-Tempered Steel Plate . For high -strength, low -alloy,

quenched -and-tempered steel plate, meet AASHTO M270, Grade 70W.

E.High -Yield -Strength, Quenched -and-Tempered Alloy Steel Plate. For high -yield -strength,

quenched -and-tempered alloy steel plate, meet AASHTO M270, Grades 100 or 100W.

1.For quenched -and-tempered alloy steel structural shapes and seamless mechanical tubing, meet

AASHTO M270, Grade HPS 100W steel, except that the specified maximum tensile strength is 140,000 PSI for structural shapes and 145,000 PSI for seamless mechanical tubing.

F.High -Strength, Low -Alloy, High Performance Steel (HPS) Structural Steel Plate. For high -strength,

low-alloy, high performance steel (HPS) structural steel plate, meet AASHTO M270, Grades HPS 50W, HPS 70W, or HPS 100W.

G.Steel for Eyebars. For eyebars, meet AASHTO M270, Grades 36, 50, 50W, or HPS 50W.

H.Shim Plates. For shim plates, use steel plates in accordance with AASHTO M270, Grade 36.

1039.2Fasteners.

A.Bolts for General Application. For general application bolts, meet ASTM A307, Grade A.

1.U-Bolts. ASTM A449, Type 1.

B.Nuts. For nuts, meet ASTM A563.

C.Washers. For washers, meet ASTM F436 or ANSI B18.22.

D.Hardware for Wood Connectors. For wood connector hardware, meet ASTM A711 or AISI no.

1015.

E.Direct Tension Indicators. Use direct tension indicators (DTIs) conforming to ASTM F959 for bolts

with a diameter of 1 1/2-inch or less and ASTM F2437 for bolts with diameter greater than 1 1/2- inch when specified in the contract.

1039.3High Strength Fasteners.

A.High Strength Bolts and Bolting Materials. For structural steel joints, provide high -strength bolts

that meet ASTM F3125, Grade A325 or Grade A490. Ensure that the hardness of Grade A325 bolts does not exceed 33 HRC. For unpainted weathering grades of stee l use type 3 bolts. Use only nuts STRUCTURAL STEEL SECTION 1039 685 (ASTM A563) and washers (ASTM F436) that are compatible with the required bolt type, as identified below.

B.Ensure that the supplier provides the lot number on the shipping package and a certification

identifying the date and location of all testing. Include rotational capacity tests and bolt and nut coating thickness, when applicable. Provide results of the fol lowing tests:

1.Proof load tests of bolts performed according to ASTM F606, Method 1.

2.Wedge tension tests of full -size bolts performed according to ASTM F606.

3.Proof load tests of nuts as required by ASTM A563.

C.Ensure galvanized bolts are wedge tested after galvanizing. Perform proof load tests for nuts used

with galvanized bolts after galvanizing, overtapping, and lubricating.

D.For ASTM A3125 Grade A325 bolts, provide nuts meeting ASTM A563, Grades C, C3, D, DH, or

DH3.

E.For ASTM A3125 Grade A490 bolts, provide nuts meeting ASTM A563, Grades DH or DH3.

F.Do not use DH3 nuts with Type 1 bolts.

G.Lubricate galvanized nuts with a lubricant containing a visible dye. Ensure black bolts remain oily

to the touch when delivered and installed.

H.Provide washers of hardened steel meeting ASTM F436.

I.Stainless Steel Bolts and Nuts. Provide bolts meeting ASTM F593, alloy groups 1, 2, or 3, and nuts

meeting ASTM F594.

J.Identifying Marks.

1.Ensure ASTM F3125, Grade A325 fasteners have the following markings, as applicable.

a.Bolts and Nuts. Mark bolt heads to identify the grade (by the symbol “A325”), the

manufacturer, and the type. Mark nuts to identify the grade, the manufacturer, and the type.

b.Direct Tension Indicators. Mark direct tension indicators to identify the manufacturer and the

type.

c.Washers. Mark washers to identify the manufacturer and the type.

2.Ensure ASTM F3125, Grade A490 fasteners have the following markings, as applicable.

a.Bolts and Nuts. Mark bolt heads to identify the grade (by the symbol “A490”), the

manufacturer, and the type. Mark nuts to identify the grade, the manufacturer, and the type.

b.Direct Tension Indicators. Mark direct tension indicators to identify the manufacturer and the

type.

c.Washers. Mark washers to identify the manufacturer and the type.

K.Dimensions. Ensure bolt and nut dimensions meet the heavy hexagon structural bolts and heavy

semi -finished hexagon nuts requirements in ANSI B18.2.1 and B18.2.2, respectively.

L.Galvanizing. Perform in accordance with Section 1039.10 and in accordance with herein.

1.Do not galvanize ASTM F3125, Grade A490 bolts.

STRUCTURAL STEEL SECTION 1039 686 2. For ASTM F3125, Grade A325, Type 1 fasteners, mechanically galvanize according to ASTM B695, Class 55.

3.Tension test bolts after galvanizing.

M.Alternate Fasteners. Obtain approval to use fasteners or fastener assemblies that differ from the

contract. Ensure that alternate fasteners meet the materials, manufacturing, and chemical composition requirements of ASTM F3125, Grade A325 or A490 and the mechanical property requirements of the same specification in full size tests, and have body diameter and bearing areas under the head and nut, or their equivalent, not less than those provided by a bolt and nut of the same nominal dimensions prescribed.

1.Approved alternate fasteners may differ in other dimensions from those of the specified bolts

and nuts.

2.Obtain approval to use high -strength steel lock -pin and collar fasteners as an alternate for the

specified high -strength bolts. Submit documentation of the following information:

i.The shank and head meet the requirements of Section 1039.2.A.

ii. Each fastener provides a solid shank body of sufficient diameter to provide tensile and shear strength equal or greater than that of the bolt specified. iii. A cold -forged head on 1 end, of adequate type and dimensions. iv. A shank length suitable to fasten the material, locking grooves, breakneck groove, and pull grooves (all annular grooves) on the opposite end.

v.A steel locking collar of proper size for shank diameter used that, by means of suitable

installation tools, is cold swaged into the locking grooves forming head for the grooved end of the fastener after removal of the pull groove section has been remove d. vi. The steel locking collar is a standard product of an established manufacturer of lock pin and collar fasteners.

1039.4Anchor Bolts.

A.Anchor Bolts. For anchor bolts, meet AASHTO M314, Grades 36, 55, 105. Mechanically galvanize in

accordance with Section 1039.10.

B.Nuts. For nuts, meet ASTM A563.

C.Washers. For washers , meet ASTM F436.

1039.5Welded Shear Connectors.

A.Materials. Provide stud shear connectors meeting the requirements of AASHTO M169, cold drawn

bars, UNS designations G 10150, G 10180, or G 10200, either semi - or fully -kilned. When using flux retaining caps, ensure that the steel used for the caps is a low-carbon grade suitable for welding and that meets ASTM A109 requirements.

B.Meet Table 1039.5 -1 requirements with bar stock used to produce finished studs. Determine yield

by the 0.2 percent offset method. Table 1039.5 -1. Tensile Properties of Stud Sheer Connectors STRUCTURAL STEEL SECTION 1039 687 Property Requirement Tensile Strength, minimum 60,000 PSI Yield Strength, minimum 50,000 PSI Elongation, minimum 20% in 2 in. Reduction of area, minimum 50%

C.Dimensions . Provide stud shear connectors meeting the dimensions of Table 1039.5 -2.

Table 1039.5 -2. Stud Shear Connectors Standard Dimensions and Tolerances (in inches) Shank Diameter (c) Length* (L) Head Diameter (H) Thickness (T) 0.75 (+0.000 to -0.015) 6 (+0.062 to - 0.125) 1.25 (+0.015) 0.375 minimum 0.875 (+0.000 to -0.015) 6 (+0.062 to -0.125) 1.75 (+0.015) 0.375 minimum *Length includes thickness of head.

D.Test Methods. Determine tensile properties according to the applicable sections of AASHTO T244.

Perform tensile tests on finished studs welded to test plates using the test fixture in Figure 7.2 of AASHTO / AWS D1.5. Repeat the test if fracture occurs outside the middle half of the gauge length.

E.Finish. Provide finished studs of uniform quality and condition, free from injurious laps, fins,

seams, cracks, twists, bends, or other defects. Produce a finish by cold drawing, cold rolling, or machining.

F.Certification. Provide the manufacturer’s certification that the delivered studs meet material

requirements. Provide certified copies of in -plant quality control test reports with delivered product.

G.Quality Assurance . The engineer may select studs of each type and size to verify compliance with

the specified requirements. Replace components at the contractor’s expense.

1039.6Steel Forgings and Steel Shafting

A.Steel Forgings. For steel forgings, meet AASHTO M102, Classes C, D, F, or G.

B.Cold -Finished Carbon Steel Shafting . For cold -finished carbon steel shafting, meet AASHTO M169,

Grades UNS designations G 10160 to G 10300, inclusive.

1039.7Castings.

A.Steel Castings.

1.Capable of meeting or exceeding an HS -25 load rating when tested in accordance with AASHTO

M306.

2.Conforming to the manufacture requirements of AASHTO M306.

3.Steel Castings. For steel castings, meet AASHTO M103, Grade 70 –36.

4.Chromium Alloy Steel Castings. For chromium alloy steel castings, meet AASHTO M163, Grade

CA 15M.

Source: Delaware Standard Specifications for Road and Bridge Construction, 2025 Edition. Pages 690–697 of 779.

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1022.16 Additional Self -Consolidating Concrete Requirements

687 Property Requirement