Delaware Standard Specifications for Road & Bridge Construction — Section 1022.16

PORTLAND CEMENT CONCRETE PRODUCTION SECTION 1022 665 Visual stability index (VSI) ASTM C1611 ≤ 1 J-Ring ASTM C1621 +/- 2 inches design slump flow Static segregation ASTM C1712 ≤ 15 mm Column segregation ASTM C1610 ≤ 15.0%

PORTLAND CEMENT CONCRETE PATCHING MATERIAL SECTION 1023 666 SECTION 1023 — PORTLAND CEMENT CONCRETE PATCHING MATERIAL

1023.1Pre -Blended Concrete Mix.

1023.1 .1 Material.

A.Coarse aggregate – Delaware no. 8 stone conforming to Section 1004 – Coarse Aggregate.

B.Water – Conform to Section 1021 – Water for Portland Cement Concrete.

1023.1.2 Mixing Requirements.

A.Use an on -site mechanical mixer to mix pre -blended patch mixes in accordance with

manufacturer’s proportions and recommendations. 1023.1.2 Pre-Blended Rapid -Set Concrete. 1023.1.2.1 Materials.

A.Consists of a blend of selected Portland cements, specially graded aggregates, admixtures for

controlling setting time, water reducers for workability, and an accelerator.

B.Remains in a factory -blended bag or container that is accompanied with the manufacturer’s

recommendations. 1023.1.2.2 Mixing Requirements.

A.Use an on -site mechanical mixer to mix pre -blended patch mixes in accordance with

manufacturer’s proportions and recommendations.

CONCRETE ADHESIVES SECTION 1024 667 SECTION 1024 – CONCRETE ADHESIVES

ASTM C881 is considered equivalent to AASHTO M235.

1024.1Concrete Crack Repair Through Epoxy Injection:

A.Injection system cap sealing and port anchoring material. ASTM C881, Type IV, Grade 3. Provide

Class of material in accordance with ASTM C881 and the temperature of the surface of the hardened concrete to which the bonding system is to be applied.

B.Structural concrete crack repair material. ASTM C881, Type IV. Meet grade requirements in Table

1024.1-1. Provide Class of material in accordance with ASTM C881 and the temperature of the surface of the hardened concrete to which the bonding system is to be applied.

C.Non -Structural concrete crack repair material. ASTM C881, Type I or Type IV. Meet grade

requirements in Table 10 24.1-1. Provide Class of material in accordance with ASTM C881 and the temperature of the surface of the hardened concrete to which the bonding system is to be applied. Table 1024.1 -1: Grade Requirements for Concrete Crack Repair Material Crack Width Grade 0.002 inch < Crack Width ≤ 0.01 inch Grade 1 0.01 < Crack Width ≤ 0.25 inch Grade 1 or Grade 2

1024.2Non -Structural Concrete Crack Repair Through Gravity Feed:

A.ASTM C881, Type I or Type IV, Grade 1. Provide Class of material in accordance with ASTM C881

and the temperature of the surface of the hardened concrete to which the bonding system is to be applied.

1024.3Non -Bridge Deck Concrete Spall Repair:

A.Deep spall or delamination repair. ASTM C881, Type V, Meet grade requirements in Table 10 24.3-

1.Provide Class of material in accordance with ASTM C881 and the temperature of the surface of

the hardened concrete to which the bonding system is to be applied.

B.Shallow spall repair.

1.Concrete Adhesive. ASTM C881, Type V, Meet grade requirements in Table 10 24.3-1. Provide

Class of material in accordance with ASTM C881 and the temperature of the surface of the hardened concrete to which the bonding system is to be applied.

2.Tap Con Screws as recommended by manufacturer.

Table 1024.3 -1: Grade Requirements for Concrete Spall Repair Material Surface Orientation Grade Horizontal Grade 2 Vertical or Angled Grade 3

1024.4Non -Bridge Deck PCC Masonry Rehabilitation:

CONCRETE ADHESIVES SECTION 1024 668 A. ASTM C881, Type V, meet grade requirements in Table 10 24.3-1. Provide Class of material in accordance with ASTM C881 and the temperature of the surface of the hardened concrete to which the bonding system is to be applied.

1024.5Dowel Bar Anchorage for PCC Pavement:

A.ASTM C881, Type IV, Grade 3. Provide Class of material in accordance with ASTM C881 and the

temperature of the surface of the hardened concrete to which the bonding system is to be applied.

1024.6PCC Overlays:

A.Provide concrete adhesive meeting either 1 or 2:

1.ASTM C881, Type V, meet grade requirements in Table 10 24.3-1. Provide Class of material in

accordance with ASTM C881 and the temperature of the surface of the hardened concrete to which the bonding system is to be applied.

2.ASTM C1059, Type II.

1024.7Structure Construction Joints:

A.ASTM C881, Type V, meet grade requirements in Table 10 24.3-1. Provide Class of material in

accordance with ASTM C881 and the temperature of the surface of the hardened concrete to which the bonding system is to be applied.

1024.8Pavement Hole Filler:

A.ASTM C881, Type I, Grade 1. Provide Class of material in accordance with ASTM C881 and the

temperature of the surface of the hardened concrete to which the bonding system is to be applied.

ULTRA HIGH -PERFORMANCE CONCRETE SECTION 1025 669 SECTION 1025 – ULTRA HIGH -PERFORMANCE CONCRETE

1025.1Mix Requirements

A.Premix and proportion fine aggregate and cementitious materials in bags or supersacks. Supply

dry compone nts of the UHPC mixtures from a single UHPC material manufacturer. All materials must come from the same batch or lot.

1025.2Material Properties

A.UHPC Closure Pours:

Table 1025.2 -1. UHPC Closure Pour Material Properties Description Test Method Acceptance Criteria Compressive Strength AASHTO T 22 (3”x6” cylinders) (150 psi/sec loading rate) ≥ 22 ksi @ 28 days Shrinkage AASHTO T 160 / ASTM C 157 ≤ 800 micro -strain Rapid ChlorideIon Penetrability or Surface Resistivity Testing AASHTO T 277 / ASTM C 1202 or AASHTO TP 95 ≤ 350 coulombs ChlorideIon Penetrability AASHTO T 259 (½” depth) < 0.1183 lbs/yd3 Scaling Resistance ASTM C 672 Y < 3 Freeze -Thaw Resistance AASHTO T 161 / ASTM C 666A (300 cycles) Relative Dynamic Modulus of Elasticity > 95% Alkali -Silica Reaction ASTM C 1567 (Modified) ≤ 0.08% at 28 days Slump Flow and Visual Stability ASTM C1437 / ASTM C 1611 7 inches (Minimum) 10 inches (Maximum) No bleed water Consistent fiber distribution

1025.3Acceptance Testing

A.At least 60-days prior to the placement of UHPC, submit a prepackaged batch of dry ingredients

and admixtures sufficient for the Department to make a 1 -cubic -foot trial batch of UHPC. The Department will perform testing for alkali -silica reaction or permeability on specimens without steel reinforcement. Batch proportions will otherwise remain the same per the prepackaged blend and water to cementitious materials ratio (w/cm).

B.Notify the Materials and Research Section a minimum of 48 -hours prior to the anticipated UHPC

placement.

C.Cure field -fabricated specimens in accordance with ASTM C31 and as modified by ASTM C1856

prior to collection by the Materials and Research section.

D.The Materials & Research section will test for following acceptance criteria:

ULTRA HIGH -PERFORMANCE CONCRETE SECTION 1025 670 Table 1025.3 -1. UHPC Acceptance Testing Description Test Method Criteria Frequency Compressive Strength ASTM C39 as modified by ASTM C1856 ≥ 22 ksi @ 28 days ≥ 14 ksi @ 4 days Once per 25 CY or once per 12 hour shift Rapid ChlorideIon Penetrability or Surface Resistivity Testing AASHTO T 277 / ASTM C 1202 or AASHTO TP 95 ≤ 350 coulombs 1 per job (Performed prior to field placement) Slump Flow and Visual Stability ASTM C1437 as modified by ASTM C1856 7 inches (Min.) 10 inches (Max.) No bleed water Consistent fiber distribution 1 per batch BAGGED RIPRAT SECTION 1030 671 SECTION 1030 — BAGGED RIPRAP

1030.1Material Requirements.

A.Provide pre -mixed bagged riprap in accordance with the following:

1.PCC See below and Section 1022

2.Portland Cement Section 1020

3.Water Section 1021

4.Fine Aggregate Section 1003

5.Bags See below

1030.1.1 Portland Cement Concrete. Use a concrete mix that has a fine aggregate to cement ratio of 4:1 by weight. The contractor may substitute a dry mix of Class B concrete per Section 1022. 1030.1.2 Bags. Use multi -wall perforated paper bags, perforated on approximate 1 -inch centers, woven polyester, or polypropylene mesh bags that meet the following requirements:

A.Allow passage of water but not material leakage. Do not use paper bags for underwater

applications.

B.Has an adequate seal, thickness, and strength to maintain the integrity of riprap until the concrete

sets.

C.Is uniform in size and rectangular in shape.

D.Is consistent in color and blend with its environment and as required by the contract.

E.Disintegrates with no environmental damage.

F.Filled bag weight should be between 60 -pounds and 90 -pounds. Approximate size and capacity

limits are shown in the table below: Table 1030.1 -1. Approximate Size and Capacity of Riprap by Bag Type Bag Type Nominal Filled Bag Size Capacity Bags / yd3 (Dry) 60 lb paper 4” by 12” by 18” 0.50 ft3 54 80 lb paper 4” by 14” by 21” 0.67 ft3 40 90 lb polypropylene 6” by 12” by 18” 0.75 ft3 36

PIPE CULVERTS SECTION 1031 672 SECTION 1031 — PIPE CULVERTS

1031.1Reinforced Concrete Pipe Culverts.

A.Provide reinforced circular concrete pipe in accordance with AASHTO M170/ M170M. Use Class III

pipe unless specified otherwise on the contract.

B.Provide reinforced concrete elliptical pipe in accordance with AASHTO M207/ M207M.

1.Designate pipe designed for placement with the major axis horizontal as horizontal elliptical

pipe (HE).

2.Designate pipe designed for placement with the major axis vertical as vertical elliptical pipe (VE).

3.Use Class III for all pipe unless specified otherwise in the contract.

C.Provide reinforced concrete flared end sections in accordance with:

1.Concrete and steel reinforcement used in circular flared end sections must comply with AAS HTO

M170 Class III requirements.

2.Concrete and steel reinforcement used in elliptical flared end sections must comply with

AASHTO M207 Class III requirements.

D.Provide flexible watertight gasketed joints in accordance with ASTM C443 for pipe sizes

constructed for use with rubber gaskets:

1.Ensure gasketed joints remain flexible and capable of withstanding expansion, contraction, and

settlement of the pipe.

2.Store rubber gaskets at 70 degrees F or less.

3.Lubricate rubber gaskets requiring lubrication with the lubricant recommended and supplied by

the manufacturer.

E.Provide a watertight joint using performed flexible bitumen or butyl sealant in accordance with

ASTM C990 for pipe sizes constructed where gaskets are not applicable.

F.Do not ship pipe from the plant to the project until meeting the requirements of AASHTO M170/

M170M or AASHTO M207/ M207M and the pipe is marked with the production facility’s quality control stamp. Mark the following information clearly on the pipe before inspection:

1.Pipe class and dimensions;

2.Pipe type – HE or VE, elliptical pipe only;

3.Date of manufacture; and

4.Name or trademark of manufacturer.

All pipe inspected and approved at the manufacturing plant is subject to inspection at the project. No previous stamp or approval will override rejection at the project if the pipe is defective or damaged.

1031.2Thermoplastic Pipe.

A.Provide polyethylene pipe, couplings, and fittings in accordance with AASHTO M294 for pipe sizes

12 inches and larger. Verify compliance through the AASHTO Product Evaluation & Audit Solutions. PIPE CULVERTS SECTION 1031 673 B. Provide polyethylene pipe, couplings, and fittings in accordance with AASHTO M252 for pipe sizes smaller than 12 inches. Verify compliance through the AASHTO Product Evaluation & Audit Solutions.

C.Provide polyethylene flared end sections in accordance with ASTM D3350 meeting a minimum cell

classification of 213320C. Verify compliance through the AASHT O Product Evaluation & Audit Solutions.

D.Provide joints for all pipes and fittings that use a watertight bell/spigot or bell/bell coupler in

accordance with ASTM F477. Supply a joint system certified to meet a 10.8 PSI laboratory test per ASTM D3212.

E.Provide PVC pipe in accordance with AASHTO M278, AASHTO M304, ASTM F679, or ASTM F794.

F.Provide fiberglass pipe in accordance with ASTM D3262.

G.Provide polypropylene pipe, couplings, and fittings in accordance with AASHTO M330 for pipe

sizes 12 inches and larger. Verify compliance through the AASHTO Product Evaluation & Audit Solutions.

1031.3Steel Reinforced Thermoplastic Pipe.

A.Provide steel reinforced thermoplastic pipe in accordance with AASHTO M335.

1031.4Pipe for Utility Work

A.Use materials in accordance with the utility owner’s specifications. The utility owner has the right

to inspect materials and reject any materials that do not meet the utility owner’s specifications.

PILE MATERIALS SECTION 1032 674 SECTION 1032 — PILE MATERIALS

1032.1Description.

A.Provide materials for treated timber, cast -in-place concrete, steel H, and precast, prestressed

concrete piles and test piles. Provide materials for galvanized steel sheet piles.

1032.2Timber Pile Materials.

1032.2.1 Preparation

A.Provide treated timber piling in accordance with AASHTO M168, ASTM D25 and AWPA U1;

Commodity Specification E: Round Timber Piling; UC4C. When piles are directly immersed in tidal salt water, provide pile in accordance with AWPA U1; Commodity Specification G: Marine (Salt Water) Applications; UC5C.

2 Inspection

A.In accordance with Section 1041.4.

3 Storing and Handling

A.In accordance with Section 605.

1032.3Cast -in-place Concrete Pile materials.

1032.3.1 Steel Shells.

A.Use fluted steel pile shells for cast -in-place concrete piles, unless the contract indicates use of

steel pipe pile shells.

B.If using steel pipe piles, use steel pipe pile shell in accordance with ASTM A572, Grade 50 with a

minimum wall thickness of 1/4 -inch. For welded pipe piles, provide seams that are straight or spiral -butt welded having full strength welded joints. Seamless steel pipe piles can also be used. Equip all piles with cast steel, inside -flange, extra strong, ribbed 60 -degree conical points. Securely fit the conical points to the bottom of the pile shells by welding with a 30 -degree beveled groove weld all aroun d, and in such a manner to minimize any extrusion beyond the outside surface of the steel shells. A maximum 1/4 -inch protrusion is permissible. If the protrusion exceeds 1/4 -inch, grind the protruding weld flush with the outside surface of the pile shell.

C.If using fluted steel pile shells, provide a tapered section as shown in the contract. Splice piles by

cutting the walls in a serrated pattern, inserting the added section, crimping back, and welding along the entire perimeter with a continuous 3/4-inch fillet weld. Perform welding with AWS certified welders, approved by the Department. Maintain current welding certifications current and show passing qualifications for the type of welding performed. Use steel shells conforming to SAE 1010 or 1015 an d having a minimum yield point of 50,000 -PSI, and a minimum thickness of 7 - gage.

D.Construct all field splices to have the full strength of the sections the splices connect. Keep a

minimum distance of 40 -feet between field splices when possible. Obtain approval from the engineer for all field splices. 1032.3.2 Protective Coating. PILE MATERIALS SECTION 1032 675 A. When indicated on the contract, protect the steel shells with a coating consisting of either coal tar epoxy or fusion bonded epoxy.

B.If the specifications require a coal tar epoxy coating, apply 2 coats of dark red coal tar epoxy.

Thoroughly dry and commercially blast clean the pile shell in accordance with SSPC -SP 6 before coating. Perform the two -coat application, final drying time, t ouch -up, and inspection in accordance with the specifications of the SSPC. Provide a dry film thickness of each coat of 8 mils minimum and 16 -mils maximum for the two -coat system.

C.If specifications indicate the use of a fusion bonded epoxy coating, provide a 1 -part, heat curable,

thermosetting powder coating, meeting the following requirements: Table 1032.3 -1. Fusion Bonded Epoxy Coating Requirements Property Test Method Value Gloss 60o ASTM D523 25 to 90% Impact (5/8” Top) [16 mm Top] ASTM G14 80-160 Inch Pounds (9 to 18 J) Taber Abrasion* ASTM D4060 70 mg/ 1,000 Cycles Chemical Resistance ASTM D1308 10% CaCl No Effect 10% NaOH No Effect Sat Ca(OH)2 No Effect Color Red Standard (for other colors, consult coater.) *Taber abrasion run CF 10 -wheel, 1,000 g load, 1,000 cycles.

D.Apply the fusion bonded epoxy coating in a fully enclosed environmentally controlled plant. Use a

blast cleaning apparatus and coating application system approved and prequalified by the Department before use. Blast clean all surfaces coated in accordance with SSPC -SP 5 White Metal Blast Cleaning Standards. Achieve a blast profile of 2 to 3 mils. Measure the surface profile in accordance with ASTM D4417. Submit a repair procedure should the blast profile exceed the requirements. Apply the coating within 8 h ours after blast cleaning. Apply the coating as an electrostatically charged dry powder sprayed onto the grounded pile. Heat and cure the coating in accordance with the manufacturer’s recommended procedures, to provide a fully cured finish. Apply the coati ng to a cured thickness of 25±2 mils, as tested in accordance with ASTM D7091.

E.Provide a compatible touch -up compound for repairing areas damaged during driving for coal tar

and fusion bonded epoxy coatings. Apply the touch -up compound to all visible open areas, in accordance with the manufacturer’s recommended procedures.

F.When specifications require the use of a protective coating for the production piles, apply a

protective coating to the entire length of each pile, test pile, and production pile. 1032.3.3 PCC.

A.Use Class A PCC in accordance with Section 1022.

1032.3.4 Bar Reinforcement.

A.Use bar reinforcement in accordance with Section 611.

1032.3.5 Storage and Handling. PILE MATERIALS SECTION 1032 676 A. Store and protect the steel shells to avoid dents, abrasions, and other injuries, and pick up in a manner that will avoid bending and distortion. The engineer will reject pile shells damaged by improper storage or handling. 1032.3.6 Inspection.

A.The Department will inspect steel shells at the point of shipment before application of any

protective coating. If using a required protective coating, the plant will inspect the application of the coating. The pile shells remain subject to inspection at the project site before driving. All defective piles will result in rejection.

1032.4Steel H Pile Materials.

1032.4.1 Material Requirements.

A.Submit mill certifications for approval. Unless otherwise indicated, use only steel H piles in

accordance with ASTM A709, Grade 50. Use the same materials for splices or reinforced tips as the H pile except that cast steel may suffice for tips. Perform wel ding in accordance with Section 1039. Use steel that is straight and true within the permissible mill tolerances.

1032.5Precast, Prestressed Concrete Pile Materials.

1032.5.1 PCC.

A.Use PCC for square prestressed concrete piles conforming to the requirements of Sections 610,

612, and 1022. A 28 -day compressive strength of 6,000 -PSI is required unless noted otherwise on the contract. Develop and submit the concrete mix design for approval in accordance with Section 1022. 1032.5.2 Prestressing Strands.

A.Provide 1/2-inch prestressing strands in accordance with Section 1038. Arrange the strands in

accordance with the contract and stress in accordance with Section 612.3.4. 1032.5.3 Spiral Reinforcing.

A.Use spiral reinforcing in accordance with AASHTO M336.

1032.5.4 Bar Reinforcement.

A.Use bar reinforcement, if required, in accordance with Section 611.

1032.5.5 Fabrication.

A.Provide piles with flat tips as indicated in the contract. Pointed pile tips are not permitted, unless

specifically called for in the contract. Provide prestressed concrete piles within the following allowable tolerances: Table 1032.5 -1 Prestressed Pile Tolerances Prestressed Pile Feature Tolerance Width -1/4” to +1” Head Out of Square 1/4" per 12’ of width, measured diagonally PILE MATERIALS SECTION 1032 677 Horizontal Alignment (Deviation from Straight Line Parallel to Centerline of Pile) 1/8” per 10’ of pile Position of Stirrup Bars and Spirals +3/4”, maintain specified clearance Position of Tendons +/-1/4” Position of Handling Devices +/-6”

1032.6Steel Sheet Pile Materials.

1032.6.1 Material Requirements.

A.Submit mill certifications for approval. Provide steel sheet piles in accordance with AASHTO M202.

B.Galvanize steel sheet piles in accordance with Section 1039.10.

C.The contractor may propose to use an alternate cold -formed or hot -rolled steel sheet pile shape

and size instead of using the steel sheet pile shape and size specified in the contract. Submit to the engineer working drawings showing all details of the alte rnate steel sheet for review. The alternate steel sheet pile size must have a section modulus greater than or equal to the steel sheet pile size specified in the contract. The Department is not obligated to approve alternate steel sheet pile shapes and sizes.

D.There will be no additional payment if the engineer approves the alternate steel sheet pile shape

and size.

1032.7Friction Reducing Jackets.

1032.7.1 Material Requirements.

A.When allowed by the Plans, the contractor may propose to use an alternate system for reducing

the friction on a pile from the surrounding embankment or MSE wall being constructed. The Plans will specify allowable manufacturers and products. Submit to the e ngineer working drawings showing all details of this alternate system for review and approval. There will be no additional payment if the engineer approves the alternate friction reducing system.

B.The system must consist of preformed yellow thermoplastic polymer (3 -4 mm) friction reducing

corrugated pile jackets lubricated during the thermoset manufacturing process. The jacket must be comprised of a solid lubricating layer fabricated and customized to fit the pile cross -section. H - pile jackets may be manufactured in one -piece or two -piece systems. Both systems shall have a positive means of interlocking or fastening itself about the pile to properly stay in place during backfilling and compaction operations. For pipe pile and concrete pile installations, jackets may be lapped and duct -taped into place. Friction jackets shall be installed to coincide with the tiered lifts of the MSE wall or embankment construction process and lapped a minimum of 2 -inches over the previous installed jacket mounted on the pile. The starter jacket will begin at the elevation as set forth in the Plans and should coincide with the elevation of the bottom of the embankment or MSE wall backfill material.

ACCESS TUBES FOR CROSSHOLE SONIC LOG TESTING SECTION 1033 678 SECTION 1033 — ACCESS TUBES FOR CROSSHOLE SONIC LOG TESTING

1033.1Material Requirements.

A.Use steel pipe of 0.145 -inches minimum wall thickness and at least 1 1/2 -inch inside diameter for

access tubes for crosshole sonic log testing. Do not use galvanized steel access tubes unless approved by the engineer.

B.Use access tubes having a round, regular inside diameter free of defects and obstructions,

including all pipe joints, to permit the unobstructed passage of 1.3 -inch maximum diameter source and receiver probes used for the crosshole sonic log tests. The access tubes must remain watertight, free from corrosion, and with clean internal and external faces to ensure good bond between the concrete and the access tubes. Fit the access tubes with watertight threaded caps on the bottom and the top.

CASINGS SECTION 1034 679 SECTION 1034 — CASINGS

1034.1Material Requirements.

A.Provide permanent structural casings made of steel conforming to ASTM A572, Grade 50 unless

specified otherwise in the contract. Splice permanent structural casing in accordance with Section 6 of the AASHTO LRFD Bridge Design Specifications.

B.The diameter of permanent casings will be as shown in the contract. If the engineer approves a

larger size permanent casing, no additional payment will result for the increased weight of casing steel or the increased quantity of drilled shaft excavation and concrete.

C.All permanent casings must be of ample strength to resist damage and deformation from

transportation and handling, installation stresses, and all pressures and forces acting on the casing. Corrugated casing may be used for permanent nonstructural casing if approved by the engineer.

D.The contract specifies the minimum thickness of the casing to satisfy structural design

requirements. The contractor may need to increase the casing thickness from the specified thickness to satisfy the construction installation requirements.

E.Provide temporary casings with smooth wall structure steel except where corrugated metal pipe is

shown in the contract as an acceptable alternative material. Provide temporary casings of ample strength to resist damage and deformation from transportatio n and handling, installation and extraction stresses, and all pressures and forces acting on the casing. Provide a casing capable of being removed without deforming and causing damage to the completed shaft or disturbing the surrounding soil.

F.Provide a temporary casing with an outside diameter greater than or equal to the specified

diameter of the shaft. Provide casings that are watertight and clean before placement in the excavation.

G.Completely remove temporary casings unless otherwise shown on the contract or approved by

the engineer.

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.

Source: Delaware Standard Specifications for Road and Bridge Construction, 2025 Edition. Pages 675–690 of 779.

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1022.13 ) Minimum 28 -day

1022.11 Handling and Storage of Materials