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610014 PCC MASONRY, SUBSTRUCTURE, CLASS B CY

DE · 2025 Standard SpecificationsBook pages 258–263View official source ↗

CONCRETE STRUCTURES SECTION 610 248 ITEM DESCRIPTION UNIT 610014 PCC MASONRY, SUBSTRUCTURE, CLASS B CY 610015 PCC MASONRY, CLASS C CY 610016 PCC MASONRY, CLASS D CY 610017 PCC MASONRY, SUPERSTRUCTURE, CLASS D CY 610018 PCC MASONRY, APPROACH SLAB, CLASS D CY 610019 HIGH EARLY STRENGTH CONCRETE CY 610020 CONCRETE ENCASEMENT CY

CONCRETE REINFORCEMENT SECTION 611 249 SECTION 611 — CONCRETE REINFORCEMENT

611.1Description.

This work consists of providing and placing concrete reinforcement.

611.2Materials.

Concrete Reinforcement Section 1037

611.3Construction.

A.Submit shop drawings detailing bar lists, bending diagrams, and type of bar for all furnished bar

reinforcement. Check all bar lists and details shown in the contract for accuracy of the quantity, size, length, and dimensions before ordering bars.

B.Fabricate reinforcing bars in accordance with the CRSI Manual of Standard Practice. Bend the

reinforcement cold to the shapes indicated in the contract. Perform bending in the shop before shipment and not in the field, unless shown otherwise in the cont ract. Do not hot -bend or straighten, weld, or thermal -cut reinforcing steel, unless otherwise specified in the contract.

C.Store reinforcement bars off the ground on platforms, skids, or other supports, and protect the

reinforcement bars from damage and surface deterioration caused by exposure to conditions producing rust. Keep reinforcement bars free from materials that wo uld reduce bond. Provide additional protection for specified materials as follows:

1.Epoxy -coated reinforcement.

a.Store, handle, and place epoxy -coated reinforcement bars at the jobsite in accordance with

ASTM D3963. Handle and store epoxy -coated reinforcement bars using methods that do not damage the epoxy coating. Provide all systems for handling epoxy -coated rei nforcement bars with adequately padded contact areas, if possible. Pad all bundling bands and lift all bundles with a strong -back, multiple supports, or a platform bridge to prevent bar -to-bar abrasion from sags in the bar bundle. Do not drop or drag bars or bundles. Transport and store epoxy - coated reinforcement bars on wooden or padded supports.

b.Where possible, do not store epoxy -coated reinforcement bars at the jobsite for more than 2 -

months. If onsite field storage exceeds or will exceed 2 -months, cover the epoxy - coated reinforcement bars or bundles with opaque polyethylene or other protective material. Provide ventilation to prevent condensation from forming under the covering.

2.Where possible, do not store galvanized reinforcement bars at the jobsite for more than 30

calendar days. If field storage exceeds or will exceed 30 -days, cover bars with opaque polyethylene or other protective material. Do not place galvanized reinforcement bars in contact with uncoated reinforcement bars or other uncoated steel or stainless steel.

3.Do not band strap or allow direct contact of stainless steel reinforcing bars to non -stainless steel

reinforcement bars or other dissimilar metals. Do not store non -stainless steel reinforcement bars or other dissimilar metals above stainless steel rein forcement bars unless adequate protection is provided to prevent contamination. CONCRETE REINFORCEMENT SECTION 611 250 D. Coating Repair.

1.Inspect bars before placement. If the epoxy coating is damaged and the damages do not exceed

2 percent of the surface area in any 1 -foot section of the epoxy -coated reinforcement bars, repair all visible damage in accordance with ASTM D3963 before bar p lacement. Replace epoxy - coated reinforcement bars if the damage to the surface area exceeds 2 percent in any 1 -foot section. After placement, inspect the epoxy -coated reinforcement bars again and repair areas damaged during placement.

2.After placement, inspect the galvanized reinforcing bars and repair areas damaged during

placement in accordance with ASTM A780 or ASTM A1094, whichever is applicable to the provided material.

E.Placing and fastening.

1.Place reinforcement bars as indicated. Hold in position to prevent displacement during concrete

placement and consolidation. Do not allow bar spacing to vary from the design spacing by more than 1/2 -inch. Do not allow the distance from the surface of th e formwork to the bars to vary more than 1/4 -inch from the design distance. Do not place reinforcement bars closer than 1.5 times the maximum nominal size of the aggregate used in the concrete mix design.

2.Tie bars with annealed iron wire or fasten the bars with metal clips. Tie bars at all intersections

around the perimeter of each mat. For interior intersections, tie alternate intersections in each direction to provide a staggered tie layout. Tie bundle d bars together at no more than 6 -foot centers. Do not bundle more than 2 bars unless noted otherwise in the contract. When tying reinforcement bars together and lifting into place as a unit, ensure stability of the unit and maintain proper bar alignment d uring lifting and placement operations.

3.Provide additional protection for ties for specified materials as follows:

a.For epoxy -coated or galvanized reinforcing bars, provide plastic -coated tie wire, epoxy -coated

tie wire, or plastic clips.

b.When tying stainless steel reinforcement bars together, provide plastic, plastic -coated, or

stainless steel tie wire in accordance with ASTM A493, type 316 (UNS number S31600). When attaching stainless steel reinforcement bars to non -stainless steel rei nforcement bars or any other dissimilar metals, provide a minimum of 1/8 -inch thick nylon, polyvinylchloride, or polyethylene spacers, or sheathing to ensure non -contact between the reinforcement bars a minimum of 1 inch extending beyond the point of inter section in all directions. Provide nylon or plastic -coated wire ties to bind the spacers and reinforcement.

4.Support reinforcement bars in position using mortar blocks, wire bar supports, supplementary

bars, or other devices. Use devices of proper height and at sufficiently frequent intervals to maintain the distance between the reinforcement bars and the formed surface or the top surface of deck slabs within 1/4 -inch of the separation indicated.

a.Provide mortar blocks of the same class as the concrete the blocks will set in. Ensure that

block faces in contact with forms for exposed surfaces do not exceed 2 -inches by 2 -inches in size, and that the color and texture will match the concrete surface. If used on vertical or sloping surfaces, provide blocks with an embedded wire for securing the block to the reinforcement bars. If used in slabs, use either a tie wire or blocks with a groove in the top if the weight of the reinforcement bars is sufficie nt to hold the blocks in place. For epoxy -coated CONCRETE REINFORCEMENT SECTION 611 251 reinforcement bars or galvanized reinforcement bars, use plastic -coated or epoxy -coated tie wires.

b.Provide wire bar supports, such as ferrous metal chairs and bolsters, conforming to industry

practice as described in the Manual of Standard Practice of the Concrete Reinforcing Steel Institute. Ensure that chairs or bolsters that bear against the forms for exposed surfaces are either Class 1 - maximum protection, plastic protected, or Class 2, Type B - moderate protection, stainless steel tipped, in accordance with ASTM A493, Type 430. For epoxy -coated reinforcement bars or galvanized reinforcement bars , provide plastic -coated, epoxy -coated, or galvanized wire bar supports and bar clips. For stainless steel reinforcement bars, provide plastic supports meeting Section 611.3.E.2.c. or stainless steel bar supports in accordance with ASTM A493, Type 316 (UNS number S31600). Use stainless steel supports with plastic -coated feet above steel beams or metal stay -in-place forms.

c.Use plastic chairs and bolsters that do not deflect more than 1/4 -inch under a minimum point

load of 350 -pounds of force. Use supports molded in a configuration that does not restrict concrete flow.

5.Do not splice bars, except as indicated in the contract. If allowed, lap the reinforcement bars in

accordance with the contract and wire together. Do not substitute alternate bars unless approved by the engineer.

6.In lapped splices, place and wire the bars maintaining the minimum distance to the surface of

the concrete as indicated. Do not use lapped splices for number 14 and 18 bars, except as provided in the AASHTO Load and Resistance Factor Design (LRFD) bridg e specifications.

7.As indicated in the contract, use welded splices or mechanical splice systems. Stagger welded

splices or mechanical splice system connections if possible.

a.For welded splices, use butt splices only. Only use welded splices if indicated in the contract or

if the engineer gives written authorization to do so. Ensure that welding conforms to the Structural Welding Code, Reinforcing Steel, AWS D1.4 of the Amer ican Welding Society and applicable special provisions. Do not use welded splices on epoxy -coated reinforcement bars or galvanized reinforcement bars. Do not weld close enough to epoxy -coated reinforcement bars to cause any heating of the coating.

b.Assemble mechanical splice systems in accordance with the manufacturer's

recommendations. Mark reinforcing bars with scribe marks or indelible ink before splice attachment to ensure equal embedment.

c.If using mechanical splice systems, construct sample and actual splices in the presence of the

engineer. The engineer will select for testing 3 splices, either sample or actual, for each size of reinforcement bar used to verify physical properties. Subm it verification samples to the Department 7 calendar days before planned placement. Do not encase mechanical splices in concrete until the engineer completes visual examination and required testing and provides approval. Mechanical splices must resist 125 percent of the specified yield strength of the bars being spliced.

d.Use an epoxy -coated mechanical splice system to splice epoxy -coated reinforcement bars.

Paint the entire splice area with compatible epoxy paint after assembly of the system.

e.Use a galvanized mechanical splice system to splice galvanized reinforcement bars. Galvanize

mechanical splice system in accordance with ASTM B695 Class 50, Type II with a minimum CONCRETE REINFORCEMENT SECTION 611 252 thickness of 2 mils or 1.2 ounces per square foot. Use chromate in accordance with ASTM A767, Section 4.3.

f.Use a stainless steel mechanical splice system to splice stainless steel reinforcement bars

meeting the Unified Numbering System (UNS) designation listed in Section 611.3.E.3.b. for stainless steel reinforcement bars.

g.Splice sheets of welded wire fabric by overlapping each other enough to maintain a uniform

strength and by securely fastening at the ends and edges. Ensure that the edge lap is at least 1 mesh in width plus 2 -inches.

8.Field -cut or field -bend reinforcing bars when shown in the contract or when specifically directed

by the engineer. Coat cut ends of coated bars and repair any damage caused by field bending in accordance with Section 611.3.D.

611.4Method of Measurement.

A.The Department will measure work acceptably completed as follows:

1.The Department will compute the theoretical weight, as found in CRSI Manual of Standard

Practice, of the reinforcing steel placed in accordance with approved shop drawings .

611.5Basis of Payment.

A.Payment constitutes full compensation for:

1.Shop drawings;

2.fabricating;

3.providing;

4.storing;

5.placing;

6.splicing;

7.supporting, wiring, and fastening;

8.coating; and

9.removing surplus materials.

ITEM DESCRIPTION UNIT 611000 BAR REINFORCEMENT LB 611001 BAR REINFORCEMENT, EPOXY COATED LB 611002 BAR REINFORCEMENT, GALVANIZED LB 611003 BAR REINFORCEMENT, STAINLESS STEEL LB 611010 EPOXY COATED WELDED WIRE FABRIC REINFORCEMENT LB

PRECAST CONCRETE SECTION 612 253 SECTION 612 — PRECAST CONCRETE

612.1Description.

This work consists of providing and installing precast structures and precast, prestressed structures.

612.2Materials.

A.PCC Section 1022

1.Precast elements

a.28-day compressive strength of 5,000 PSI

2.Precast, prestressed elements

a.28-day compressive strength of 6,000 PSI

b.Compressive strength at time of initial release of 4,800 PSI

B.Bar Reinforcement Section 1037

1.Precast box culverts 12 -feet x 12 -feet or smaller. ASTM C1577

C.Prestressing and Post-Tensioning Strands Section 1038

1.Anchorages, fittings, and couplings in accordance with the contract and the manufacturer's

recommendation.

D.Galvanized Angles and Plates Section 1039

1.Anchor studs automatic end -welded

E.Silane Based Concrete Sealer Section 1045 .3

F.Closed -Cell Neoprene Sponge Section 1042.5 .B

G.Joint Wrap ASTM C877

H.Non -Shrink Grout Section 1047.2

I.Epoxy Grout Section 1047.3

J.Flowable Fill Section 1047.1

612.3Construction.

612.3.1 Submittals.

A.Submit a complete set of detailed shop drawings for the precast concrete units or prestressed

concrete beams. Include the following, as applicable:

1.An overall plan showing all units together;

2.details of each type of unit;

3.plan view of reinforcement for irregularly shaped sections;

4.placement details for embedded accessories. Show that no conflicts exist among the planned

positions of embedded items or reinforcement. Show required concrete cover.

5.reinforcing bar list;

Source: Delaware Standard Specifications for Road and Bridge Construction, 2025 Edition. Pages 258–263 of 779.

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