2013 C&MS Section 500- Structures Changes from 2010 to 2013 Construction and Materials Specifications in Structures Items

2013 C&MS Section 500- Structures

Changes from 2010 to 2013 Construction and Materials Specifications in Structures Items

2013 C&MS Section 500- Structures501.04- Shop DrawingsA. Contractor Acceptance of Shop

Drawings for Items 513 and 515• Two Ohio Registered Engineers seal

and sign each drawing.• ODOT’s Office of Materials

Management is not rating shop drawings for Structural Steel (Supplement 1078) and Pre-stressed Concrete (Supplement 1079) fabricators.

501.05 Submittal of Working Drawings and CalculationsWorking drawings are required from the Contractor when there is:

• Excavation Bracing, impacting active traffic, or with an exposed height over eight feet, except when a complete design is already shown in the plans.

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• 503.09 Method of Measurement has been changed. The Department now has the option of measuring excavation on a Lump Sum basis or by the number of Cubic Yards (Cubic Meters), instead of only by the number of Cubic Yards (Cubic Meters).


Changes to ODOT concrete design requirements reflect the changes to QC/QA contractor owned and designed mixes.

2013 C&MS Section 500- StructuresRequirements from Supplemental Specifications 888 (pavements) and 898 (structural concrete) have been brought into • Items 451, 499, 511 ,etc. • new Item 455- Quality Control Plan, • new Supplement 1126 - Developing

& Submitting a Concrete Mix Design, • new Supplement 1127 – Pay Factor

Determination for Concrete.


QC/QA mix requirements• replace Class C Class S, & Class

HP with QC1, QC2, QC3 & QC4,• and modify the Fast Set (FS) &

Medium Set (MS) mixes. Well graded aggregate proportions • help eliminate shrinkage,

cracking • and lower the required amount

of cement materials.


• Concrete with QC/QA shall be specified for the class of concrete when the total concrete quantity exceeds 150 cubic yards.

• Class QC3 Special Concrete shall be specified when concrete strengths and/or permeability other than the QC1 or QC2 are necessary.

2013 C&MS Section 500- Structures• 507 BEARING PILES

– 507.03 Materials. Concrete, Class C has been changed to Concrete, Class QC1.

• 517 RAILINGS – 517.03 Materials: Replaced Concrete, Class S or Class HP, with Concrete,

Class QC 2.

• 519 PATCHING CONCRETE STRUCTURES – 519.02 Materials: Replaced Concrete, Class S, with Concrete, Class QC 2.

• 524 DRILLED SHAFTS – 524.02 Materials: Replaced Concrete, Class S, with Concrete, Class QC 2.

• 526 APPROACH SLABS – 526.02 Materials: Replaced Concrete, Class S, HP 3 or HP 4 with Concrete,

Class QC 2.

• 610 CELLULAR RETAINING WALLS – 610.03 Materials (A): Replaced Concrete, Class C with Concrete, Class QC 1.

2013 C&MS Section 500- Structures• **NEW** ITEMS • ITEM UNIT DESCRIPTION • 511 cu.yd. (cu.m.) Class ____ Concrete with QC/QA • 511 cu.yd. (cu.m.) Class QC 1 Concrete, Substructure • 511 cu.yd. (cu.m.) Class QC 1 Concrete, Substructure

with QC/QA • 511 cu.yd. (cu.m.) Class QC 2 Concrete, Bridge Deck sq.y.

(sq.m.)• 511 cu.yd. (cu.m.) Class QC 2 Concrete, Bridge Deck sq.y.

(sq.m.) with QC/QA • 511 cu.yd. (cu.m.) Class QC 2 Concrete, Bridge Deck

(Parapet) • 511 cu.yd.(cu.m.) Class QC 2 Concrete, Bridge Deck

(Parapet) with QC/QA • 511 cu.yd. (cu.m.) Class QC 3 Concrete ____ w/ QC/QA • 511 cu.yd. (cu.m.) Class QC 4 Mass Concrete, Substructure

with QC/QA


511.03 – Concrete

• At least 10 days before placing concrete, submit, the Department accepted Job Mix Formula (JMF) to the Engineer.

• The Engineer will review the

mix design.

APPENDIX A PCC JMF SUBMITTAL FORM A Supplier Information Accredited Lab Information

Supplier Name Lab Name Location Representative P/S Code Telephone Representative E-mail Address Telephone

E-mail Address Submittal Date

Design Information

Concrete Class

Strength (f'c) @ Age Material Code

Overdesign (f'cr)

Alt. Usage

Req'd Perm.

Mix Design

AGGREGATES Type Size Source Location PS Code Sp. Gr Abs. Design Wt (SSD) Abs. Volume Agg 1

Agg 2 Agg 3 Agg 4

CEMENTITIOUS MATERIALS

Total Aggregate Weight

Type / Grade Source Location PS Code Sp. Gr % Design Wt Abs.

Volume Cement Cm 1 Cm 2 Cm 3 DESIGN AIR CONTENT

Total Cementitious Material

WATER Source: Gal Lbs. ADMIXTURES W/Cm Ratio: Design Air Volume

Type Brand Name Dosage Rate (oz/cwt) oz /yd3 Volume

AGGREGATE GRADATIONS

Total

% Passing Agg 1 spec Agg 2 spec Agg 3 spec Agg 4 spec Accum % Pass

1.50 in

1.0 in

Total Volume

3/4 in

Total Weight 1/2 in

Unit Weight

3/8 in

# 4

# 8

Workability Factor (%) #16

Coarseness Factor (%)

# 30

# 50

# 100

# 200

% of Total

Test Results

Mix Design developed by: Using 3-Point Curve

Single Mix Agg Correction Factor Cm Content Water

Content W/Cm Ratio Avg Strength Permeability Air Slump Yield

Mix 1 Mix 2 Mix 3 RESULTS: Perm: 3 Day

Strength: 7 Day

Strength: 28 Day Strength:

Office Use Only Date Received

By Accepted JMF # Date Reviewed Rejected

2013 C&MS Section 500- Structures511.04-Quality Control Requirements When the concrete bid item requires QC/QA, • develop and submit a Quality Control

plan (QCP) for the work • and perform quality control testing of

the concrete conforming to Item 455.

The Engineer will perform Quality Assurance conforming to 455.

2013 C&MS Section 500- StructuresMass Concrete Requirements For concrete components with a minimum dimension of 5-ft or greater, or for drilled shafts with a dimension of 7-ft diameter or greater,

develop a concrete mix design QC-4 for mass concrete according to 499.03.

2013 C&MS Section 500- StructuresMass Concrete Requirements

Submit a Thermal Control Plan (TCP) along with the approved JMF (s) to the Engineer for acceptance with

• highest maximum internal concrete temperature ≤ 160⁰ F (71⁰ C)

• maximum differential concrete temperature ≤ 36⁰ F (20⁰ C) (not applicable for drilled shafts),

over 28 days from time of placement.

2013 C&MS Section 500- StructuresMass Concrete Requirements

• As an alternative, the Contractor may propose maximum differential temperature limits based on strength gain with time.

• TCP for alternative proposal shall

include the methods for determining the temperature and supporting data, calculations and design.


Mass Concrete Requirements• Any in-place mass concrete that

exceeded the temperature limits or cracked, is considered defective.

• Submit a proposed repair plan to

the Engineer. • The Department will determine if

the proposed repair methods are acceptable or if removal is required.

2013 C&MS Section 500- Structures511.10 Placing Concrete Conform to the following tolerances from plan dimensions:

2012 C&MS Section 500 17

Deviation from plumb for exposed surfaces

± ¾ inch (19 mm)

Vertical alignment (Deviation from a line parallel to the grade line)

± ½ inch in 20 feet (13 mm in 6 m)

Longitudinal alignment (Deviation from a line parallel to the centerline or baseline)

±½ inch in 20 feet (13 mm in 6 m)

Width dimensions of walls for exposed surfaces

±½ inch (13 mm)

Bridge Slab thickness ±¼ inch (6 mm)

Elevations of beam seats

±1/8 inch (3 mm)

Slope, Vertical Deviation from Plane

±0.2%

Slope, Horizontal Deviation from Plane ±0.4%

2013 C&MS Section 500- Structures511.14- Curing and Loading • Remove falsework and open

structures to traffic when concrete has reached strength specified in Table 511.14-1A for concrete bid items requiring QC/QA.

• Use Table 511.14.1B for concrete items not requiring QC/QA.

• Do not shorten minimum required Method A curing time regardless of strength test results.

2013 C&MS Section 500- Structures511.14- Curing and Loading

TABLE 511.14-1A LOADING REQUIREMENTS FOR CONCRETE REQUIRING QC/QA

Span[1] Required Strength [2] Removing

Falsework Any Span Compressive Strength ≥ 0.85% f’c

orFlexural Strength (Center point) ≥ 650 psi (4.5 Mpa)

All pier caps Traffic [3] Any

[1] Span is defined as the horizontal distance between faces of the supporting elements when measured parallel to the primary reinforcement.

[2] Field cured samples. The maturity curve method may be used for determining the strength according to Supplement 1098 in lieu of field curing samples

[3] When placing concrete for a superstructure between October 15 and March 15, open the deck to traffic no sooner than 30 days after placement.

2013 C&MS Section 500- Structures511.14- Curing and Loading

TABLE 511.14-1B LOADING REQUIREMENTS FOR CONCRETE NOT REQUIRING QC/QA

Span[1] Age of Concrete in Days No Beam

Test Beam Test [2]

Removing Falsework

Over 10 feet (3 m) 14 5 10 feet (3 m) or less and all pier

caps 7 3

Traffic [3] Any 14 7 [1] Span is defined as the horizontal distance between faces of the supporting

elements when measured parallel to the primary reinforcement. [2] Applicable only when the average modulus of rupture for two tests is not less

than 650 psi (4.5 MPa). [3] When placing concrete for a superstructure between October 15 and March

15, open the deck to traffic no sooner than 30 days after placement.

2013 C&MS Section 500- Structures511.17- Bridge Deck GroovingSaw longitudinal grooves, in a continuous pattern, parallel to the centerline, • after water curing the concrete and • either before or some period after applying

curing compound and • before opening the bridge to traffic.

Reapply the curing compound after removing standing water, • within 12 hours after sawing grooves in the

deck,• if the grooves were sawed after applying the

curing compound and • the concrete deck is less than 30 days old.

2013 C&MS Section 500- Structures511.17- Bridge Deck Grooving• Do not saw 9 to 12 inches from any

devices in a bridge deck, such as scuppers or expansion joints.

• Do not saw a minimum of 2 inches to a maximum of 24 inches from skewed expansion joints.

• Maintain a clearance of 2 inches to 4 inches from the grooves to longitudinal joints in the deck.

2013 C&MS Section 500- Structures511.17- Bridge Deck Grooving• Maintain a clearance of a minimum of

9 inches to a maximum of 30 inches from the grooves to the curbs or parapets.

• No un-grooved portions of deck beyond edge line and into the temporary or permanent travelled lanes.

• Saw grooves in a uniform pattern spaced at 3/4 inch,

• approximately 0.15 inches deep and • 0.10 inches wide.

2013 C&MS Section 500- Structures 512 ITEM TREATING CONCRETE • 512.10 Basis of Payment: The Department will

consider the removal of dust, dirt, oil, wax, curing compounds, efflorescence, laitance, and other foreign materials as incidental to the surface preparation of the concrete surfaces to be sealed. When the surface to be sealed contains an existing coating, the Department will consider all materials, equipment, and labor to remove the existing coatings, as incidental to the removal of existing coatings.

• 2. ** NEW ** Item 512 - Removal of Existing Coatings from Concrete Surfaces. This item was previously in Proposal Note 552. (2010).

• Remove existing coatings completely• Designers need to calculate the area of existing

coating to be removed.24

2013 C&MS Section 500- Structures• 518 DRAINAGE OF STRUCTURES • 518.05 Porous Backfill: Revised section so that

backfill shall be placed at least 2 feet thick, instead of 18 inches thick, behind the full length of abutments, wingwalls, and retaining walls. Also, it is now required that porous backfill be placed for the full width of the trench and extend to the bottom of the approach slab or base, as shown in the plans.

• It is now required to place 2 Cu. Ft. of bagged No. 3 aggregate at each weep hole to retain the Porous Backfill.

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2013 C&MS Section 500- StructuresPSID-1-12 Prestressed Concrete I-Beam Bridge Details• “Indiana Hybrid” I-beam. • The sections are available in heights

beginning at 36-inches and increasing in 6-inch increments up to 72-inches.

Documents

2013 C&MS Section 500- Structures Changes from 2010 to 2013 Construction and Materials Specifications in Structures Items