The P2P Initiative
Specifying Concrete for High
Performance
© National Ready Mixed Concrete Association
All rights reserved
Announcement

This program is registered with the AIA/CES for
continuing professional education. As such, it does
not include content that may be deemed or construed
to be an approval or endorsement by the AIA of any
material of construction or any method or manner of
handling, using, distributing, or dealing in any material
or product.
Introduction






Continuing education for engineers and architects
Length of Presentation: 2 Hours
Architects Earn 2 LUs
Engineers Earn 2 PDHs
NRMCA is an AIA/CES Registered Provider
Records kept on file with NRMCA and AIA/CES Records
Outline







Prescriptive vs Performance Specifications
What is a Prescriptive Specification?
What is a Performance Specification?
Laboratory Study Demonstrating the Advantages of
Performance-based Specifications
ACI 318 Requirements for Durability
Example Specification – ACI 318 Structures
Example Specification – Non-ACI 318 Structures
Prescriptive vs Performance Specifications

Prescriptive Specifications




Limit the types and quantities of ingredients
Identify mixture proportions
Detail construction means and methods
Performance Specifications




Focus on performance and function
Assignment of responsibility
Flexibility to adjust mixture ingredients and proportions to
achieve consistent performance
Measurable and enforceable
Encourages partnering within construction team:
Leads to innovation and satisfied customers
11.3 k
22.0 k
21.1 k
19.9 k
15-0
20.5 k
Contractors
Engineers and Architects
Concrete Producers
Engineers and Architects are Experts in Design
Natchez Trace Bridge, Franklin, TN
NBC Tower, Chicago
Milwaukee Art Museum
Contractors are Experts in Construction
Tilt-up
Post-tension
High-rise
Producers are Experts in Mix Design
Testing Labs
Product Development
Material Handling
Performance-based Specifications:
Help Control Construction Cost





Innovative construction means and methods
Improved construction schedules
More efficient structural designs
Simplified specifications and submittal process
Optimized mix designs
Performance-based Specifications:
Help Meet Greater Demands
High-Performance Concrete
High-Strength Concrete
Self- Consolidating Concrete
Performance-based Specifications
Improves Quality Systems
Testing Procedures
Product Development
Material Handling
Performance-based Specifications:
Encourages Training and Certifications






Plant and Truck Certification
Plant Manager Certification
Concrete Technologist Certifications
Certified Delivery Professional (drivers)
Concrete Certified Sales Professional
Under development

Concrete technologist responsible for
performance mixes
 Concrete producer certification based on
quality system
What is a Prescriptive Specification?



Details mixture proportions and construction means and
methods
Do not always cover intended performance
May conflict with intended performance





Example: Low w/c for durability could increase thermal and
shrinkage cracking
Requirements are generally not directly enforceable
Producer held responsible for performance and defects,
even though he lacks the freedom to make changes
Prevents mixture optimization for performance
No incentive for quality control / batch uniformity
Prescriptive Specification
Intended Performance
 Placing/Finishing
 Strength
 Min Shrinkage
 Resistance To:






Freeze-Thaw
Corrosion
Sulfate attack
ASR
Cracking
Abrasion
Prescriptive Criteria
 Slump
 Max w/cm ratio
 Min cement content
 Min/max air
 Min/Max pozzolans/slag
 Blended cements
 Aggregate grading
 Source Limitations
 Chloride Limits
Prescriptive Specification
Intended Performance
 Placing/Finishing
 Strength
 Min Shrinkage
 Resistance To:







Freeze-Thaw
Corrosion
Sulfate attack
ASR
Cracking
Abrasion
Prescriptive Criteria
 Slump
 Max w/cm ratio
 Min cement content
 Min/max air
 Min/Max pozzolans/slag
 Blended cements
 Aggregate grading
 Source Limitations
 Chloride Limits
Some prescriptive criteria are required by code but
many are not
Prescriptive Specification Example








w/c ratio = 0.40
Min. cement = 600 pcy
Strength = 3500 psi
No SCM
Aggregate grading 8 – 18%
No reactive aggregate
Low alkali cement
Shrinkage = 0.04% max







No cracking
No curling
Slump 5 ± 1 inch
Setting time 4 ± 0.5 hrs
Max temp 85° F
Impermeable
Uniform color
Prescriptive requirements
Should be specified by contractor
Performance requirements
Example: Water Cement Ratio
Air
Air
Water
Paste
Water
Cement
Cement
Compressive Strength, psi
w/cm alone does not control strength
8000
Mix 1
7000
Mix 2
6000
Mix 3
5000
4000
3000
2000
1000
0
0.40
0.45
0.5
0.55
0.6
0.70
Water-Cementitious Ratio (w/cm)
Source: ACI 211
Charge Passed, Coulombs
w/cm alone does not control permeability
8000
Portland cement
7000
SCM1
SCM2
6000
Ternary Blend
5000
4000
3000
2000
1000
0
0.70
0.55
0.45
Water-Cementitious Ratio (w/cm)
Source: ACI 232, 233, 234
Example Prescriptive Specification






Interior Building Column
Maximum w/cm = 0.40
Minimum cementitious content = 640 lbs/yd3
Maximum fly ash = 15% by mass of cementitious
f’c = 4,000 psi
Slump = 4 in. max.
Prescriptive Solution 1





Start with water
Estimate 295 lbs/yd3 for target slump with local materials
Use 740 lbs/yd3 to meet w/cm requirement
Strength is probably over 7,000 psi
High paste content leads to




High heat of hydration
High shrinkage
High creep
Mix will not be economical
Prescriptive Solution 2



Start with minimum cement content of 640 lbs/yd3
Use 250 lbs/yd3 to meet maximum w/cm requirement
Based on water demand of local materials mix needs





High dosage of WR admixture, or
HRWR admixture
This mix has lower paste content
May not have proper consistency for placement
Strength is probably 6,500 psi
Performance Solution

First requirement (engineer) = 4,000 psi at 28 days
 Second requirement (contractor) = 2,500 at 3 days
 Optimize mixture




Aggregate grading
Minimize paste content
Admixtures (possibly self-consolidating concrete)
Target average comp. strength = 4,600 psi
 Use 460 lbs/yd3 cementitious materials
 25% fly ash
 This minimizes heat of hydration, shrinkage, and creep
 Results in better surface finish
What is a Performance Specification?

Performance requirements of concrete





Focus on performance and function
Assignment of responsibility
Flexibility to adjust mixture ingredients and proportions to
achieve consistent performance



Hardened state for Service (meeting owner’s requirements)
Plastic state for Constructability (meeting the contractor’s
requirements)
Changes in weather conditions
Changes in materials
Measurable and enforceable

Defined test methods and acceptance criteria
How does it work?





Qualification requirements would be established for
producers
Performance criteria would be specified by the A/E
Contractor would partner with producer to establish
constructability criteria
Submittal will demonstrate compliance with specified
requirements
Compliance through pre-qualification tests and limited
jobsite acceptance tests
The P2P Initiative




Stands for Prescription-to-Performance
Initiative of the ready mixed industry through the NRMCA
Coordinated by P2P Steering Committee under the
NRMCA Research, Engineering and Standards
Committee
Members include technical representatives, product
suppliers, contractors, engineers, and architects
P2P Goals







Allow performance specifications as an alternative to current
prescriptive specifications
Leverage expertise of all parties to improve quality and reliability of
concrete construction
Assist architects/engineers to address concrete specifications in
terms of functional requirements
Allow flexibility on the details of concrete mixtures and construction
means and methods
Better establish roles and responsibilities based on expertise
Continue to elevate the performance level of the ready mixed
concrete industry
Foster innovation and advance new technology at a faster pace
What are the Challenges?




Acceptance of Change
Trust / Credibility
Knowledge Level (training)
Reference Codes and Specifications


Prescriptive limitations
Measurement and Testing


Reliability of existing tests
Reliability of jobsite tests
What Activities are Underway?

Communication




Engineers, Architects, Contractors, and Producers
Articles and presentations
Developing Producer Quality System / Qualifications
Developing Model Spec / Code Revisions

Look at model codes from other countries (Canada, Europe, Australia)
 Look at similar initiatives in the US (FHWA and DOTs)


Documenting Case Studies
Conducting Research

Test Methods for Performance
 Quantifying differences between prescriptive and performance mixes

Delivering Training Programs
Additional Resources




Visit www.nrmca.org/P2P
Download Example Specifications
Download P2P Articles
Download Research Studies
Lab Study Demonstrating Advantages of
Performance Specification



Case 1: Real Floor Specification from a Major Owner
Case 2: Typical HPC Bridge Deck Specification
Case 3: ACI 318 Chapter 4 Code – prescriptive durability
provisions
Fresh Concrete Tests

Fresh Concrete Properties







Slump: ASTM 143
Air Content: ASTM C 231
Density: ASTM C 138
Temperature: ASTM C 1064
Initial Setting Time (Case 1): ASTM C 403
Finishability (Case 1): Subjective rating (5=Excellent to 1=Poor)
Segregation (Case 1): Cylinders vibrated, density of top and
bottom half compared
Hardened Concrete Tests


Compressive Strength, ASTM C 39
Length Change, ASTM C 157
Durability Tests




Rapid Chloride Permeability Test (RCPT), ASTM C 1202
Rapid Migration Test (RMT), AASHTO TP 64
Sorptivity, ASTM C 1585
Bulk Diffusion, ASTM C 1556
Case 1 - Concrete Floor Specification
Prescriptive
Performance
Specified = 4000 psi;
Average = 5200 psi
Specified = 4000 psi;
Average past records
Max w/c = 0.52, penalties, rejected
-
No fly ash or slag
SCMs may be used
Slump (max) = 4”, Non AE
Slump = 4” – 6”, Non AE
Combined aggregate gradation
8% - 18%
-
No HRWR
-
-
Shrinkage < 0.04% at 28 days
-
Setting Time = 5 ± ½ hours
Specified by Contractor
Experimental Program (5 concrete mixtures)

One control (prescriptive) and 4 performance mixtures
FS-1: CM = 611, w/cm = 0.49, 8-18% aggregate
FS-2: CM = 517, w/cm = 0.57, 8-18% aggregate
FS-3: CM = 530, 20% FA, w/cm = 0.57, 8-18% aggregate
FS-4: CM = 530, 20% FA with binary aggregates, w/cm = 0.53,
#467 stone aggregate
FS-5: CM = 530, 20% SL, 15% FA with binary aggregates, w/cm =
0.54, #467 stone aggregate
Combined Aggregate Grading of FS Mixtures
Combined Aggregate Grading for FS Mixtures Relative to 8-18
criteria
Individual Percent Retained
25
FS-1
FS-2
20
FS-3
FS-4
15
FS-5
10
5
0
2
1-1/2
1
3/4
1/2
3/8 #4 #8
Sieve Size
#16 #30 #50 #100 #200
Compressive Strength and Setting Time
Floor Slab Mixes
12:00
5,870
6,000
Initial Set time
10:00
5,050
4,860
4,980
4,720
5,000
8:00
5:30
6:00
4:12
4:45
5:59
4,000
5:17
3,000
4:00
2,000
2:00
1,000
0:00
0
FS-1
FS-2
FS-3
FS-4
FS-5
28 day Compressive Strength, psi
7,000
Segregation & Shrinkage


Segregation Index: Difference in the coarse aggregate
content was consistently about 20% except for Mixture
FS-5 which was about 15%
Shrinkage: All mixtures except FS-5 had 28 day
shrinkage < 0.020%
Slab Finishability Test

All 5 concrete mixtures had a rating above 4.5 indicating
excellent finishability
Durability
3500
3050
3067
RCPT, Coulombs
3000
2500
2000
1500
1000
538
635
584
FS-4
FS-5
500
0
FS-1
FS-2
FS-3
Mixture ID
Summary – Floor Slab Mixtures





All performance mixtures met performance requirements
except Mixture FS-5
Strength over-design factor, limiting w/cm increased
cement contents
Use of SCMs was beneficial
Continuous aggregate grading mixtures did not impact
performance
Performance mixtures had substantial material costs
savings
Case 2 - HPC Bridge Deck Specification
Prescriptive
Performance
Specified 28 d strength=4000 psi;
Average past records
Specified 28 d strength=4000 psi;
Average past records
Max w/cm = 0.39
-
Total CM = 705.
15% FA plus 7% to 8% SF
SCM required. Maximum amounts per
ACI 318 for deicer scaling
Air = 4% to 8%
Air = 4% to 8%
RCPT < 1500 coulombs
RCPT < 1500 coulombs
-
Shrinkage < 0.04% at 28 days
Slump = 4” – 6”
Slump = 4” – 6”
Specified by Contractor
Experimental Program (4 mixtures)

One control (prescriptive) and 3 performance mixtures
BR-1: C = 550, Class F FA = 105, SF = 50; Total = 705
BR-2: C = 426, Class F FA = 150, SF = 24; Total = 600
BR-3: C = 300, SL = 300; Total = 600
BR-4: C = 426, Class F FA = 150, UFFA = 34; Total = 612

w/cm=0.39 for all mixtures except 0.36 for Mix 4
Strength

Compressive Strength: 28 day strengths were much
higher than specified (6800 to 8970 psi)
2000
1800
RCPT, Coulombs
1600
RCPT@45D
RCPT@180D
0.028
RMT@60D
RMT@180D
0.024
0.020
1400
1200
0.016
1000
0.012
800
600
0.008
400
0.004
200
0
0.000
BR-1
BR-2
BR-3
BR-4
RMT, mm/(V-hr)
RCPT (ASTM C 1202), RMT (AASHTO TP 64)
Rapid Migration Test

FHWA Performance Grade (AASHTO TP 64)



Grade 1: RCPT = 2000 to 3000; RMT = 0.024 to 0.034
Grade 2: RCPT = 800 to 2000; RMT = 0.012 to 0.024
Grade 3: RCPT < 800; RMT < 0.012
Drying Shrinkage (ASTM C 157)
Drying Shrinkage
0.050%
0.043%
Length Change, %
0.040%
0.030%
0.024%
0.025%
0.024%
BR-2
BR-3
BR-4
0.020%
0.010%
0.000%
BR-1
Summary – HPC Bridge Deck Mixtures


All performance mixtures met performance requirements
Performance mixtures had similar or better performance
than Prescriptive mixtures


Drying shrinkage, workability (stickiness), HRWR dosage,
strength, RCPT, RMT
Performance mixtures had substantial material cost
savings
Case 3 - ACI 318 Chapter 4
Prescriptive durability provisions

Objective: Determine if w/cm is the best measure for
durability (permeability).
Experimental Program (4 mixtures)

One control (prescriptive) and 3 performance mixtures
318-1: 750 lbs Portland cement mixture
318-2: CM = 700; 25% FA (1.16% less paste)
318-3: CM = 564; 25% FA (7.24% less paste)
318-4: Same as #3 but yield adjusted largely by coarse aggregate


w/cm = 0.42
Slump = 3.75” – 6.5”; Air = 4.1% to 7.4%
Results
At same w/cm=0.42
Mix
318-1
318-2
318-3
318-4
Compressive Strength – 5,440
28 days, psi
5,950
5,670
5,600
Length Change – 180
days, %
0.064%
0.048%
0.037%
0.032%
RCPT – 180 days,
coulombs
2772
608
533
457
RMT – 180 days,
mm/V-hr
0.030
0.0077
0.015
0.0082
Summary – ACI 318 Mixtures



Code limitations on w/cm are no guarantee for high
durability concrete
Considerable advances in the use of SCMs and
chemical admixtures
Code durability provisions should be performance based
Conclusions





Prescriptive specs do not assure performance
Performance mixtures achieved equal or better
performance
Great opportunity for mixture optimization
Producers compete on their knowledge, resources
ACI 318 durability provisions needs to change
ACI 318 Requirements for Durability

Structural members not exposed to extreme conditions



Structural members exposed to extreme conditions



Most concrete for buildings falls in this category
Few limits on materials or quantities
Follow ACI 318 Chapter 4
Most requirements are prescriptive
Slabs on grade (not part of structural system) and
exterior flatwork (not part of structural system) do not
need to meet requirements of ACI 318.
Water-cementitious material ratio

ACI 318 4.1
 Maximum w/cm of 0.40 to 0.50 may be required for:






Corresponds to f’c of 5000 to 4000 psi respectively
Specify w/cm and matching strength (per chapter 4)




Freezing and thawing
Sulfate soils or waters
Corrosion protection
To provide low permeability concrete
w/cm is difficult to verify
Strength is easy to verify
i.e. don’t specify f’c of 3000 psi and max w/cm of 0.40
Don’t specify w/cm for concrete without durability concerns
Freeze and Thawing Exposure:
Air Content
• Tolerance on air content as delivered shall be +/- 1.5 %
• For f’c > 5000 psi reduce air content by 1.0 percent shall be permitted
Freezing and Thawing Exposure:
Low Permeability
Freezing and Thawing Exposure:
Deicer Scaling
Sulfate Exposure
In addition, calcium chloride containing admixture shall not be used for severe and
very severe sulfate exposure.
Corrosion Protection
Weathering Probability Map for Concrete
2003 IBC
Proposed ACI 318 Exposure Classes




Exposure Category F – Exposure to freezing and
thawing cycles
Exposure Category S – Exposure to water-soluble
sulfates
Exposure Category P – Conditions that require low
permeability concrete
Exposure Category C – Conditions that require
additional corrosion protection of reinforcement
Exposure to freezing and thawing cycles
Exposure Category F – Exposure to freezing and thawing cycles
Class
F0
Description
Condition
Concrete not exposed to freezing and thawing cycles
F1
Moderate
Occasional exposure to moisture
F2
Severe
Continuous contact with moisture
F3
Very Severe
Continuous contact with moisture and exposed to
deicing chemicals
Exposed to water-soluble sulfates
Exposure Category S – Exposure to water-soluble sulfates
Class
Description
Water-soluble sulfate
(SO4) in Soil,
percent by weight
S0
Negligible
SO4 <0.10
SO4 <150 ppm
S1
Moderate
0.10≤ SO4 <0.20
150≤ SO4 <1500 ppm
Seawater
S2
Severe
0.20≤ SO4 <2.00
1500≤ SO4 <10,000 ppm
S3
Very severe
SO4 >2.00
SO4 >10,000 ppm
Sulfate (SO4) in
Water, ppm
Conditions that require low permeability concrete
Exposure Category P – Conditions that require low permeability concrete
Class
Condition
P0
Low permeability to water not applicable
P1
Concrete intended to have low permeability to water
Conditions that require additional corrosion
protection of reinforcement
Exposure Category C
Conditions that require additional corrosion protection of reinforcement
Class
Condition
C0
Additional corrosion protection not a concern – for concrete that will be
dry or protected from moisture in service
C1
Exposure to moisture but will not be exposed to external source of
chlorides in service
C2
Exposure to moisture and an external source of chlorides in service –
from deicing chemicals, salt, brackish water, seawater, or spray
from these sources
Requirements for Concrete - Exposure Class F
Exposure
Class
Max
w/cm
Min f’c
psi
Additional Minimum Requirements
F0
-
-
-
F1
0.45
4500
Table 4.4.1
-
F2
0.45
4500
Table 4.4.1
-
F3
0.45
4500
Table 4.4.1
Table 4.4.2
TABLE 4.4.1—TOTAL AIR CONTENT FOR CONCRETE
EXPOSED TO CYCLES OF FREEZING AND THAWING
Air content, percent
Nominal maximum
aggregate size, in.*
Class F2 and F3
Class F1
3/8
7.5
6
1/2
7
5.5
3/4
6
5
1
6
4.5
1-1/2
5.5
4.5
2†
5
4
3†
4.5
3.5
TABLE 4.4.2—REQUIREMENTS FOR CONCRETE
SUBJECT TO DEICING EXPOSURE CLASS F3
Cementitious materials
Maximum percent of total
cementitious materials by weight*
Fly ash or other pozzolans
conforming to ASTM C 618
25
Slag conforming to ASTM C 989
50
Silica fume conforming to
ASTM C 1240
10
Total of fly ash or other pozzolans,
slag, and silica fume
50†
Total of fly ash or other pozzolans
and silica fume
35†
Requirements for Concrete - Exposure Class S
Exposure
Class
Max Min f’c
w/cm
psi
Additional Minimum Requirements
S0
-
-
-
S1
0.50
4000
Cement Types II, IP(MS), IS(MS),
P(MS), I(PM)(MS), I(SM)(MS)
S2
0.45
4500
Cement Type V
No calcium chloride admixtures
4500
Cement Type V + pozzolan‡
No calcium chloride admixtures
S3
0.45
Requirements for Concrete - Exposure Class P
Exposure
Class
Max
w/cm
Min f’c
psi
Additional Minimum Requirements
P0
-
-
-
P1
0.50
4000
-
Requirements for Concrete - Exposure Class C
Exposure
Class
Max
w/cm
Min f’c
psi
Max
water-soluble chloride
ion (Cl−) content in concrete,
percent by weight of cement
Additional
Requirement
Reinforced Concrete
C0
-
-
1.00
-
C1
-
-
0.30
-
C2
0.40
5000
0.15
Min.
Cover
Prestressed Concrete
C0
-
-
0.06
-
C1
-
-
0.06
-
C2
0.40
5000
0.06
Min.
Cover
Future Specification for Concrete




Concrete for parking garage slabs and beams shall meet
the following requirements:
Specified compressive strength, f’c = 5,000 psi
Maximum aggregate size = ¾”
Exposure class F3, S0, P1, C2
Example Specification
ACI 318 Structures





Interior slabs and beams
Interior columns
Footings
Parking garage slabs, beams, and columns
Parking garage slab-on-grade and foundation walls.
Recommendations






Comply with ACI 318
Avoid details of mixture proportions (where durability is
not a concern)
Avoid details of construction means and methods
State the required performance in measurable terms that
are enforceable
Avoid the use of specific brands of products, especially
when reference standards are available.
Avoid making acceptance criteria more restrictive than
industry practice
Quality Assurance

Installer Qualifications:



On-site supervisor of the finishing crew who qualified as ACI Certified
Concrete Flatwork Technician for flatwork placing and finishing.
Flatwork finisher certification is important for constructing slabs
General standard of care of concrete construction is addressed in
this certification program
Quality Assurance (cont’d)

Manufacturer Qualifications:







NRMCA Certified Ready Mixed Concrete Production Facility
NRMCA Concrete Technologist Level 2
NRMCA certified concrete production facilities demonstrate
compliance with requirements of ASTM C 94
Includes an annual certification of delivery vehicles
The NRMCA Concrete Technologist Level 2 Certification validates
personnel’s knowledge of fundamentals of concrete technology
including mixture proportioning.
Certification is obtained by passing a 90 minute exam administered
by NRMCA with ACI Grade 1 Field Testing Technician Certification
as the prerequisite.
Details available at www.nrmca.org/certifications .
Quality Assurance (cont’d)

Testing Agency Qualifications:





Meet the requirements of ASTM C 1077.
Field testing: ACI Concrete Field Testing Technician Grade I.
Lab testing: ACI Concrete Strength Testing Technician or ACI Concrete
Laboratory Testing Technician – Grade I.
Test results for the purpose of acceptance shall be certified by a
registered design professional employed with the Testing Agency.
Concrete testing is very sensitive to the way specimens are
collected, cured, and tested. Proper field and lab procedures are
essential to achieving meaningful results.
Quality Assurance (cont’d)

Pre Installation Conference:


Require representatives of each entity directly concerned with cast-inplace concrete to attend, including:
 Architect
 Structural Engineer
 Contractor
 Installer (Concrete Contractor)
 Pumping Contractor
 Manufacturer (Ready-mixed concrete producer)
 Independent testing agency
NRMCA and American Society of Concrete Contractors has a
document titled Checklist for the Concrete Pre-Construction
Conference that can be used as a guide
Concrete Materials

Cementitious Materials:

Use materials meeting the following requirements with limitations
specified in Section 2.12.
 Hydraulic Cement: ASTM C 150 or ASTM C 1157 or ASTM C 595
 Fly Ash: ASTM C 618
 Slag: ASTM C 989
 Silica Fume: ASTM C 1240



Avoid listing brand names for most materials in this section if a
standard for the product already exists.
Many existing standards are performance-based.
Avoid limiting the type or quantities of cementitious materials that
can be used unless required for certain performance attributes as
listed in Section 2.12 Concrete Mixtures.
Concrete Materials (cont’d)



Normalweight Aggregate: ASTM C 33
Water: ASTM C 1602
Fibers: ASTM C 1116
Concrete Materials (cont’d)

Chemical Admixtures:







Air Entraining: ASTM C 260
Water reducing, accelerating and retarding: ASTM C 494
Admixtures for flowing concrete: ASTM C 1017
Admixtures with no standard designation shall be used only with the
permission of the design professional when its use for specific
properties is required.
Avoid limiting the type of admixtures that can be used unless there
is a specific reason (eg. Chloride based admixtures for corrosion).
Consider specifying or allowing the use of admixtures which do not
have a specific ASTM designation with appropriate documentation
indicating beneficial use to concrete properties.
These include colors, viscosity modifying admixtures, hydration
stabilizing admixtures, pumping aids, anti-freeze admixtures, etc.
Concrete Mixtures (cont’d)
Table 2.12 Concrete Mixtures
Application
Exposure
ƒ΄c
Nom.
Max.
Agg.
Size1
Interior Slabs
and beams
None
4,000 psi
3/4”
N/A2
N/A
Interior
Columns
None
5,000 psi
3/4”
N/A2
Footings
Sulfate
(moderate)
1-1/2”
N/A2
Parking
Garage Slabs,
Beams, and
Columns
Freeze/Thaw,
Deicing
Chemicals
Parking
Garage
Slabs on
grade,
Foundation
walls
Freeze/Thaw,
Deicing
Chemicals,
Sulfate
(moderate)
4,500 psi
5,000 psi
4,500 psi
3/4”
1-1/2”
Admix.
Max. water
sol. Cl ion in
conc., % by
wt of cement
See section
2.5 A
See section
2.5 D
1.00
N/A
See section
2.5 A
See section
2.5 D
1.00
0.45
Limits on
cement4
No calcium
chloride
admixtures
0.30
0.40
Limits on
cement4,
fly ash, slag,
and silica
fume5
See section
2.5 D
0.15
0.45
Limits on
cement4,
fly ash, slag,
and silica
fume5
No calcium
chloride
admixtures
0.30
Max.
Air
Cement-itious
w/cm by
Content
Materials
weight
6%3
5-1/2
%3
Interior Slabs, Beams and Columns
No Exposure
Table 2.12 Concrete Mixtures
Admix.
Max. water
sol. Cl ion in
conc., % by
wt of cement
Application
Exposure
ƒ΄c
Nom. Max.
Agg. Size1
Air
Content
Max. w/cm
by weight
Cementitious
Materials
Interior Slabs
and beams
None
4,000 psi
3/4”
N/A2
N/A
See section
2.5 A
See section
2.5 D
1.00
Interior
Columns
None
5,000 psi
3/4”
N/A2
N/A
See section
2.5 A
See section
2.5 D
1.00




Few limits on materials for class 1 and 2 since durability is not a concern
No maximum water-cement ratio or minimum cement content
Compressive strength based on structural design requirements
Maximum aggregate size controlled by ACI 318 – 3.3 Aggregates

1/5 narrowest dimension of forms
 1/3 slab depth
 3/4 minimum clear spacing between reinforcement (governs)

Maximum chloride ions controlled by ACI 318 – 4.4 for corrosion protection of
reinforcement that will be dry or protected from moisture in service
Footings
Exposed to Sulfates
Table 2.12 Concrete Mixtures
Application
Exposure
ƒ΄c
Nom. Max.
Agg. Size1
Footings
Sulfate
(moderate)
4,500 psi
3”

Air
Content
Max. w/cm
by weight
Cementitious
Materials
Admix.
Max. water
sol. Cl ion in
conc., % by
wt of cement
N/A2
0.50
Limits on
cement4
No calcium
chloride
admixtures
0.30
Compressive strength, cement type, maximum w/cm, and restriction on
using calcium chloride admixtures are based on ACI 318 4.3 – Sulfate
exposure

Type II, IP(MS), IS(MS), P(MS), I(PM)(MS), I(SM)(MS)
Parking Garage Slab
Exposed to Freeze-Thaw and Deicing Chemicals
Table 2.12 Concrete Mixtures
Application
Parking
Garage
Slabs,
Beams, and
Columns


Exposure
Freeze/Thaw,
Deicing
Chemicals
ƒ΄c
5,000 psi
Nom. Max.
Agg. Size1
3/4”
Air
Content
6%3
Max. w/cm
by weight
Cementitious
Materials
Admix.
Max. water sol.
Cl ion in conc.,
% by wt of
cement
0.40
Limits on
cement4,
fly ash,
slag, and
silica fume5
See
section
2.5 D
0.15
Compressive strength, air content, maximum w/cm based on ACI 318 4.2
Freezing and thawing exposure.
Limits on SCMs based on ACI 318 4.2.3 for concrete exposed to deicing
chemicals:





Fly ash, 25% max
Slag, 50% max
Silica fume, 10% max
Total of fly ash, slag, and silica fume, 50% max
Total of fly ash and silica fume, 35% max
Exterior Slabs on Grade and Foundation Walls
Exposed to Freeze-Thaw and Sulfates
Table 2.12 Concrete Mixtures
Application
Exposure
Parking
Garage
Slabs on
grade,
Foundation
walls
Freeze/Thaw,
Deicing
Chemicals,
Sulfate
(moderate)


4,500 psi
1-1/2”
Air
Content
5-1/2
%3
Max.
w/cm by
weight
Cementitious
Materials
Admix.
Max. water
sol. Cl ion in
conc., % by wt
of cement
0.45
Limits on
cement4,
fly ash, slag,
and silica
fume5
No calcium
chloride
admixtures
0.30
Compressive strength, air content, maximum w/cm based on ACI 318 4.2 Freezing and
thawing exposure.
Limits on SCMs based on ACI 318 4.2.3 for concrete exposed to deicing chemicals:






ƒ΄c
Nom. Max.
Agg. Size1
Fly ash, 25% max
Slag, 50% max
Silica fume, 10% max
Total of fly ash, slag, and silica fume, 50% max
Total of fly ash and silica fume, 35% max
Limits on cement type, calcium chloride admixtures, strength, and w/cm are based on ACI
318 4.3 Sulfate exposure.

Type II, IP(MS), IS(MS), P(MS), I(PM)(MS), I(SM)(MS)
Possible additional requirements for parking
garage concrete


In addition to the requirements in table 2.12, concrete
mixtures proposed for parking garage slabs, beams, and
columns shall meet the following criteria:
RCPT (ASTM C 1202)



1500 coulombs 28 days (7 days moist plus 21 days in 100°F
water) for mixture qualification
Criteria for acceptance samples should be more lenient
 80% below 1500 coulombs, or
 95% below 2000 coulombs
Shrinkage (ASTM C 157)

0.06% (7-d moist cure, 28-d drying for mixture qualification
Possible additional requirements for parking
garage concrete

Determine if the aggregate is reactive:



Fails either ASTM C 1260 (14 day exp. < 0.10%) or C 1293 (1
years exp.< 0.04%)
Has a history
If reactive:

Use job materials and have producer demonstrate C 1567 (14
day expansion < 0.10%)
Concrete Mixtures (cont’d)

The installer and manufacturer shall coordinate to
establish properties of the fresh concrete to facilitate
placement and finishing with minimal segregation and
bleeding. Factors shall include but are not limited to
slump or slump flow, set time, method of placement,
rate of placement, hot and cold weather placement,
curing, and concrete temperature.
Bridge Deck
Freeze Thaw, Deicing Chemicals, Seawater
Table 2.12 Concrete Mixtures
Application
Bridge Deck

Exposure
Freeze/Thaw,
Deicing
Chemicals
ƒ΄c
5,000
psi
Nom.
Max.
Agg.
Size1
3/4”
Air
Content
Cementitious
Materials
6%
Limits on
fly ash,
slag, and
silica
fume
Admix.
See
section
2.5 D
Limits on SCMs:
 Fly ash, 25% max
 Slag, 50% max
 Silica fume, 10% max
 Total of fly ash, slag, and silica fume, 50% max
 Total of fly ash and silica fume, 35% max
Additional
Requirements
Additional
testing required
Additional Requirements


In addition to the requirements in table 2.12, concrete
mixtures proposed for bridge decks shall meet the
following criteria:
RCPT (ASTM C 1202)



1500 coulombs 28 days (7 days moist plus 21 days in 100°F
water) for mixture qualification
Criteria for acceptance samples should be more lenient
 80% below 1500 coulombs, or
 95% below 2000 coulombs
Shrinkage (ASTM C 157)

0.06% (7-d moist cure, 28-d drying for mixture qualification
Additional Requirements

Determine if the aggregate is reactive:



Fails either ASTM C 1260 (14 day exp. < 0.10%) or C 1293 (1
years exp.< 0.04%)
Has a history
If reactive:

Use job materials and have producer demonstrate C 1567 (14
day expansion < 0.10%)
Loading Dock Wall (marine)

Mass Concrete
 Freeze Thaw
 Deicing Chemicals
 Seawater
 Concerns





Mass concrete – minimize cement content and maximize SCM to
reduce temperatures
Marine – maximize SCM and minimize w/cm for corrosion
protection
Salt scaling – limit SCM dosage
Strength – is not an issue
Cementitious Material – enough to fill all the spaces around the
aggregate, 450 pcy for 1-1/2” aggregate
Loading Dock Wall - Mass Concrete, Freeze Thaw,
Deicing Chemicals, Seawater
Table 2.12 Concrete Mixtures
Application
Exposure
ƒ΄c
Loading
Dock Wall
Mass
Concrete,
Freeze/Thaw,
Deicing
Chemicals,
Seawater
4,000
psi


Nom.
Max.
Agg.
Size1
1-1/2”
Air
Content
Cementitious
Materials
5-1/2 %
Limits on
Cements
Admix.
See
section
2.5 D
Additional
Requirements
Additional
testing required
Limits on hydraulic cement – Portland Cement Type I
(although seawater is considered to have moderate sulfates,
corrosion is more critical so use Type I with SCMs)
No limits on SCMs
Additional Requirements


In addition to the requirements in table 2.12, concrete
mixtures proposed for loading dock wall shall meet the
following criteria:
RCPT (ASTM C 1202)


1500 coulombs 28 days (7 days moist plus 21 days in 100°F
water) for mixture qualification
Criteria for acceptance samples should be more lenient
 80% below 1500 coulombs, or
 95% below 2000 coulombs
Additional Requirements

Determine if the aggregate is reactive:



Fails either ASTM C 1260 (14 day exp. < 0.10%) or C 1293 (1
years exp.< 0.04%)
Has a history
If reactive:

Use job materials and have producer demonstrate C 1567 (14
day expansion < 0.10%)
Additional Requirements (cont’d)

During placement of the loading dock wall concrete, the
maximum differential temperature between the internal
concrete (center of wall) and the surface (2” below
surface) shall be 35 °F through the use of insulation
blankets, cooling the concrete, or other method.
 Minimum 7 day insulation blanket curing.
 Alternatively, the contractor may submit an alternative
temperature control plan.
The P2P Initiative
Specifying Concrete
for High Performance
Questions?