CIB LUNCHEON SEMINARTHURSDAY, MARCH 13, 2014

NEW YORK CITY 2014 DOB BUILDING CODE

• BY: CASIMIR J. BOGNACKI, PE CHIEF OF MATERIALS ENGINEERING

THE PORT AUTHORITY OF NY & NJ

NYC DOB

BUILDING CODE

PROPOSED CHANGES TO CHAPTER 19 - CONCRETE

NYC DOBBUILDING CODE

1901.4 CONSTRUCTION DOCUMENTS. THE CONSTRUCTION DOCUMENTS FOR STRUCTURAL CONCRETE CONSTRUCTION SHALL INCLUDE.

13. Areas of mass concrete where a thermal control plan is required.

1902.1 MASS CONCRETE. ANY VOLUME OF CONCRETE WITH DIMENSIONS LARGE ENOUGH TO REQUIRE THAT MEASURES BE TAKEN TO COPE WITH GENERATION OF HEAT FROM HYDRATION OF THE CEMENT AND ATTENDANT VOLUME CHANGE TO MINIMIZE CRACKING, REDUCTION OF COMPRESSIVE STRENGTH, AND/OR DELAYED ETTRENGITE FORMATION.

1905.2.4 MASS CONCRETE FOR AREAS OF HIGH-STRENGTH MASS CONCRETE, INCLUDING BUT NOT LIMITED TO 8000 PSI OR GREATER AND THE LEAST DIMENSION EQUAL TO OR GREATER THAN 36 INCHES, AS INDICATED ON THE CONSTRUCTION DOCUMENTS, A THERMAL CONTROL PLAN COMPLYING WITH ACI 301, SECTION 8.1 AND ACCEPTABLE TO THE ENGINEER OF RECORD SHALL BE SUBMITTED BY THE CONTRACTOR.

TEMPERATURE RESTRICTIONS ACI 301• THE MAXIMUM IN-PLACE TEMPERATURE IN INITIAL 24

HOURS IS 158 DEGREES F.

• THE MAXIMUM TEMPERATURE DIFFERENTIAL BETWEEN THE SURFACE AND CONCRETE CORE IS 35 DEGREES F.

1905.6.3.7 MASS CONCRETE

6. FOR MASS CONCRETE SECTIONS IDENTIFIED AS REQUIRING MONITORING, INSTALL TEMPERATURE DEVICES THAT ARE CAPABLE OF MEASURING THE TEMPERATURE OF THE CONCRETE CONTINUOUSLY AND RECORD TEMPERATURE DATA IN INCREMENTS THAT DO NOT EXCEED 30 MINUTES FOR A MINIMUM PERIOD OF SEVEN DAYS PER ACI 301, SECTION 8.3 OR AS OTHERWISE DIRECTED BY THE REGISTERED DESIGN PROFESSIONAL OF RECORD.

0 24 48 72 96 120 144 168 19240

60

80

100

120

140

160

April 15, 2008Thickness: 5'10" - Ambient Temp: mid 50's

outer

inner

core

Time (hrs)

Tem

p (F

)

0 24 48 72 96 120 144 168 19240

60

80

100

120

140

160

April 15, 2008Thickness: 4'6" - Ambient Temp: mid 50's

Core

Time (hours)

Tem

p (F

)

13,172 psi 14,983 psi 14,467 psi 14,212 psi 13,972 psi 13,331 psi 15,530 psi 16,673 psi6" 12" 18" 24" 30" 36" 42" 4"x8"

5,000

6,000

7,000

8,000

9,000

10,000

11,000

12,000

13,000

14,000

15,000

16,000

17,000

18,000

Field Core 1

Field Core 2

Field Core 3

Field Core 4

Field Core 5

Cylinders

Core Depth

Com

pres

sive

Str

engt

h (p

si)

Avg Core Strength: 14,100 psiCore Std Dev.: 1,849 psiAvg: Cylinder Strength: 16,673 psiCylinder Std Dev.: 879 psi

15% Strength Reduction

Core Comparison

4/15/08

CORE COMPARISON40

218.

5

4021

9

4021

9.5

4022

0

4022

0.5

4022

1

4022

1.5

4022

2

25

35

45

55

65

75

85

95

105

115

125

14,000 PSI

SW 1 @ 4" depthSW 2 @ coreSW 1 @ core

Axis Title

Tem

pera

ture

(deg

F)

5 FT.

5 FT.

5 FT.

1.3 FT.

• POUR DATE 2 -9-13• AVERAGE CORE STRENGTH AT 70 DAYS = 13,830 PSI• AVERAGE 56-DAY CYLINDER COMPRESSIVE STRENGTH = 14,210 PSI

ASTM C-31STANDARD PRACTICE FOR MAKING AND CURING CONCRETE TEST

SPECIMENS IN THE FIELD

10.1.2 INITIAL CURING“SPECIMENS SHALL BE STORED FOR A PERIOD UP TO 48 HOURS IN A TEMPERATURE RANGE FROM 60OF AND 80OF AND IN AN ENVIRONMENT PREVENTING MOISTURE LOSS FROM THE SPECIMENS. FOR CONCRETE MIXTURES WITH A SPECIFIED STRENGTH OF 6000 PSI OR GREATER, THE INITIAL CURING TEMPERATURE SHALL BE BETWEEN 68OF – 78OF”.

10.1.3.1 LABORATORY CURE

“CURE SPECIMENS WITH FREE WATER MAINTAINED ON THEIR SURFACES AT ALL TIMES AT A TEMPERATURE OF 73 + 3OF USING WATER STORAGE TANKS OR MOIST ROOMS.

ACI-305 – HOT WEATHER CONCRETE

SECTION 1.1 GENERAL

“IF THE INITIAL 24 HOUR CURING IS AT 100oF, THE 28-DAY COMPRESSIVE STRENGTH OF THE TEST SPECIMENS MAY BE 10% TO 15% LOWER THAN IF CURED AT THE REQUIRED ASTM C-31 CURING TEMPERATURE (Gaynor et al 1985). IF THE CYLINDERS ARE ALLOWED TO DRY AT EARLY AGES, STRENGTHS WILL BE REDUCED EVEN FURTHER (ccbedi 1987).”

MOCK-UPS – MIX DESIGNS

# 1 # 2 # 3 Cementitious Factor (lbs.) 1029 941 820

Cement Factor (lbs.) 695 682 300

Slag (lbs.)     367

Fly Ash, Class C (lbs.) 301 234 129

Silica Fume (lbs.) 33 25 24

Sand (lbs.) 1375 1457 1338

Stone- 57/67 (lbs.) 1080 1040 1143

Stone – 8 (lbs.) 450 500 490

W/C 0.25 0.29 0.27

Air Content (%) 1.9 2.6 1.7

Slump / Flow (in.) 10.75 9.75 (20)

Unit Weight C-39 (pcf) 154.5 151.7 155.6

14,000 PSI MOCK-UPS – CORE TEMPERATURE

60

80

100

120

140

160

180

200

0 24 48 72 96 120 144 168 192

Time (hrs)

Tem

pera

ture

(deg

F)

Block #1

Block #3

182OF

162°F

MOCK-UP CORE LOCATIONS

MOCK-UP BLOCK #1 – TOTAL CEMENTITIOUS 1,029 LBS.

VERTICAL HORIZONTAL

EDGE

CENTEREDGE INTERIOR

NUMBER OF CORES

10 * 10 7 6

AVG. COMPRESSIVE STRENGTH (psi)

12,320 12,880 12,560 12,870

COEFFICIENT OF VARIATION (%)

6.70 6.00 5.60 2.80

AVG. CORE STRENGTH 12,640 PSI @ 221 DAYSAVG. CYLINDER STRENGTH 18,140 PSI @ 56 DAYSMAXIMUM CURING TEMPERTURE 182OF @ 30 HOURSPERCENT REDUCTION IN COMPRESSIVE STRENGTH 30%

*TESTED AT 173 DAYS

MOCK-UP – TOTAL CEMENTITIOUS = 820 LBS.

VERTICAL HORIZONTALEDGE CENTER EDGE INTERIOR

# OF CORES 8 9 7 7AVG. COMPRESSIVE STRENGTH (psi)

15,780 15,570 16,380 15,470

COEFFICIENT OF VARIATION (%)

5.7 3.8 4.2 5.4

AVERAGE CORE STRENGTH 15,780 psi @ 221 DAYSAVERAGE CYCLE STRENGTH 17,290 psi @ 56 DAYSMAXIMUM CURING TEMPERATURE 162OF @ 30 HOURSPERCENT REDUCTION IN COMPRESSIVE STRENGTH 9%

Block#

Standard Cylinders Cylinders Cast In-Slab Cores

PSI Avg PSI

Within test Std. Dev.

Within-test CV %

PSI Avg. PSI

Within-test Std.

Dev.

Within-test CV

%PSI Avg

PSIWithin-

test Std. Dev.

Within-test CV

%

Normal

15011 14450 **see note

577 3.7513755

13260 950 6.8015979

16020 393 2.5613645 13645 15779

14685 12365 16300

Dry16202

15540 577 3.7511617

13390 950 6.8014472

14600 393 2.5615398 14753 1446415033 13790 14868

16015738

15780 577 3.7514722

14610 950 6.8015420

15810 393 2.5616306 14458 1597515295 14650 16041

19015557

15740 475 3.0913806

14640 950 6.8015573

14980 393 2.5615922 15451 14460  14652 14898

Avg 15790***15380 13970 15350

Std. Dev 629 754 673CV 4.09% 5.40% 4.39%** CYLINDER RESULTS ARE MISLEADING***AVERAGE DOES NOT INCLUDE THE 14,450 PSI

CEMENTITIOUS MATERIALSMAXIMUM PERCENT OF TOTAL

CEMENTITIOUS MATERAILS BY WEIGHT a,bFly ash of other pozzolans conforming to ASTM C 618 25 dSlag conforming to ASTM C 989 50Silica Fume conforming to ASTM C 1240 10Total of fly ash or other pozzolans, slag and silica fume 50 c, dTotal of fly ash or other pozzolans and silica fume 35 c, da. The total cementitious material also includes ASTM C 150; ASTM C 595, ASTM C 845, and ASTM C 1157

cement.b. The maximum percentages shall include:

1. Fly ash or other pozzolans present in Type IP or I (PM) blended cement, ASTM C 595, or ASTM C 1157.2. Slag used in the manufacture of an IS or I (SM) blended cement, ASTM C 595, or ASTM C 1157.3. Silica fume, ASTM C 1240, present in a blended cement.

c. Fly ash or other pozzolans and silica fume shall constitute no more than 25-35 and 10 percent, respectively, of the total weight of the cementitious materials.

d. Amount of fly ash or other pozzolans conforming to ASTM C 618 in a given concrete mixture can be increased to 35% provided that the concrete is not placed during cold weather as defined by ACI 306 or the concrete is membrane cured and protected from freezing until the concrete has attained 3,500 psi {{{Concrete panel: proposed increase in line with recommendations of Mayor’s green Codes Task Force allowing for an increase in the amount of fly ash when concrete is not placed during cold weather. Concrete panel identified past research papers where 35% or more fly ash content was used successfully.}}}

CONCRETE BC 19 - INSPECTION REQUIREMENTS. PANEL AGREES AND WILL CONSIDER WITH CHAPTER 17)

TABLE 1904. 2REQUIREMENT FOR CONCRETE EXPOSED TO DEICING CHEMICALS

TABLE 1904. 3MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f’c)

TYPE OR LOCATION OF CONCRETE CONSTRUCTION

MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f’c at 28 days, psi

Basement walls, foundation walls, exterior walls and other vertical concrete surfaces, basement slabs, interior slabs on grade except for garage floor slabs, and foundations not exposed to the weather.

3000 a

Driveways, curbs, walks, patios, porches, carport slabs, steps and other flatwork exposed to the weather, and garage floor slabs.

3500 b, c

Structural concrete exposed to weather.4500

w/c = .45

a. Concrete is these locations that can be subjected to freezing and thawing during construction shall be of air-entrained concrete in accordance with Section 1904.1.

b. Concrete shall be air-entrained in accordance with Section 1904.3.c. Structural plain concrete basement walls are exempt from the requirements for special exposure

conditions of Section 1904.3 (see Section 1909.6.1)

TABLE 1904.3 IS APPLICABLE FOR OCCUPANCIES AND OCCUPANCIES AND APPURTENANGES THERE TO IN GROUP R OCCUPANCIES THAT ARE BUILDING LESS THAN FOUR STORIES ABOVE GRADE.

1905.6.2.1 MINIMUM FREQUENCYSAMPLES FOR STRENGTH TESTS FOR THE FIRST 250 CU.YDS. OF EACH CLASS OF CONCRETE PLACED SHALL BE TAKEN NOT LESS THAN ONCE A DAY, NOR LESS THAN ONCE FOR EACH 50 CU.YDS.OF CONCRETE, NOR LESS THAN ONCE FOR EACH 5000 SQ.FT. OF SURFACE AREA FOR SLABS OR WALLS UP TO 250 CU.YDS. IN A SINGLE DAY, AND ONCE PER 150 CU.YDS THEREAFTER.

FOR STRUCTURAL CONCRETE EXPOSED TO EXPOSURE CLASS C2*, ADDITIONAL FIELD TESTING OF THE CONCRETE FOR WATER CONTENT PER AASHTO T-318 SHALL BE REQUIRED. AT THE DISCRETION OF THE REGISTERED DESIGN PROFESSIONAL OF RECORD, THE FREQUENCY OF TESTING CAN BE REDUCED, BUT NOT LESS THAN ONCE FOR EACH 150 CU.YDS.

*CLASS C2 AS DEFINED IN ACI 318, SECTION 4.3, REINFORCED CONCRETE EXPOSED TO CLORIDES.

1905.6.2.4 STRENGTH TEST

A STRENGTH TEST SHALL BE THE AVERAGE OF THE STRENGTH OF TWO 6” X 12” OR 4” X 8” CYLINDERS MADE FROM THE SAME SAMPLE OF CONCRETE AND TESTED AT 28 DAYS OR AT THE TEST AGE, DESIGNATED FURTHER DETERMINATION OF f’c

1905.9.1 METHOD OF CONVEYANCE

CONCRETE SHALL BE CONVEYED FROM THE MIXER TO THE PLACE OF FINAL DEPOSIT BY METHODS THAT WILL PREVENT SEPARATION OR LOSS OF MATERIALS THAT MAY ALTER THE PROPERTIES OF THE CONCRETE DELIVERED. CYLINDERS SHALL BE MADE AT THE TRUCK OR AT THE POINT OF PLACEMENT TO DETERMINE THE QUALITY OF CONCRETE, AT THE DISCRETION OF THE SPECIAL INSPECTION AGENCY OR THE REGISTERED DESIGN PROFESSIONAL OF RECORD.

SHOTCRETE1913.5 PRECONSTRUCTION TESTS

A TEST PANEL SHALL BE SHOT BY EACH NOZZLEMAN AND THEN CURED, CORED OR SAWED, EXAMINED AND TESTED PRIOR TO COMMENCEMENT OF THE PROJECT. THE SAMPLE PANEL SHALL BE REPRESENTATIVE OF THE PROJECT AND SIMULATE JOB CONDITIONS AS CLOSELY AS POSSIBLE. THE PANEL THICKNESS AND REINFORCING SHALL REPRODUCE THE THICKEST AND MOST CONGESTED AREA SPECIFIED IN THE STRUCTURAL DESIGN.

CORES TAKEN FROM THE TEST PANEL SHALL BE USED TO DEMONSTRATE THAT THE PROPOSED MIX DESIGN MEETS THE REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS AND THIS CODE. ALL SAMPLINE AND TESTING OF SHOTCRETE SHALL BE PERFORMED BY A LICENSED CONCRETE TESTING LABORATORY, CONSTRUCTION OF THE TEST PANELS SHALL BE WITNESSED BY THE SPECIAL INSPECTION AGENCY RESPONSIBLE FOR THE SHOTCRETE CONSTRUCTION.

1913.1.1: QUALIFICATIONS. NOZZELMAN SHALL BE ACI CERTIFIED

1913.5.1: SAMPLING AND TESTING. SIX CORE SAMPLES SHALL BE OBTAINED FROM EACH PRECONSTRUCTION TEST PANEL.

1. THREE SPECIMENS WITH NO REINFORCING STEEL SHALL BE SAMPLED AND PREPARED IN ACCORDANCE WITH ASTM C-42.

2.THREE SAMPLES WITH REINFORCING STEEL.

1913.5.3 EVALUATION OF STRENGTH TESTS

THE SHOTCRETE TEST PANEL STRENGTH SHALL BE DEEMED ACCEPTIBLE IF THE MEAN COMPRESSIVE STRENGTH OF THE SET OF THREE CORES SHALL EQUAL OR EXCEED f’c WITH NO INDIVIDUAL CORES LESS THAN .75 f’c.

1913.5.4: VISUAL GRADING OF CORES

CORE SAMPLES AND/OR TEST PANELS SHALL BE CUT WITH REINFORCING STEEL AND SHALL BE VISUALLY EVALUATED BY THE REGISTERED DESIGN PROFESSIONAL OF RECORD OR A REGISTERED DESIGN PROFESSIONAL ACCEPTABLE TO THE REGISTERED DESIGN PROFESSIONAL OF RECORD FOR THE STRUCTURAL DESIGN. THE NOZZLEMAN SHALL NOT PROCEED WITH WORK IF CORES AND/OR SECTIONS CUT SHOW THE REBAR NOT TO BE ENCAPSULATED WITH CONRETE TO THE SATISFACTION OF THE REGISTERED DESIGN PROFESSIONAL OF RECORD.

1913.10.1 SAMPLING

SPECIMENS SHALL BE TAKEN FROM THE IN-PLACE WORK AND SHALL BE TAKEN AT LEAST ONCE EACH SHIFT, BUT NOT LESS THAN THREE CORES FOR EACH 50 CU.YDS. OF SHOTCRETE WITH THE APPROVAL OF THE REGISTERED DESIGN PROFESSIONAL OF RECORD. WHEN IN-PLACE CORES ARE NOT FEASIBLE DUE TO REBAR SPACING, PANELS WILL BE SHOT IN THE SAME POSITION AS THE WORK REPRESENTED. ONE PANEL SHALL BE CAST FOR EACH 50 CU.YDS. OF CONCRETE AND THREE CORES TAKEN PER ASTM C42.

SHOTCRETE – 8000 PSIMIX PROPORTION

CEMENT (LBS.) 225 GGBFS (LBS.) 525 SILICA FUME (LBS.) 100 FINE AGG. (LBS.) 1810

COARSE AGG. (LBS.) 985 WATER (LBS.) 298 WATER REDUCER (OZ.) 20 HRWR (OZ.) 80 AIR (%) 3 SLUMP (IN.) 3 W/C .35 UNIT WEIGHT PCF 144.9

SHOTCRETE 8000 PSIFIELD TEST RESULTS

*COMPRESSIVE STRENGTH 12160 PSI

AIR 5.3%SLUMP 4 INCHES

W/C .34UNIT WT. 141.0 PCF

*56-DAY CYLINDER RESULTS

56-DAY COMPRESSIVE STRENGTH (psi)

The difference between cylinders and box cores is 1720 or 14%;

The difference between box cores and in-situ cores is 1560 or 15%;

The difference between in-site cores and cylinders is 3280 or 27%.

CYLINDERS BOX CORES IN-SITU CORES

AVERAGE 12160 10440 8880

ACI 318-11 - APPENDIX D

D.9.2.2.

INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM.

CERTICATION SHALL INCLUDE WRITTEN AND PERFORMANCE TESTS IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLED CERTIFICATION PROGRAM OR EQUIVALENT.

THANK YOU!!!