A111D5 b 4 4 7

NATL INST OF STANDARDS & TECH R.I.C.

All 102644070

McLean, David l/Punchlng shear reslstanc QC100 .1156 NO.86-3454 1986 V19 C.1 NBS-P

NBS

PUBLICATIONS

Punching Shear Resistance of

Lightweight Concrete Offshore

Structures for the Arctic:

1 /25-Scale Model Study

David I. McLean

H.S. Lew

Long T. Phan

Hae In Kim

U.S. DEPARTMENT OF COMMERCE

National Bureau of Standards

Center for Building Technology

Gaithersburg, MD 20899

September 1986

U.S. DEPARTMENT OF COMMERCE

NATIONAL BUREAU OF STANDARDS

-QC

100

- U 5 6

# 86-3454

1986

RESEARCH

information CENTER

NBSIR 86-3454 $L\ 00

. (jS

PUNCHING SHEAR RESISTANCE OF

LIGHTWEIGHT CONCRETE OFFSHORE

STRUCTURES FOR THE ARCTIC:

1/25-SCALE MODEL STUDY

m. %

mu

David I. McLean

H.S. Lew

Long T. Phan

Hae In Kim

U.S. DEPARTMENT OF COMMERCE

National Bureau of Standards

Center for Building Technology

Gaithersburg, MD 20899

September 1986

U.S. DEPARTMENT OF COMMERCE, Malcolm Baldrige, Secretary

NATIONAL BUREAU OF STANDARDS. Ernest Ambler. Director

ABSTRACT

The punching shear resistance of lightweight concrete offshore

structures for the Arctic is being investigated at the National Bureau of

Standards on behalf of The Minerals Management Service of the U.S.

Department of the Interior in cooperation with the following U.S. oil

companies: Chevron Corporation, Exxon Production Research Company, Mobil

Research and Development Corporation, and Sohio Petroleum Company. This

report presents results of a 1/25-scale model study investigating the

* punching shear behavior of both plate and shell specimens. The study was

undertaken to provide guidance for the selection of parameters for use in a

larger, 1/6-scale, testing program. Initial tests on 1/6-scale plate

specimens resulted in a complex combined punching and beam shear failure.

The 1/25-scale models were capable of qualitatively replicating the failure

mechanism that occurred in the initial 1/6-scale plate tests, and parameters

were adjusted in the 1/25-scale specimens until a primarily punching shear

failure was obtained in these specimens. Some quantitative agreement was

also observed between the 1/25-scale and 1/6-scale tests. Recommendations

are made for the 1 /6-scale testing program.

Keywords: Arctic environment; 'experimental investigation; lightweight

concrete; offshore structure; punching shear; reinforced concrete; smallscale model

n

PREFACE

In 1984, a project was initiated at the National Bureau of Standards to

study the performance of offshore concrete structures in the Arctic. An

inital experimental program to study the punching shear behavior of

lightweight concrete structures was developed with the financial and

technical support of the following organizations:

- The Minerals Management Service, Department of the Interior;

- Chevron Corporation;

- Exxon Production Research Company;

- Mobil Research and Development Corporation;

- Shell Oil Company; and

- Sohio Petroleum Company.

The authors gratefully acknowledge the cooperation, support, and

guidance provided by an advisory group formed by the project sponsors . The

authors also acknowledge the consultation and technical contributions made

to this project by Professor Richard N. White of Cornell University.

Any opinions, findings, and conclusions or recommendations expressed in

this report are those of the authors and do not necessarily reflect the

views of the sponsors of this project

iii
SI CONVERSION UNITS

In view of the present accepted practice in structural engineering,

common units of measurements were used throughout this publication. In

recognition of the position of the United States as a signatory to the

General Conference on Weights and Measures, which gave official status to

the International System of Units (SI) in 1960, the table below is presented

to facilitate conversion to SI units.

TABLE OF CONVERSION FACTORS TO SI UNITS

SI Units APPrQx . Conversion

Length inch (in) meter (m) 1 in = 0.0254 m*

foot (ft) meter (m) 1 ft = 0.3048 m

Area in 2 m

2

1 in 2 = 0.000645 m

ft 2 m

2

1 ft 2 = 0.0929 m

2

Force pound (lbf) newton (N) 1 lbf = 4.48 N

kip newton (N) 1 kip = 4.48 kN

Pressure or lbf/in 2 (psi) N/m 2 (Pa) 1 psi = 6895 Pa

Stress kip/in 2 (ksi) N/m2 (Pa) 1 ksi = 6.895 MPa

Exact

IV
TABLE OF CONTENTS

Page

Abstract ii

Preface • . iii

Conversion Table iv

List of Tables vi

List of Figures vii

CHAPTER 1: INTRODUCTION 1

1.1 Introduction 1 1.2 Objectives and Scope 2

CHAPTER 2: INITIAL 1 /6-SCALE TESTS 3

2.1 Introduction 3 2.2 1/6-Scale Experimental Program 3

2.3 “Results and Observations of the Initial 1/6-Scale Tests .... 5

CHAPTER 3: 1 /25-SCALE EXPERIMENTAL PROGRAM 10

3.1 Introduction 10

3.2 Model Materials 10

3.2.1 Model Concrete 10

3.2.2 Model Reinforcement 11

3.3 Fabrication of the Specimens 12

3.4 Testing Procedure 13

CHAPTER 4: 1 /25-SCALE TEST RESULTS 19

4.1 Introduction 19

4.2 Comparison With the Initial 1/6-Scale Tests 19

4.3 Results of the Plate Specimen Tests 20

4.4 Results of the Shell Specimen Tests 22

4.5 Other Observations 23

CHAPTER 5: SUMMARY, CONCLUSIONS, AND RECOMMENDATIONS 42

5 .1 Summary 42

5.2 Conclusions and Recommendations 43

BIBLIOGRAPHY 45

v
LIST OF TABLES

Page

2.1 Summary of initial 1/6-scale plate tests

4.1 Summary of 1/25-scale tests 25

vi
LIST OF FIGURES

Page

2.1 Concrete ice wall and test specimen configurations 8

2.2 Initial 1/6-scale plate specimen dimensions 8

2.3 Cracks in a failed 1/6-scale plate specimen: a) underside;

and b) transverse cross-section 9

3.1 A typical stress-strain curve for the gypsum model concrete 15

3.2 Close-up of the commercially-deformed model reinforcement

showing the surface deformations 16

3.3 A typical stress-strain curve for the model reinforcement 16

3.4 Test setup for the 1/25-scale plate specimens 17

3.5 Test setup for the 1/25-scale shell specimens 18

4.1 Cracks in Specimen No . 1 : a) transverse cross-section; and

b) span cross-section on half the specimen 26

4.2 Cracks in Specimen No. 2: a) transverse cross-section; and

b) span cross-section on half the specimen 27

4.3 Cracks in Specimen No. 3: a) transverse cross-section; and

b) span cross-section on half the specimen 28

4.4 Cracks in Specimen No. 4: a) transverse cross-section; and

b) span cross-section on half the specimen 29

4.5 Cracks in Specimen No. 5: a) transverse cross-section; and

b) span cross-section on half the specimen 30

4.6 Cracks in Specimen No. 6: a) underside; b)transverse crosssection; and c) span cross-section on half the specimen 31

4.7 Cracks in Specimen No . 7 : a) underside; b) transverse crosssection; and c) span cross-section on half the specimen 32

4.8 Cracks in Specimen No. 8: a) transverse cross-section on half

the specimen; and b) span cross-section 33

4.9 Cracks in Specimen No. 9: a) underside; b) transverse crosssection on half the specimen; and c) span cross-section 34

4.10 Cracks in Specimen No. 10: a) underside; b) transverse crosssection on half the specimen; and c) span cross-section 35

vii
4.11 Variation in contact pressure at the ultimate load with changes

in the area of loading for the 1/25-scale plate specimens 36

4.12 Load-deflection curve for Specimen No. 1 37

4.13 Load-deflection curve for Specimen No. 2 37

4.14 Load-deflection curve for Specimen No. 3 38

4.15 Load-deflection curve for Specimen No. 4 38

4.16 Load-deflection curve for Specimen No. 5 39

4.17 Load-deflection curve for Specimen No. 6 39

4.18 Load-deflection curve for Specimen No. 7 40

4.19 Load-deflection curve for Specimen No. 8 40

4.20 Load-deflection curve for Specimen No. 9 41

4.21 Load-deflection curve for Specimen No. 10 41

viii
CHAPTER 1

INTRODUCTION

1.1 INTRODUCTION

The outer perimeter walls of Arctic offshore structures must withstand

tremendous ice loads, and a possible failure mode of these walls is punching

shear. Provisions in existing standards pertaining to punching shear

resistance have been derived from tests on thin and lightly reinforced

sections. The increased thickness, large amounts of both flexure and shear

reinforcement, and the possible presence of in-plane compression resulting

from arch action and prestressing brings into question the applicability of

current code provisions. A major part of the current study is to

investigate experimentally the punching shear resistance of heavily

reinforced, high-strength, lightweight concrete slab and shell sections

representative of structures proposed for use in the offshore regions of the

Arctic

For the main part of this experimental program, models with a scale

factor of 1/6 were selected for study. In the course of selecting

parameters, it became apparent that available analytical techniques were not

adequate for predicting the ultimate strength behavior of the reinforced

concrete test specimens. Yet, knowing the ultimate strength behavior of the

specimens is vital (as was shown in the initial tests conducted on 1/6-scale

specimens) in order to select parameters for a successful punching shear

test. To gain this needed information on the ultimate strength behavior of

the 1/6-scale specimens, a series of tests were conducted on 1/25-scale

specimens

1
2

1.2 OBJECTIVES AND SCOPE

The objectives of the 1/25-scale model study are:

1) to study the effect of various parameters on the failure mechanism

in the specimens, and to gain increased insight into the nature of punching

shear failures; and

2) to select parameters for use in the 1/6-scale testing program that

will produce the desired punching shear mode of failure in the specimens.

Chapter 2 discusses results of two initial punching tests conducted on

1/6-scale plate specimens. The testing procedure for the 1/6-scale

specimens is briefly reviewed. The mode of failure in the two specimens is

discussed .

Chapter 3 presents details of the experimental program for the 1/25-

scale specimens. Model materials, fabrication, and test setup are

discussed

Chapter 4 discusses the results obtained from the tests on the 1/25-

scale specimens. A comparison is made between the initial 1/6-scale tests

and a comparable 1/25-scale plate specimen. Results of the tests on a total

of seven plates and three shells are presented.

Chapter 5 summarizes results of the 1/25-scale tests. Conclusions that

were reached on the effect of parameters investigated in this study and

recommendations for the 1/6-scale testing program are discussed.
CHAPTER 2

INITIAL 1 /6-SCALE TESTS

2.1 INTRODUCTION

Before discussing the 1/25-scale testing program, results of two tests

on 1/6-scale plate specimens are presented. These tests were originally

conducted as part of the 1/6-scale testing program investigating punching

shear strength. However, upon completion of these initial tests, it was

observed that a clear-cut punching shear failure was not taking place in the

specimens. Rather, a complex interaction of failure modes was occurring.

This chapter presents details and results of the two initial 1/6-scale

tests .

2.2 1 /6-SCALE EXPERIMENTAL PROGRAM

Two general configurations of perimeter walls of Arctic offshore

structures were targeted for investigation in this study: one with a flat

outer surface and the other with a curved outer surface (see figure 2.1).

For the flat wall configuration, a three-span section was isolated for

study, with load being applied at the center of the middle span (figure

2.1). For the curved configuration, a single-span section was chosen with

load being applied at the center of the span (figure 2.1).

A survey of available literature [1] indicates that spans in Arctic

offshore structures range from 16 to 25 ft. Thicknesses of the perimeter

walls vary from 2 to 5 ft, with the thicker dimensions occurring in

structures with a flat wall configuration. Flexural reinforcing ratios

range from 1 to 2.5 percent (each way and in each face), and shear

3
4

reinforcing ratios as high as 1 percent have been reported. For the initial

1/6-scale plate tests, the following prototype dimensions and reinforcing

ratios were selected:

- a span of 20 ft;

- a wall thickness of 3.5 ft;

- a flexural reinforcing ratio of 2.5 percent; and

- for the initial tests, no shear reinforcement.

Selection of an area of loading for the specimens was based on

consideration of several factors. The area of loading should be selected

such that, at failure, the contact pressures are within the range of ice

pressures that might develop on real structures (500 to 3500 psi [1]). The

area of loading must also be selected so that a punching shear failure

results and interaction with other failure modes is minimized. A prototype

2 area of loading of 25 ft was selected for the initial plate tests.

A detailed discussion of the procedure used for selecting the

dimensions and boundary conditions of the test specimens and the area of

loading to be used in the tests can be found in reference 2.

Since the intent of both the 1/6-scale and the 1/25-scale model studies

is to observe the punching shear behavior of the plate and shell specimens

through failure, ultimate strength models are required. Ultimate strength

reinforced concrete models are geometrically similar to the prototype, both

.internally and externally, and loads must be applied to the models in the

same manner as it is to the prototype. In addition, the model materials

must simulate the inelastic, nonlinear compressive and tensile nature of the

concrete and also the strength and bond characteristics of the steel
5

reinforcement. A discussion of general similitude theory and more detailed

information on reinforced concrete models can be found in references 3-5.

A scale factor of 1/6 was selected for this experimental investigation.

This scale allows conventional reinforcing steel to be used for the model

reinforcement and Portland cement concrete for the model concrete. The

model concrete for the 1/6-scale testing program consisted of the following:

Portland cement, Type I 800 lb /yd

Solite lightweight aggregate,

1/2 in maximum size,

saturated, surface dry

1025 lb/yd

concrete sand 1025 lb/yd

Corrocem^ 96 lb /yd

water 269 lb /yd

air-entraining agent 30 oz/yd

This mix results in a compressive strength of 7000 psi in about 14 days.

Dimensions of the initial 1/6-scale plate specimens are given in figure 2.2.

The specimens were tested using a large hydraulic testing machine with a 12

million-pound load capacity.

2.3 RESULTS AND OBSERVATIONS OF THE INITIAL 1 /6-SCALE TESTS

Results of the two initial 1/6-scale plate tests are summarized in

table 2.1. Figure 2.3 shows the underside and a cross-section across the

transverse direction of one of the failed specimens. This figure shows only

Corrocem is a concrete additive manufactured by Norcem Concrete

Products, Inc. of Long Island City, New York. The product is 85% by weight

silica fume, and the remaining 15% is a proprietary additive used to improve

workability
6

one of the two specimens; however, no significant differences in the failure

mechanism or crack patterns occurred in the two specimens.

Several observations can be made about the failed specimens:

1) Shear cracks produced by the load propagated along the flexural

steel layers and came out the sides of the specimen rather than penetrating

through to the bottom surface resulting in a partial delamination of the

specimen along the reinforcing layers. This was probably a result of the

large amount of flexural reinforcement present.

2) Cracks developed along the supports and intersected with the shear

cracks developing around the concentrated load. This support interaction

may have had an effect on both the failure load and the failure mechanism.

3) From an examination of the cracks in the failed specimens, it

appeared that a complex combined punching and beam shear failure occurred.

This probably caused the specimens to fail at a lower load than if only a

punching shear failure had occurred.

The 1/25-scale testing program was initiated in an attempt to eliminate

these deleterious aspects and to select parameters that would lead to a more

clear-cut punching shear failure in the 1/6-scale specimens.
7

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Plan View of Typical Ice Wall Configuration*

Figure 2.1 Concrete ice wall and test specimen configurations

All Dimensions in inches

Figure 2.2 Initial 1/6-scale plate specimen dimensions.
9

(b)

b;

Figure 2.3 Cracks in a failed 1/6-scale plate specimen: a) underside- transverse cross-section. ersiae, and
CHAPTER 3

1 /25-SCALE EXPERIMENTAL PROGRAM

3.1 INTRODUCTION

The objectives of the 1/25-scale testing program are to study the

effect of various parameters on the failure mechanism in the specimens and

to provide guidance for the selection of parameters for the 1/6-scale tests.

Both plate and shell 1/25-scale specimens were tested. The scale factor of

1/25 was selected to allow tests to be conducted on a much reduced scale,

resulting in a savings of time and money. The 1/25-scale models should

adhere to the same similitude requirements that were discussed in Chapter 2

for the 1/6-scale models. However, the 1/25-scale reinforced concrete

models will exhibit significant size effects, limiting the applicability of

numerical results from this study. These size effects are the reason it is

necessary to test larger-scale models, i.e. 1/6-scale, in the main testing

program. However, despite the fact that size effects are present, the

objectives of the 1/25-scale study can be met by examining the results in a

qualitative sense.

3.2 MODEL MATERIALS

3.2.1 Model Concrete

A gypsum model concrete was used for the 1/25-scale specimens. Gypsum

concrete gives a reasonable representation of both the compressive and

tensile properties of normal Portland cement concrete, but has the advantage

of reaching the design strength 24 hours after casting. Further drying of

the model results in a brittle behavior and thus the gypsum model must be

10
11

tested at 24 hours or the surface must be sealed to prevent drying from

occurring beyond 24 hours. The model mix consisted of gypsum, sand, and

water mixed in a ratio of 1:1:0.31, respectively. Sodium citrate was added

as a retarder to increase working time. This mix resulted in a compressive

strength of approximately 3000 psi. Compressive strengths were determined

using 2 in by 4 in compressive cylinders tested at the same time as the

specimen. A typical stress-strain curve is shown in figure 3.1.

The model concrete for the 1/25-scale specimens was different from the

model concrete for the 1/6-scale specimens in at least three ways.

1) Gypsum was used instead of Portland cement. Apart from resulting in

a lower compressive strength (see Item No. 3 below), use of gypsum probably

did not result in any other significant differences in overall behavior.

2) Sand was used for the aggregate; there was no coarse aggregate, in

particular, there was no lightweight coarse aggregate. Using only sand in

the mix resulted in a different aggregate interlock component of shear

transfer in the 1/25-scale models than was present in the 1/6-scale models.

3) The compressive strength of the 1/25-scale model concrete was

approximately 3000 psi in comparison to 7000 psi for the 1/6-scale model

concrete. This has the effect of lowering the apparent strength of the

1/25-scale models relative to the 1/6-scale models.

Additionally, size effects are greater in the 1/25-scale models, which,

in contrast to Item No. 3 above, has the effect of increasing the apparent

strength of the 1/25-scale models relative to the 1/6-scale models.

3.2.2 Model Reinforcement

Reinforcing steel in the 1/25-scale models consisted of commercially-
12

deformed, annealed wires with a diameter of 0.118 in (see figure 3.2). The

yield stress of the wire, determined from tensile tests, was approximately

57 ksi. A typical stress-strain curve is shown in figure 3.3. The

characteristics of the 1/25-scale model reinforcement were nearly identical

to those of the ASTM Grade 60 reinforcing steel used in the 1/6-scale

models .

3.3 FABRICATION OF THE SPECIMENS

The form for the plate specimens was made of high density, plastic

coated plywood which was selected because of its strength, durability, nonstick properties, and machineability . The form was made to allow casting of

the plate specimens in the horizontal position. The plywood was coated with

a thin coat of oil to facilitate stripping of the form. Seven plate

specimens were cast using the same form. Forms for the shell specimens were

made from sections of Sonotube paper column forms of various radii. Casting

of the shell specimens was in the vertical position. High density, plastic

coated plywood was used for the bottom and sides of the forms. The inside

of the forms was lightly coated with wax prior to casting. Each shell form

could be used only once as stripping destroyed the forms. Forms for the

compression cylinders were commercially-manufactured 2 in by 4 in paper

molds coated with wax.

Curved reinforcement for the shell specimens was fabricated by bending

the bars around a steel cylinder of approximately the same radius as that

desired for the reinforcement. For both the plate and shell specimens,

epoxy was used at the intersections of the steel bars to hold the cage
13

together. Spacers were used to position the steel layers in their correct

location in the forms.

The gypsum model concrete was mixed in a small Hobart mixer. The wet

concrete was immediately placed in the forms, and the forms were then

vibrated externally with an electric vibrator. The forms were removed

approximately 4 hours after casting, and 20 hours later the specimens were

tested

3.4 TESTING PROCEDURE

Tests on the 1/25-scale plate and shell specimens were performed using

a Baldwin hydraulic testing machine at NBS . The test setup for the plate

specimens is shown in figure 3.4. The interior supports for the plate

specimens consisted of 1 in-diameter steel bars, while the outer supports

consisted of 1 in-diameter half-round steel bars restrained with C-clamps to

the testing table. A 0.75 in by 0.25 in steel plate was inserted between

each support and the plate specimen to transfer the load from the specimen

into the supports. Load was applied to the plate specimens through a steel

cylinder, with a 0.125 in-thick layer of leather inserted between the

cylinder and the specimen. This test setup was very similar to that used

for the initial 1/6-scale plate tests.

The test setup for the 1/25-scale shell specimens is shown in figure

3.5. The specimens were tested in a specially fabricated testing frame.

Three 0.75 in-thick steel plates were welded together to make the frame.

Two 1 in-diameter steel bars were welded to the inclined plates to form the

supports for the shell specimens. Steel angles, 0.25 in thick, were

inserted between the round bars and the specimen to distribute load from the
14

supports into the specimen. Load was applied using the same system as was

used for the plate specimens, except that the surface of the loading

cylinder was machined to approximately the same radius as that of the shell

specimen being tested. This test setup is similar to that anticipated for

use in the 1/6-scale shell tests.

Deflections were monitored in both the plate and shell specimens using

a dial gage. Rotations of the shell testing frame were monitored using an

inclinometer

After testing, the specimens were sectioned with a masonry saw to

expose the internal cracking. The plate specimens were sectioned in the

transverse direction at the centerline of the specimen. One of the

remaining halves was then sectioned in the span direction along its

centerline. The shell specimens were sectioned in the span direction at the

centerline, and then one of the remaining halves was sectioned in the

transverse direction.
STRESS

(psi)

15

Figure 3.1 A typical stress-strain curve for the gypsum model concrete.
STRESS

(ksi)

16

Figure 3.2 Close-up of the commercially-deformed model reinforcement

showing the surface deformations.

STRAIN

Figure 3.3 A typical stess-strain curve for the model reinforcement.
I

Hi

17

Test setup for the 1/25-scale plate specimensFigure 3.4
18

Figure 3.5 Test setup for the 1/25-scale shell spec imens
CHAPTER 4

1 /25-SCALE TEST RESULTS

4.1 INTRODUCTION

This chapter presents results of the tests on the 1/25-scale specimens.

A total of seven plate and three shell specimens were tested. However,

before discussing these results, a comparison is made between the initial

1/6-scale tests and a comparable 1/25-scale plate specimen.

4.2 COMPARISON WITH THE INITIAL 1 /6-SCALE TESTS

The first 1/25-scale plate specimen tested was a scaled version of the

initial 1/6-scale specimens. The purpose of this first test was to see if a

1/25-scale specimen could replicate the failure mechanism that developed in

the 1/6-scale specimens. Figure 4.1 shows the failed 1/25-scale plate

specimen. Cracks propagated along the flexural steel layers and came out

the sides of the specimen. Cracks developed along the supports interacting

with the punching shear cracks, and a combined punching and beam shear

failure appears to have occurred. Thus, at least in a qualitative sense,

the failure mechanism was nearly identical to that observed in the 1/6-scale

tests .

It is also interesting to note that the failure load for the 1/25-

scale model was 7980 lb. Using similitude laws, this load can be scaled up

to predict a failure load in a 1/6-scale specimen of 143 kips. In the

actual 1/6-scale tests, the average failure load was 123 kips. Thus, in

addition to qualitative agreement, some quantitative agreement also exists

between the 1/25-scale and 1/6-scale tests. This quantitative agreement

19
20

should be viewed as more of coincidence than design. In general, smallscale reinforced concrete models, such as 1/25-scale, will not yield good

numerical comparisons with prototype, or in this case larger-scale , tests.

4.3 RESULTS OF THE PLATE SPECIMEN TESTS

Results of the seven plate tests are summarized in table 4.1. The

first specimen provided a comparison with the initial 1/6-scale tests and

was discussed in the previous section; the remaining six plate specimen

tests are discussed here.

In the second specimen tested (Specimen No. 2), the width of the

specimen was increased to investigate if this prevented the cracks from

propagating along the steel layers to the sides of the specimen. Figure 4.2

shows the failed specimen. Cracks penetrated through the top layer of

steel, but propagated towards the sides of the specimen when they reached

the bottom layer of steel. Cracks developed along the supports, and a

combined punching and beam shear failure still occurred.

In Specimen No. 3, the area of loading was reduced by 36 percent

(corresponding to a change from 25 ft to 16 ft in a prototype structure).

Decreasing the area of loading physically increases the distance from the

load to both the supports and the sides of the specimen. Decreasing the

area of loading also lowers the load at which a punching shear failure will

occur since the critical surface is decreased when the loaded area is

decreased. In contrast, beam shear capacity is not dependent on the area of

loading. Thus, decreasing the area of loading reduces the contribution of

beam shear effects to the failure mechanism. The failed Specimen No. 3 i

shown in figure 4.3. Cracks propagated along the bottom layer of steel and
21

developed at the supports, and there is evidence that a combined punching

and beam shear failure still took place.

To see if increasing the span would reduce the influence of the

supports on the development of shear cracks, Specimen No. 4 was tested with

a span that was 25 percent larger than the span of Specimen No. 3

(corresponding to a change from 20 ft to 25 ft in a prototype structure).

Figure 4.4 shows the failed specimen. The shear cracks did not propagate

directly to the supports, as was observed in previous specimens. However,

the cracks still penetrated through to the bottom of the specimen at the

supports. Cracks in the transverse direction still propagated along the

bottom layer of steel.

The flexural reinforcing ratio in Specimen No. 5 was reduced from 2.5

percent to 1.5 percent to investigate if this would allow the shear cracks

to penetrate through the bottom layer of steel. The failed specimen is

shown in figure 4.5. Shear cracks did penetrate through to the bottom of

the specimen in some locations, which was an improvement over the previous

tests. However, cracks still developed along the supports. It is

interesting to note that no yielding of the reinforcement was evident prior

to the shear failure (see the load-deflection curve for this specimen in

figure 4.16).

In Specimen Nos. 6 and 7, all parameters and dimensions were the same

as those of Specimen No. 5, except that the area of loading was reduced by

an additional 38 percent (corresponding to a reduction from 16 ft*1 to 10 ft~

in a prototype structure). The difference between Specimen Nos. 6 and 7 was

in the loading procedure. Loading was stopped immediately after the first

drop in load occurred for Specimen No. 6, while in Specimen No. 7, loading
22

was continued beyond the peak load until the load decreased to approximately

half the peak load. This difference in loading procedure was done to study

the order of crack formation in the specimens.

Specimen No. 6 is shown in figure 4.6. Shear cracks in the span

direction penetrated through to the bottom of the specimen away from the

supports. However, cracks in the transverse direction did not reach the

bottom of the specimen. That the cracks were more developed in the span

direction may indicate that, at least initially, more load is being carried

in this direction. Figure 4.7 shows Specimen No. 7. Cracks penetrated

through to the underside of the specimen, approximately forming the outline

of the plug typical of a punching shear failure.

4.4 RESULTS OF THE SHELL SPECIMEN TESTS

Results of the three shell tests are summarized in table 4.1. The

first shell specimen tested, Specimen No. 8, was constructed with a radiusto-thickness ratio (R/t) of 6 and a thickness the same as that of the plate

specimens (corresponding to a 42 in-thick wall in a prototype structure).

The failed specimen is shown in figure 4.8. Cracks in the span direction

propagated away from the load along the top layer of steel on one side and

along middepth to the support on the other side. Cracks in the transverse

direction propagated away from the load to the bottom layer of steel, and

then propagated out to the sides of the specimen. No cracks penetrated

through to the bottom surface. Failure in this specimen was not primarily

in punching shear.

Specimen No. 9 was identical to Specimen No. 8 except that the
23

thickness was reduced by 29 percent (corresponding to a change from 42 in to

30 in for a prototype structure). Figure 4.9 shows the failed specimen.

Cracks penetrated through to the bottom of the specimen, forming the outline

of a plug. Specimen No. 10 was constructed with the same thickness as

Specimen No. 9, but with an R/t of 12. Figure 4.10 shows the failed

specimen, and cracks have also penetrated through to the bottom surface of

this specimen.

4.5 OTHER OBSERVATIONS

In the summary of the test results listed in table 4.1, the contact

pressure at the ultimate load is listed for each specimen. For the plate

specimens, figure 4.11 shows the variation in contact pressure with changes

in the area of loading. The contact pressure decreases with increasing area

of loading.

The normalized shear strength of each specimen is also listed in table

4.1. While numerical results of the 1/25-scale tests must be viewed with

caution, a trend in the normalized shear strength was observed. The shear

strength for the plate specimens varies from 8.2 to 9.6, while for the shell

specimens it varies from 11.6 to 12.1. The higher values of normalized

shear strength observed in the shell specimens are a result of arch action

introduced by the shell geometry.

It was observed in many of the 1/25-scale specimens that cracks

intersected with reinforcement running perpendicular to the direction of

crack development. That is, the reinforcement appears to have acted as a

stress raiser, particularly in the region underneath the applied load,
24

influencing the location and direction of crack development,

of this phenomenon is also visible in the 1/6-scale tests.

Load-deflection curves for the specimens are given in

4.21.

Some evidence

figures 4.12-
25

bJ | o 1 t L M 01 <t ** Ov 00 O'

CM O' —« VO \0 ~4

tt CO ff> h N N

<u •o

-O ^

3 « w

3 S =

co eu

Cju

CU 4J • S CO C44 ou

o o o o m

CO o o o o © m u*\ CM w—i ^4 cmcmcmcmcmcmcmcoco

4J 00 O

c c ^ 0> < u

I NO sO 5N

ir

cm eM cm cm cm

CM CM 04 CM CM

CO O w ift >TI |A lO lAin m m

CM CM CM

4- *4 *3- -4

a *j ^

o> »

oo cm cm cm cm cm ao cm cm cm cm cm co c-» cn m cn m

CM CM CM

SO ^

(U ^ r-t r-, U f* r-t

<0 0)0)0) ^ X X JZ

-m cm r*»
26

Fig. 4.1 Cracks in specimen no.

b) span cross-section on half the

1 : a ) transverse

specimen

cross-section; and
27

Fig. 4.2 Cracks in specimen no.

b) span cross-section on half the

2: a) transverse

specimen

cross-section; and
28

Fig. 4.3 Cracks in specimen no. 3: a) transverse cross-section, and

b) span cross-section on half the specimen.
29

Fig. 4.4 Cracks in specimen no. 4: a) transverse

b; s Pan cross-section on half the specimen.

cross-section; and
30

(b)

Fig. 4.5 Cracks in specimen no. 5: a) transverse cross-section; and

b) span cross-section on half the specimen.
31

Fig. 4.6 Cracks in specimen no. 6: a) underside; b) section; and c) span cross-section on half the specimen.

transverse cross-
32

Fi-S* 4.7 Cracks in specimen no. 7: a) underside; b) transverse crosssection; and c) span cross-section on half the specimen.
33

Fig. 4.8 Cracks

specimen; and b)

in specimen no. 8:

span cross-section.

a) transverse cross-section on half the
34

Fig. 4.9 Cracks in specimen no. 9: a) underside; b) transverse cross- section on half the specimen; and c) span cross-section.
35

Fig. 4.10 Cracks in specimen no. 10: a) underside; b) transverse crosssection on half the specimen; and c) span cross-section.
36

Fig. 4.11 Variation in contact pressure at the ultimate load with changes

in the area of loading for the 1/25-scale plate specimens.
37

V)m

-l*-s

oS-J a o|

UJf±

_i w

Q.%

Fig. 4.13 Load-deflection curve for specimen no. 2.
10

9 -

8 -

Fig. 4.14 Load-deflection curve for specimen no. 3.

o.*

Fig. 4.15 Load-deflection curve for specimen no. 4.
39

Fig. 4.16 Load-deflect ion curve for specimen no. 5.

Fig. 4.17 Load-deflection curve for specimen no. 6.
Fig. 4.18 Load-deflection curve for specimen no. 7.

Fig. 4.19 Load-deflection curve for specimen no. 8
APPLIED

41

Fig. 4.20 Load-deflection curve for specimen no. 9.

Fig. 4.21 Load-deflection curve for specimen no. 10
CHAPTER 5

SUMMARY, CONCLUSIONS, AND RECOMMENDATIONS

5 . 1 SUMMARY

This report presented the results of a 1/25-scale model study

investigating punching shear failures in both plate and shell specimens.

This study was undertaken to examine the effect of various parameters on

punching shear behavior and to provide guidance for the selection of

parameters for use in a larger, 1/6-scale, testing program.

Initial tests on 1/6-scale plate specimens resulted in a complex

combined punching and beam shear failure, with the supports influencing

crack development 'in the span direction and the cracks propagating out the

sides of the specimens in the transverse direction.

It was seen that the 1/25-scale models were capable of qualitatively

replicating the failure mechanism that occurred in the initial 1/6-scale

plate tests. Using scaling laws, some quantitative agreement was also

observed between the 1/25-scale and 1/6-scale tests. Parameters were

adjusted in the 1/25-scale plate specimens until, in Specimen Nos. 6 and 7,

failure was primarily in punching shear. Failure of shell Specimen Nos. 9

and 10 was also primarily in punching shear.

As shown by these tests, the punching shear behavior of plates and

shells can be predicted qualitatively using 1/25-scale models. This ability

to investigate the ultimate strength behavior of reinforced concrete

structures using models is a valuable tool when available analytical

techniques prove inadequate.

42
43

5.2 CONCLUSIONS AND RECOMMENDATIONS

As a result of this model study, several conclusions and

recommendations for the 1/6-scale testing program are made.

1) Reducing the area of loading provided the most significant

improvement towards reaching a clear-cut punching shear failure in the

specimens. Based on the test results, it is recommended that an area of

r\ r\ loading of 50 in z (corresponding to 12.5 ft z on a prototype structure) be

used in the 1/6-scale model investigation. Using figure 4.11 to provide

some measure of what the contact pressure would be with this area of

loading, a value of 2300 psi is obtained, which is within the desired range

of 500 to 3500 psi. Contact pressures in shear-reinforced and prestressed

test specimens will be higher.

2) Reducing the flexural reinforcing ratio to 1.5 percent resulted in

the shear cracks penetrating through the steel layers more easily, and no

yielding of the reinforcement was apparent. It is recommended that a

flexural reinforcing ratio of 1.75 percent be used in the 1/6-scale model

investigation. The recommended value of 1.75 percent is slightly higher

than the value of 1.5 percent used in the model tests to reflect the fact

that specimens with shear reinforcement and prestressing, which will result

in larger failure loads than observed in these specimens, are included in

the testing program.

3) Finally, it is recommended that the thickness of the shell specimens

in the 1/6-scale models be 5 in instead of the 7 in used for the plate

specimens (corresponding to 30 in for the shells and 42 in for the plates in

a prototype structure). This reduced thickness is still representative of

Arctic offshore structures, and using the reduced thickness will result in a
44

more well-defined punching shear failure in the specimens. Referring to

table 4.1, it should also be noted that the contact pressure for the shell

specimen with the larger thickness was unrealistically high, while for the

shells with the reduced thicknesses, the contact pressures were in the

desired range of 500 to 3500 psi.
BIBLIOGRAPHY

1. McLean, D.I., Lew, H.S., Phan, L.T., and Sansalone, M., "Punching Shear

Resistance of Lightweight Concrete Offshore Structures for the Arctic:

Literature Review," NBSIR 86-3388, National Bureau of Standards,

Gaithersburg, Maryland, May, 1986.

2. Phan, L.T., Lew, H.S., and McLean, D.I., "Punching Shear Resistance of

Lightweight Concrete Offshore Structures for the Arctic: Planning of

Experimental Study," NBSIR 86-3440, National Bureau of Standards,

Gaithersburg, Maryland, July, 1986.

3. ACI Committee 444, "Models of Concrete Structures - State of the Art,"

(ACI 444R-79), American Concrete Institute, Detroit, Mich., 1979.

4. Sabnis , G.M., Harris, H.G., White, R.N., and Mirza, M.S., Structural

Modeling and Experimental Techniques . Prentice-Hall, Inc., Englewood Cliffs,

New Jersey, 1983.

5. Harris, H.G., Sabnis, G.M., and White, R.N., "Small Scale Direct Models

of Reinforced and Prestressed Concrete Structures," Report No. 326,

Department of Structural Engineering, Cornell University, Ithaca, New York,

1966 .

45
NBS-114A <REV. 2-80

U.S. DEPT. OF COMM. 1. PUBLICATION OR 2. Performing Organ. Report No. 3. Publication Date BIBLIOGRAPHIC DATA

REPORT NO. !

SHEET (See instructions) NBSIR 86-3454 SEPTEMBER 1986

4. TITLE AND SUBTITLE

Punching Shear Resistance of Lightweight Concrete Offshore Structures for the

Arctic: 1/ 25-Scale Model Study

5. AUTHOR(S) David McLean/ h.S. LeW/ Long T . phan, Hae I. Kim

6. PERFORMING ORGANIZATION (If joint or other than NBS, see in struction s) 7. Contrac^Grant No. NATIONAL BUREAU OF STANDARDS

DEPARTMENT OF COMMERCE

WASHINGTON, D.C. 20234

8. Type of Report & Period Covered

9. SPONSORING ORGANIZATION NAME AND COMPLETE ADDRESS (Street. City. State, ZIP)

Technology Assessment and Research Branch and five U.S. oil

Minerals Management Service

U.S. Department of the Interior

Reston, VA 22091

companies

10. SUPPLEMENTARY NOTES

| Document describes a computer program; SF-185, FIPS Software Summary, is attached.

11. ABSTRACT (A 200-word or less factual summary of most significant information. I f document includes a significant

bibliography or literature survey, mention it here) The punching shear resistance of lightweight concrete offshore structures for the

Arctic is being investigated at the National Bureau of Standards on behalf of The

Minerals Management Service of the U.S. Department of the Interior in cooperation

with the following U.S. oil companies: Chevron Corporation, Exxon Production

Research Company, Mobil Research and Development Corporation, and Sohio Petroleum

Company. This report presents results of a 1/25-scale model study investigating

the punching shear behavior of both plate and shell specimens. The study was

undertaken to provide guidance for the selection of parameters for use in a larger,

1/6-scale, testing program. Initial tests on 1/6-scale plate specimens resulted

in a complex combined punching and beam shear failure. The 1/25-scale models were

capable of qualitatively replicating the failure mechanism that occurred in the

initial 1/6-scale plate tests, and parameters were adjusted in the 1/25-scale

specimens until a primarily punching shear failure was obtained in these specimens.

Some quantitative agreement was also observed between the 1/25-scale and 1/6-scale

tests. Recommendations are made for the 1/6-scale testing program.

12. KEY WORDS (Six to twelve entries; alphabetical order; capitalize only proper names; and separate key word: :.v iemn.0 c n . Arctic environment; experimental investigation; lightweight concrete; offshore

structure; punching shear; reinforced concrete; small-scale model.

13. availability

| | Unl imited

[X I For Official Distribution. Do Not Release to NTIS

H Order From Superintendent of Documents, U.S. Government Printing Office. Washington, D.C. 20402. QJ Order From National Technical Information Service (NTIS), Springfield, VA. 22161

14. NO. OF

PRINTED PAGES

IS. Price

uSCOmm-OC

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