2 - Exhibit 7 - Indiana Limestone Handbook.pdf

INDIANA LIMESTONE INSTITUTE OF AMERICA, INC.

STONE CITY BANK BLDG.

#400

BEDFORD, IN 47421

812-275-4426

FAX 812-279-8682

Web Page http://www.iliai.com

The Indiana Limestone Institute and its member companies will help users with any technical or aesthetic problem. We invite re-quests for assistance and will call on interested parties on request.

The publication of this Handbook is made possible in no small part by the efforts of the ILI Technical Committee which is com-prised of engineers, design specialists and other interested industry personnel. The Committee meets regularly to evaluate technical inquiries regarding Indiana Limestone and to conduct an on-going review of the Handbook and other ILI publications. As a result this Handbook is supplemented from time to time with technical papers and informational brochures.

OTHER ILI LITERATURE AVAILABLE UPON REQUEST

The Finishing Touch How To Avoid Small Area Stains and Blemishes Preassembled Systems Repair Booklet Contractor’s Handbook Specification Booklet Job-Site Folder Case History Series The Advantage of Indiana Limestone

ILI Technote Series

Use and Overuse of Testing in Specifying Dimension Limestone Damage and Repair Practices and Standards Galvanic Action in Typical Indiana Limestone Connections Wood & Steel Stud Construction Safety Factors Grouted Cavity Walls Expansion Bolts for Anchoring Indiana Limestone Cleaning Indiana Limestone Panel Sizes in Indiana Limestone Usage Water Repellents Durability and Weathering in Contemporary Atmospheres Stone Handling Lifting with Lewis Pins Anchors and Supports Joint Sealants for Indiana Limestone Recommended Indiana Limestone Wall Heights Hand Rails and Posts

CREDITS: Architects whose work is detailed in the Case History section CSO Schenkel Shultz Architects James Ingo Freed of Pei Cobb Freed G. Cabell Childress, FAIA University of Denver Mackey Mitchell Associates Architects & Partners Architect Emeritus Pei Cobb Freed & Partners Cary Schafer Designs Hardy Holzman Pfeiffer Associates C.W. Fentress & Associates, P.C. Kohn Pedersen Fox Associates, P.C. Morris Architects Hanbury Evans Wright Vlattas & Company Ratio Architects, Inc. Tigerman Fugman McCurry Architects Shepley Bullfinch Venturi Scott Brown and Associates Geddes, Brecher, Qualls, Cunningham Architects SMBW Architects Anderson Mason Dale Architects Bohlin-Powell-Larkin-Cywinski Architects OWP&P Architects Burt Hill Kosar Rittelmann Associates Mark E. Rodgers, AIA University of Denver Notter, Finegold & Alexander, Inc. Bauhs & Dring Architects and Planners Architect Brubaker/Brandt, Inc. Shepherd & Partners Rysavy & Rysavy Moody/Nolan, Ltd. John Burgee Architects with Phillip Howard Needles Tammen & Bergendoff Barganier, McKee & Sims Johnson Hartman-Cox Architects Hnedak-Bobo Group Cooler, Schubert & Assoc., Inc. Lorenz, Williams, Lively & Likens Hardwicke Associates Inc. Lawrence Halprin & Associates Alvord • Burdick & Howson • Engineers Desmond, Miremont, Burks Edward Larrabee Barnes Associates Skidmore, Owings and Merrill NMT/Walk Jones & Francis Mah Browning • Day • Pollak Assoc., Inc.

Copyright ©2007 Indiana Limestone Institute

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The Indiana Limestone Institute wishes to thank the Natural Stone Council for its generous grant, which was used to print this Handbook and to make it available for downloading from our website.

purpose of the institute ILI serves the construction industry, the architectural profession and the limestone industry as a coordinating agency for the dissemina-tion of accurate, unbiased information on limestone standards, rec-ommended practices, grades, colors, finishes, and all technical data required for specifying, detailing, fabricating and erecting Indiana Limestone.

service to architects Help in the use of Indiana Limestone is available to architects, de-signers and specifiers in the selection of grade, color and finish. We offer a Review and Comment Service for preliminary drawings to help assure compliance with industry practice and to suggest details and treatments for the best and least expensive use of the material.

ILI will aid in soliciting budget and preliminary costing from its member companies. ILI will assist architects, contractors and build-ing owners in solving design problems and in all questions relating to best usage, maintenance and other matters of interest to users.

Permission to copy, or otherwise use information, charts, graphs, diagrams, and other material appearing herein, which have been pre-pared by the Indiana Limestone Institute, its members or predecessors is routinely granted for the purpose of architectural construction speci-fications or other purposes directed and related to the use of Indiana Limestone for building. Information, charts, graphs, diagrams, and other material prepared by sources other than ILI, its members or predecessors may be restricted. Potential users of any material con-tained herein are urged to contact ILI regarding permission to publish or otherwise make use of these materials.

Extreme care has been taken in the preparation and presentation of all data and other information in the Indiana Limestone Handbook. ILI and its Technical Committees have made all reasonable efforts to insure that the information herein is accurate, and that any inferences based upon it are founded in conservative engineering and good testing prac-tices. However, proper design and construction practice includes con-sideration of many factors and variables, and it is the province and responsibility of the designer and the builder to evaluate the proper application of the data and information herein to specific building or other construction projects. ILI and its committees do not prepare plans or specifications or engage in engineering calculations relating this data to specific projects and accordingly disclaim any liability or responsibility for any errors, oversights or omissions in the use of this Handbook material or in the preparation of plans, specifications or calculations in reliance of this Handbook.

contents

SECTION I ............................................. page 3 general information

SECTION II .......................................... page 12 recommended standards and practices

SECTION III ......................................... page 47 product use

SECTION IV ......................................... page 84 case histories

SECTION V......................................... page 125 specifications, technotes, glossary, index

SECTION I

general information

A Brief History of the Indiana Limestone Industry 04

Geological Formation 05

Chemical Analysis 06

Product Description 06

Seasoned Stone 07

Natural Bed 07

Physical Properties, Performance Tables, and Performance Characteristics 07-10

Classification of Indiana Limestone (Grading) 10

Staining and Efflorescence 11

A brief history of the indiana limestone industry Even prior to Indiana’s admission to the Union in 1816, a light-colored, fine-grained native stone had been used by pioneer settlers for cabin foundations, door sills, milling burrs, and memorials. The stone was quar-ried with use of long star drills and wedges to separate blocks from the main deposit. The first organized quar-rying effort of record was established in 1827 in south-ern Indiana near Stinesville.

Concurrent with the arrival of both north-south and east-west railroads into southern Indiana in the mid- 19th century, the market for Indiana Limestone re-sponded to architectural demand for stone of a light-neutral color to complement the various Revival styles of the era. The railroads themselves required stone for bridge piers and for the increasingly grandiose termi-nals in the growing cities.

During this period, gang saws were introduced to replace the two-man crosscut saws previously used to saw block stone into slabs; the introduction of the channeling machine to the quarrying operation en-abled the infant industry to double and triple production in succeeding years.

Extensive fires in the cities of Chicago (1871) and Boston (1872) added to Indiana Limestone’s demand. It was apparent that of all of the commonly used materi-als, masonry showed the least fire damage, and lime-stone least of all.

Indiana stonework won awards of merit for quality at both the Philadelphia and New Orleans Centennial Expo-sitions of 1876. Contracts for Indiana Limestone in two major public buildings in that decade, the Indiana Statehouse and the Chicago City Hall, established its reputation of superior weather resistance, ease of shaping, consistent quality, boundless supply and good public and architectural acceptance.

In the final decades of the 19th century, Indiana Limestone was chosen for an increasing number of city halls, statehouses and federal office buildings.

To meet the demand for stone, the number of quarries doubled between the years of 1889 and 1895; stone fabrication shops in the southern Indi-ana production district doubled as well, although in this era most of the work was finished in local shops in destination cities. Banking houses, retail stores, hospitals, private residences, churches and office buildings, many built in the eclectic styles of the day, all demanded increasing amounts

Modern Indiana Limestone quarry.

Quarry scene in Indiana Limestone district, circa 1865.

See page 49 for more information on the stages of production in Indiana Limestone quarries and mills.

of the fine-grained, light-colored stone. The Cotton Exchange Building in New Orleans was the first major project in which limestone was shipped from Indi-ana cut ready to set. In the mid-1890s, George W. Van-derbilt set up a complete cut stone mill to fabricate Indi-ana Limestone for the Biltmore, his summer retreat in Asheville, North Carolina. The quarry in which the blocks were produced is still operating.

Limestone use continued to increase through the 1920s, and even into the depression of 1929-39. During this period, great technical advances were made in quarrying and fabrication techniques enabling Indiana Limestone to hold its competitive edge over the newer man-made products which were appearing on the market. During this era, the age of the “skyscraper,” knowledge about large buildings and their reaction to wind, thermal expansion and settlement brought about new construction techniques. Although these methods opened new markets for competitive materials as well, Indiana Limestone usage continued to increase, or decreased at a lesser rate than that of more expensive and less durable materials in the depression period.

During this time, the Empire State Building, the Department of Commerce, The Tribune Tower as well as many other major buildings were constructed of Indiana Limestone. Private owners, developers and government at all levels used limestone; their archi-tects designed the material to fit the changing styles of the Art Deco period, and limestone producers developed machines which provided the new surface tex-tures required. World War II effectively halted all construction not required for the war effort. In 1945, lime-stone production resumed with much of its previous vigor.

The Indiana Limestone Industry was able to weather the changes in its sales patterns forced by the international styles of architecture during the period between 1950 and the oil embargo of 1973, in which building products demanding huge amounts of energy to produce and use were extensively used. The world realized that fossil fuels are limited, and the value of Indiana Limestone as an efficient, low energy demand product was perceived by architects and their clients alike. Although the energy crunch of the late 1970s lost its crisis proportions during succeeding decades, the International Style of architec-ture had received a death blow. Eclectic new styles, known in general as Post-Modern governed the design of buildings, and interest in stone and stone looks increased. Post-Modernism welcomed stone, and its qualities of durability, beauty and designability, plus good thermal performance when properly used, made Indiana Limestone once again the material of choice.

Indiana Limestone quarriers and fabricators developed new machines and methods to increase productivity;

sales increased in dollars and in cubic feet, and the industry prepared to enter the 21st century with renewed vigor and enthusiasm.

geological formation Indiana Limestone (geologically known as the Salem Limestone) is essentially a monomineralic rock con-sisting of the calcium carbonate (CaCO3) mineral named calcite. The calcite comes from the skeletal material (about 75 percent) that form the framework grains and from the cementing material (about 20 per-cent) that binds the grains together. Porosity (about 5 percent) and small amounts of non-calcareous mate– rial comprise the remainder of the rock.

Indiana Limestone was formed in a shallow sea that cov-ered the Midwest, including the Bedford-Bloomington, Indiana quarry area, more than 300 million years ago dur-

Stratigraphic section showing Indiana Limestone’s relative position in the Indiana stone deposit.

Courtesy Indiana Geological Survey ing the Mississippian geological epoch. This shallow sea was inhabited by a vast number of shell-protected organ-isms, chiefly bryozoans and echinoderms, although many members of a single genus of the foraminifers were also present. Shellfish of the brachiopods and mollusks and a few other forms of life also lived in the sea. The shells were moved, broken, crushed and ground, then rede-posited through the action of the currents. Finely divided calcium carbonate was produced during this process and adhered to many shells in a series of con-centric layers to form oolitic (rock egg) grains, so named because of a resemblance to roe of fish.

As these particles accumulated and were buried on the floor of the sea, they were incorporated into rock through compaction, interlocking of grains, and cemen-tation of the grains by enlargement of finely divided crystals either deposited with the shells or precipitated from supersaturated solution.

Indiana Limestone contains minute quantities of iron-bearing minerals, clay, and organic material thought to be residual from the soft parts of the tiny marine animals that inhabited the sea. Most of these dark materials are found between calcite crystals or the shell materials, and some shells and calcite crystals are darker than others. These dark-colored grains pepper the stone, particularly gray stone.

Microscopic examination of different pieces of stone shows that a change from gray to buff takes place in the deposit. Buff stone is ordinarily found above gray stone, and the change from gray to buff is brought about mainly by the oxidizing action of ground water moving down through the deposit. This oxidation changes the organic material from black through brown to light tan;

and the iron-bearing minerals from gold or black through blackish, red, and orange to light yellow. As these materials become lighter, the calcite also becomes lighter. The end product is buff limestone. The gray stone is at a depth not affected by the oxygen in the ground water.

chemical analysis The average analysis as developed by carefully pre-pared composite samples is given below.

BUFF GRAY

Carbonate of Lime 97.39 97.07 Carbonate of Magnesia 1.20 1.20 Silica .69 .80 Alumina .44 .68 Iron Oxide .18 .12 Water and Loss .10 .13

100.00 100.00 product description

Indiana Limestone is a calcite-cemented calcareous stone formed of shells and shell fragments, practically non-crystalline in character. It is found in massive deposits located almost entirely in Lawrence, Monroe, and Owen counties in Indiana. This limestone is charac-teristically a freestone, without pronounced cleavage planes, possessing a remarkable uniformity of composi-tion, texture, and structure. It has a high internal elasticity, adapting itself without damage to extreme temperature changes.

This stone combines excellent physical properties with a remarkable degree of machinability. This ease of machining provides complete flexibility of shape and texture at low cost.

The supply of Indiana Limestone is virtually unlimited.

Geologists estimate that the product will be available for 500 to 600 years based on present extraction methods.

A trend to underground quarrying would extend the supply to more than 1,000 years. Indiana Limestone is as close to an inexhaustible resource as exists on earth.

Over the past hundred years, Indiana Limestone has proved its ability to resist the forces of weather and pollution. Its qualities of strength and beauty con-tinue to adapt themselves to the needs of contem-porary architecture. See Durability Technote pg 137.

Map of Lawrence and Monroe Counties showing the outcrop area of Indiana Limestone.

Courtesy Indiana Geological Survey.

Floor-to-floor sizes are regularly produced for curtain-wall construction in addition to sizes for conventional masonry construction. Sills, coping, entrance features and similar trim items are long-time standards in Indiana Limestone.

Preassembled units such as window surrounds, shaped sills or headers with mullions attached as single units, and similar plant assembled sections provide design flexibility and low erection costs.

seasoned stone When quarried, Indiana Limestone contains ground water. This is commonly known as quarry sap. Normally buff stone does not require seasoning beyond the usual sixty to ninety days quarrying, sawing and fabrication process.

For best immediate color uniformity, gray stone should be seasoned a minimum of six months prior to setting in the wall. This allows the organic matter in solution to stabilize. The organic matter will oxidize upon exposure to the elements causing gray stone to lighten in color with age.

Due to the seasonal nature of the quarry operations in Indiana, it is sometimes necessary to use unseasoned stone. This is an approved practice in the industry; any resulting discoloration will disappear, usually within a few months after the stone is set. To mitigate the poten-tial for staining, the use of gray stone in interior applica-tions should be limited to fully seasoned material.

Although ILI and its member companies urge contrac-tors not to use the limestone shipper’s celotex or similar pads as separators for long-term storage, this practice occurs. It can result in comparatively long-lasting figur-ing of the stone, especially in the case of stone contain-ing quarry sap. Although most of these “pad marks” will ultimately go away by themselves, and can usually be removed with special efforts, stubborn marks occasion-ally remain. It is much easier to avoid this problem by using non-absorptive spacers which allow air to circu-late. ILI or its member companies will be happy to com-ment to inquirers on the subject. (See Contractors Handbook on Indiana Limestone, p. 1.)

natural bed Indiana Limestone is a sedimentary formation, but the deposition of the minute calcareous seashell is so uni-form that no weak cleavage planes occur in the mate-rial. It can be machined or cut in any direction without danger of splitting.

However, because it is a sedimentary rock it does have a grain running horizontally in the deposit.

Stone set in a building with its grain running horizontally, as it does in the quarry, is said to be set on its “natural bed.”

Stone set with the grain running vertically is on “edge.”

physical properties and performance characteristics Being a natural product, Indi-ana Limestone’s physical properties such as strength values will vary. The physical properties depend upon tex-ture, cementing material, and degree of moisture.

The following test results are based on many samples tested over a period of years by the industry, the Indiana Geological Survey and the U.S. Bureau of Standards.

Committee C-18 of American Society for Testing and Materi-als (ASTM) has developed many of the test methods used by the testing laboratories reporting these values.

performance tables table I In most cases, the design of Indiana Limestone for building requires the consideration of these three properties only. Values shown in Tables II and III are given for special reference. A Technote on safety factors governing Indiana Limestone design is available on request from ILI or member companies.

PROPERTY VALUE TEST PROCEDURE

Ultimate compressive strength 4,000 psi minimum ASTM C170 dry specimens (see note a)

Modulus of rupture 700 psi minimum ASTM C99 dry specimens (see note a)

Absorption 71/2% maximum ASTM C97 (see note b)

Compression and MOR results are for specimens loaded perpendicular to grain direction.

See pp. 16 and 20 for design load calculations and tables

Note a: Most Indiana Limestone production possesses values higher than these minimums, which are listed for engineering reference.

Note b: Indiana Limestone is available with lower values. Consult ILI for particulars.

Indiana Limestone is classified as a Type II Dimension Limestone under ASTM C-568, and meets or exceeds the strength requirements set forth in this classification. The flexure test often specified, ASTM C-880, was developed for stones thinner than the 2� which is the stated mini-mum for Indiana Limestone. As statements about limestone in C-568 embody the C-99 test for mod-ulus of rupture, the inclusion of C-568 in specifications makes the numbers from C-880 meaning-less. ILI recommends and uses ASTM test C-99 for modulus of rupture and believes this is more applicable to typical limestone uses.

table II When used for flooring, paving, or steps, the abrasion resistance should be specified.

PROPERTY VALUE RANGE (Abrasive Hardness) TEST PROCEDURE

Abrasion resistance 6 minimum to 17 maximum (see note c) ASTM C241

Note c: Factors in addition to abrasion resistance determine good performance in Indiana Limestone paving. Stone preparation and installation details are important in assuring acceptable performance. See pp. 30 and 63 for treatment of paving. Specify abrasive hardness of 8 for areas of heavy traffic such as bottlenecks and other pedestrian funnel areas. Specify abrasive hardness of 6 for light traffic such as plazas, patios, wide sidewalks and other such areas of light traffic expectation.

table III Additional Properties

PROPERTY VALUE RANGE

Bulk specific gravity 2.1 minimum to 2.75 maximum Coefficient of thermal expansion .0000024in/in/degrees F to .0000030in/in/degrees F Modulus of elasticity 3,300,000 psi min. to 5,400,000 psi max.

Ultimate Shear Strength 900 psi min. to 1,800 psi max.

Ultimate Tensile Strength 300 psi min. to 715 psi max.

Thermal Conductivity (k) 6.5 B.T.U./hr./ft.2/degrees F/in.

Weight 144 lbs./cubic foot Fire Endurance—4� Thick Stone 1 hr. 12 min. plus hose stream (ASTM-E119) Light Reflection (Interior Use) 50-55% thermal properties ‘U’ factor (the heat transmission coefficient) is the reciprocal of the total resistance (R) to heat transmission of all the materials which make up a finished wall, mea-sured over an area of 1 sq. ft. The formula is expressed as U = 1/R total. In these examples, a constant figure for 4� stone is used to show the comparative values of three types of wall construction:

4� stone 1� airspace 35/8� glass-wool bats 1/2� drywall

4� stone 1� airspace 8� concrete 3/4� M. L. and plaster

4� stone 2� urethane 1/2� drywall

‘U’ factor = .0517

‘U’ factor = .32

‘U’ factor = .06 values of mass in thermal engineering

COURTESY INTERNATIONAL MASONRY INSTITUTE

The ‘U’ factor is basically a steady-state calculation;

that is, it does not consider the dynamics of the total building envelope. An additional consideration in ther-mal calculations is the effect of mass in heat transmis-sion. Heavy walls exhibit a “fly-wheel” effect which retards the immediate impact of thermal loads. Massy materials, such as Indiana Limestone, react slowly to temperature changes which amounts to an inertial resis-tance to change. This creates a time lag which is advan-tageous in designing HVAC systems.

Storage capacity in the building envelope reduces the structure’s maximum heat flow and thereby the peak-load which determines the size requirement of the HVAC equipment. Buildings with walls exhibiting poor thermal storage capacity require larger equipment to maintain a stated design temperature; the larger the storage capacity of the exterior walls, the smaller and less expensive the HVAC system needed. Heat stored in massy walls tends to be transmitted in low-load time, and in many locations actually reduces the required night HVAC requirements.

The ‘M’ factor is demonstrated in the accompanying graph. Based on degree days and wall mass expressed in pounds per square foot, the graph, used in conjunc-tion with the heat loss formula, allows calculation of thermal storage values in walls of varying weights. Note that the correction values are conservative and propose the least amount of change to be considered. Where specific information for any area shows that lower cor-rection values are applicable, they may be substituted.

color value

The chart at right illustrates the value of heavy, light-colored walls in air conditioning engineering. During the crucial mid-afternoon hours, west walls in identical loca-tions register temperature differentials of more than 25 degrees F based entirely on their color and mass.

sound transmission

The weight of the walls in a building has a direct bearing on the sound transmission factor of the walls. The heav-ier the wall, the greater its resistance to sound transmis-sion. This is due to the fact that the heavier walls are more difficult to set in motion by sound waves. The

How To Figure Heat Loss The formula for calculating heat loss that allows for the thermal retention effects of mass is as follows:

H1 = M A U (ti – to) where:

H1 = heat loss transmitted through the walls or other elements of the building envelope, Btu per hour.

M = modification factor taken from graph above ac-cording to degree days of building location and weight of building walls or other elements.

A = area of the walls or other elements, square feet.

U = overall coefficient of transmission of the walls or other elements, Btu per hour per square foot per degree F temperature difference.

ti = indoor design temperature, degrees F.

to = outdoor design temperature, degrees F.

sound itself does not actually flow through a wall. It sim-ply moves the wall to reradiate sound on either side.

Therefore, the transmission of sound is determined almost entirely by the weight of the wall.

The frequency of the sound wave must also be consid-ered. High frequency sound waves vibrate a wall less than low frequency sound waves. In other words, the inertia is higher if the sound wave travels faster.

A material having high mass will block the transmission of high frequency sound waves while a material having stiffness will block the transmission of low frequency sound waves. Indiana Limestone has both.

The sound reduction factor in decibels is proportional to the logarithm of the weight per unit area. The chart below shows the approximate reduction factor for vari-ous wall thicknesses.

classification of indiana limestone ILI classifies Indiana Limestone into two colors and four grades based on granular texture and other natural characteristics. When specifying Indiana Limestone it is necessary to identify both the color and grade required as well as the surface finish to be applied to the stone.

(See Specifications for Cut Indiana Limestone, p. 126, see Finishes on p. 48, see How to Use the Indiana Lime-stone Grading System on p. 50.)

GRADE AND COLOR CLASSIFICATIONS

COLOR DESCRIPTIONS

Buff—varies from a light creamy shade to a brownish buff.

Gray—varies from a light silvery gray to shades of bluish gray.

GRADE DESCRIPTIONS

The ILI classifications are based on the degree of fineness of the grain particles and other natural char-acteristics which make up the stone. The structural soundness of each of the grades is essentially identical.

As a natural product, Indiana Limestone contains at least a few distinguishable calcite streaks or spots, fos-sils or shelly formations, pit holes, reedy formations, open texture streaks, honeycomb formations, iron spots, travertine-like formations and grain formation changes. However, through the years, one of the pleas-ing features of Indiana Limestone which has made it adaptable to the various architectural styles is that, as these do not exist in large, noticeable concentrations from stone to stone, one piece looks very similar to another with no discernable pattern of these natural characteristics. For this reason, Indiana Limestone does not lend itself to pattern blending as do stones which have characteristics such as specifically pronounced veining which exists from stone to stone.

1. Select —Fine to average-grained stone hav- —ing a controlled minimum of the —above characteristics.

2. Standard —Fine to moderately large-grained —stone permitting an average —amount of the above characteris- —tics.

3. Rustic —Fine to very coarse-grained stone —permitting an above-average —amount of the above characteris- —tics.

4. Variegated —An unselected mixture of grades 1 —through 3 permitting both the buff —and gray colors.

COLOR

BUFF GRAY

1 2 3 4 5 6 8 12

WALL THICKNESS—INCHES

TR

A

N S

M

IS

S

IO

N

LO

S S

D

E C

IB

E

LS

SELECT

STANDARD

RUSTIC

SELECT

STANDARD

RUSTIC

G R

A D

E

VARIEGATED

Notes:

A. It is advisable that all stone for each project be furnished from a single quarry. This should result in the best possible color control.

B. VARIEGATED stone will contain an uncertain per-centage of the individual stones containing both colors while other stones may be all buff or all gray. When both colors occur within a single stone, the dividing line is usually readily dis-cernible, and may be horizontal, vertical, diagonal and/or curved. The degree of contrast between the two colors, whether they appear in a single stone or in stones of solid individual colors, may be readily apparent or nearly indiscernible. Nei-ther fabricator nor erector will attempt to control the location in the building of panels or individual stones according to their natural variations of color or texture.

C. Since it is impossible to show all natural charac-teristics by sample, the approval sample should be used only as a general guide to final building appearance. Characteristics noticeable at arm’s length will appear differently when viewed in the building at normal distance.

D. As stone sizes increase, GRADE selectivity decreases until it may no longer be possible to classify SELECT or STANDARD grades according to ILI Classifications. Color, stone size and proj-ect size thus become the governing criteria.

Designers and specifiers are urged to consult ILI or its member companies for specific current information.

Note: Large-scale samples, including sample walls (mockups) complete with connections and joint clo-sures, can be helpful in selecting stone color and qual-ity. These constructions should be preplanned and included in bid specifications where their additional expense is warranted.

staining and efflorescence Alkali Stain

Staining or discoloration on Indiana Limestone in new work is known to occur when conditions favoring its development exist. Those conditions can be avoided by correct design and installation procedures.

The most common problem is alkali stain. It takes the form of a light golden to dark brown discoloration. This stain is caused by alkali-charged moisture which perme-ates the limestone from its back or bottom bed. It can-not be produced in objectionable form by moisture absorbed through the stone’s exterior face. Ground moisture absorbed by the stone’s face when below grade is an exception to this rule.

The source of the alkali is usually nearby concrete walls, floors, or grade. The moisture may be rainwater, wash from concrete pours, excess moisture in mortar, or moisture from or at grade. This moisture picks up water-soluble free alkali from various sources as it migrates to an evaporation surface at the stone’s above-grade face.

Alkali-laden moisture moving through the stone dis-solves minute bits of organic matter. The material is transported to the face of the stone as the moisture moves toward the face. The moisture then goes off as vapor, leaving the alkali and organic matter at the sur-face in the form of stain.

Efflorescence

The mechanics of alkali stain are identical to those of efflorescence, although its chemistry is different. The moisture typically picks up sulfates of sodium, calcium, magnesium, iron, and potassium from sources within the wall. The dissolved chemicals are deposited at and under the stone’s surface in the form of a whitish bloom or powder.

This material is somewhat more soluble in water than is the staining material, and for this reason usually is more easily removable.

Damage from efflorescence can occur when crystal growth occurs below the stone’s surface. It causes stress on pore walls. The result is flaking, or exfoliation.

Avoid contact between soil and stone. Dampproofing treatments of either a bituminous or cementitious nature may be used as a barrier to the ground water or con-struction moisture causing these stains. See pp. 30-32.

The old adage common to all masonry applies—KEEP

THE WALLS DRY.

Additional information on this subject is contained in ILI’s booklet, How To Avoid Small Area Stains and Blem-ishes, copies of which are available to architects and specifiers on request.

SECTION II

recommended standards and practices for design and construction

Design and Construction Criteria 13-15 Panel Size—Design Factors 15-18

Wind Load Calculations 16 Anchor Guide 17

Freestanding Stones 17 Parapet Walls—Details and Calculations 18

Anchors, Supports and Embeds 18-21 Joints:

Mortar and Pointing 22-24 Cold Weather Setting—IMI All Weather

Council Recommendations 24 Sealant Systems 25

Attachment to Steel Studs or Wood Studs 25-27 Joint Movement 27

Expansion Joints & Control Joints 27-29 Pressure Relieving Joints 29

False Joints 30 Dampproofing 30

Water Repellent Treatments 31 Graffiti Repellents 32

Flooring and Paving 32-33 Reglets 33

Flashing and Metalwork 33 Weeps and Wicks 34

Carving, Ornament and Sculpture 34 Inscriptions 34

Fabrication Tolerances and Definitions 35-36 Lintel Table 37

Arch Theory & Practice 38 Using Steel Lintels with Indiana Limestone 38

Cleaning New Construction 38-39 Indiana Limestone in Restoration 39-42

Seismic Considerations 42 Storage and Handling 43-44

Metric Equivalents 45 Masonry Wall Nominal Heights 46 design and construction criteria Note: Many of the drawings and illustrations in this Handbook are point-specific and, as such, may omit some elements required by good practice. Further, there may be equally sound alternatives to these details. For additional information, users are urged to contact ILI or its member companies.

FIG. 1

• Pitch coping stones toward the roof to avoid discol-orations on the exposed face and walls. (See p. 66 for joint treatment in copings.)

• It is not necessary for backs of stone above a roofline to be finished.

• Vent attics over porticos to prevent condensation entering the wall and fil-tering through the joints to the face of the stone.

• Provide washes and drips on project-ing stones, with a minimum projection of 13/8� from wall to face including the drip. (See Fig. 2.)

• Do not use stone for concrete forms.

• Butt joints are usually less expensive on smooth finishes; quirk joints on textured finishes. (See Fig. 3.)

• Prevent physical contact between the back face of stone walls and columns, floor slabs, and the end beams;

expansion can push the stone out.

FIG. 3

RECOMMENDED NOT RECOMMENDED

• For economy, design rustication only on one side of a joint. (See Fig. 4.)

• If exposed stone patios occur over a heated room, insulate the ceiling of the room. Warm stones absorb moisture, and a sudden drop in outside air tempera-ture may freeze and crack the stone. (See p. 31 and 63 for recommendations on large horizontal areas.)

RECOMMENDED NOT RECOMMENDED

FIG. 4

• Where design allows, step the foundation in sloping terrain to avoid placing limestone below grade. If such installation is unavoidable, utilize the trench and the coating in Fig. 5. Note that bituminous coating, if exposed above a receding grade, may become a visible black line. (See p. 30 on dampproofing.)

• If accessory elements such as metal caps, flashings or similar are attached to the stone with closely-spaced expansive anchors or with potentially corro-sive anchors, distress in the stone and possible spalling can occur.

HEAVY LINES INDICATE DAMPPROOFING

FIG. 5

• Specify mortar joints to be tooled for proper moisture resistance. Where sealants are used, follow manufac-turer’s specifications to obtain the desired joint profile and adherence to inner joint surfaces. (See p. 25 on sealants.)

• If false joints are used, they may be pointed to match other joints.

• Where masonry butts against a stone pilaster, or at building corners, specify a sealant joint. Long vertical mortar joints are dif-ficult to compress, and may tend to fail.

FIG. 2

Drain or Slope Trench

Where stone is exposed below grade it MUST be protected.

FIG. 6

• For economy, maintain return heads the same depth as the normal stone facing thickness. (See Fig. 7.)

FIG. 7

• Pierced flashing should be resealed.

• Steel lintels carrying stonework should have ample stiffness to carry total superimposed load with a deflection of the lesser of 1/600 of the clear span or 1/4�. Rotation of the lintel due to eccentric load should be considered in determining total deflection.

• Incorporate a 1� minimum clearance between stone and all structural members.

• For economy, step down coping on circular sloping retaining walls.

• While jointing is a part of the design and should be placed as desired, avoid conditions which place heavy loads on long, narrow stones. Where design requires such conditions, use steel angles to relieve the weight and to avoid cracking the smaller stones.

FIG. 8

• Dowel pins MUST NOT be embedded solidly when installed through a relieving angle at an expansion joint or in horizontal tie-backs. Compressible material should be installed at the base of dowel pin holes to allow for thermal expansion. Maintain empty space BELOW the relieving angle for the same purpose. (See Fig. 8; also Fig. 26, p. 30.)

• Avoid the use of continuous shelf or support angles except at bottom beds. (See Fig. 9.) For additional information on the need for shelf or support angles, see the ILI Technote on Recommended Indiana Lime-stone Wall Heights on page 150 of this Handbook.

• When possible, avoid setting stone with mortar in extreme cold. Stonework set in cold weather may expand and crack mortar bond in warm temperatures.

Install sealant joints or use Cold Weather Masonry Procedures. (See p. 24.)

FIG. 9

• A lean pointing mortar will usually perform better than a strong one. While pointing reduces leak potential whether the joint is thoroughly filled or not, a strong mix may cause spalling at joints.

• Cavity walls should be kept clear of mortar droppings during construction. DO NOT POUR THE CAVITY FULL OF GROUT. (See Fig. 10 below, and ILI’s Tech-note on Grouted Cavity Walls on page 150.)

FIG. 10

• In mortar systems, all mortar joints between stones should be thoroughly filled. The front 1/2� to 11/2� should be filled with pointing mortar after the setting bed has set. (See Fig. 11. See also Fig. 6, on page 13, and POINTING, p. 23.)

• The use of calcium chloride or other salts which act as accelera-tors or retarders in mortar are not recommended in setting stone.

(See p. 24 for Cold Weather Set-ting Procedures.)

• Do not pour concrete against unprotected stonework. Alkali from the concrete will stain stone.

• Store stone clear of the ground and protect ade-quately from the elements and construction traffic.

FIG. 11

Special precautions should be taken when stone is stored over yellow or red subsoil. (See Storage and Handling, page 43.)

• Place an adequate number of setting pads in the hori-zontal joint under heavy stones in order to sustain the weight until the mortar has set. These pads should be relatively compressible so they will deform and conform to the irregularities of the joint surfaces. (See Fig. 12.)

• Lug sills should be bedded at the ends only. After the walls are com-pleted, the joints under the sil ls should be cleaned, filled, and pointed.

This wil l avoid cracking the sills from wall settle-ment.

• Be sure that all projecting courses, sills, entrances, columns and column covers and other stone elements exposed to traffic of the trades and mortar droppings are properly protected during construction. Use galva-nized nails in mortar joints for support, or galvanized steel straps.

FIG. 13

• Do not permit wash from concrete floors or scaffold-ing to run down onto or behind stone walls.

• Always cover walls and openings adequately at night and during rains. This will help prevent staining and efflorescence. Failure to do this is a source of trouble, dissatisfaction, and expense. (See Fig. 14.)

panel sizes The panel sizes shown are the maximum recommended

FOR EFFICIENT FABRICATION AND HANDLING.

Larger panels are available in either monolithic stones or epoxy assemblies. For information on larger units, con-sult ILI or member companies.

NOTE: Two-inch thicknesses in Indiana Limestone wall panel work should be considered only in those applica-tions where grasping systems specially designed for thin stone can be used. The anchors and supports ordi-narily used in three-inch and thicker stones can often be used for thinner materials, but wind loads and other building dynamics become more critical as stone thick-ness is reduced. Fabrication, handling and erection pro-cedures associated with conventional erection methods often produce greater costs when applied to thin stones. For most purposes, the conventional support systems should be limited to three-inch and thicker stones.

Use of the various grid systems and other specialized grasping methods should be consid-ered for stones of less than three-inch thickness. ILI and its member companies will be happy to consult on this question.

FIG. 12

FIG. 14

RADIAL STONE

Note: When method “A” is selected, it is critical vertical joints be “stacked” and not “staggered,” otherwise lippage will occur.

Note: If this method is selected, be sure the back of stone does not interfere with the face of the backup structure.

Note: Where the bow (rise) is 1/8� and less it is industry standard practice to fabricate stone flat and not radial.

Radius

Radius

Radius

Radius

METHOD “A”–MOST ECONOMICAL (FLAT FACE AND BACK)

METHOD “B”–MORE EXPENSIVE (CURVED FACE AND FLAT BACK)

METHOD “C”–MOST EXPENSIVE (CURVED FACE AND BACK)

WIND LOADING OF PANELS

The chart, table, and accompanying map are reproduced for the convenience and general information of designers in evaluating required panel thickness for various spans and wind loads. Local codes for your area should always be consulted. Required design wind loads may be higher or lower than indicated here. Note that seismic loads should also be considered and, in some cases, may control.

Table 1 is a graph showing minimum stone thickness required for various vertical spans based on wind loads from 10 to 60 psf.

To use this graph, first locate the panel span on the vertical axis. Then move horizontally to intersect the required design wind load. This point of intersection determines the required panel thickness — interpolation is acceptable. If this point of intersection is above the desired panel thickness, either a thicker panel or a differ-ent anchor layout than top-bottom must be considered.

Note that anchor layout, including the number, type and location of stone anchors, may be affected by the pull-out capacity of the stone, the allowable capacity of the anchor itself, the capacity of the back-up or other fac-tors. This should be evaluated and determined by appropriate engineering analysis.

If the stone has a MOR higher than 700 psi, stone thick-ness or allowable vertical span may be adjusted accord-ingly based on engineering analysis.

TABLE 1

The thickness and vertical spans shown were calculated based on the following:

1. The panel is anchored at top and bottom only at nominal quarter or fifth points and may be evaluated for vertical one-way bending.

2. Wind load is uniformly distributed on the face of the stone.

3. Maximum allowable bending stress (tension) is 87.5 psi, based on a modulus of rupture of 700 psi and a safety factor of 8 to 1. For wind or seismic loading, a 1/3 stress increase is allowable if permitted by the governing local building code.

4. The panel is not subjected to any gravity bending moments.

5. This chart is based on the following general equations:

t = .0926 x h x (WL)1/2 h = (10.802 x t) / (WL)1/2

The figures given are recommended as minimum. These requirements do not provide for tornadoes.

“Reproduced from the 1979 edition of the Uniform Building Code, copyright 1979, with permission of the publishers, The International Conference of Building Officials.”

WIND-PRESSURE-MAP AREAS

HEIGHT ZONES (pounds per square foot)

(in feet) 20 25 30 35 40 45 50 Less than 30 15 20 25 25 30 35 40 30 to 49 20 25 30 35 40 45 50 50 to 99 25 30 40 45 50 55 60 100 to 499 30 40 45 55 60 70 75 500 to 1199 35 45 55 60 70 80 90 1200 and over 40 50 60 70 80 90 1000

FIG. 15

FIG. 16

anchor guide Following are some general guidelines for anchorage design and layout. These are based on discussions with stone cladding design specialists. They are guides only and should be tempered by engineering analysis and/or specific project requirements.

1. Simple anchor designs and simple anchor layouts are preferred. Complex layouts are often statically indeterminate. Even with computer-aided analysis, many significant assumptions must be made.

2. Except for small panels or copings, use not fewer than four anchors per stone panel. Two anchors in the top bed and two in the bottom bed is a common layout. See Figure 15.

3. Locating anchors at fifth points generally provides the best load and stress pattern in the panel. Quarter point locations sometimes work better with jointing patterns and are commonly used. Top-bottom anchor layouts at quarter or fifth points often permit one-way bending analysis.

4. An important consideration and goal in determining location and number of anchorage points is to mini-mize bending stress in the panel. If a top-bottom anchor layout results in unacceptably high bending stresses in the panel, some other anchor layout or thicker stone should be considered. For instance, instead of top-bottom anchors, a layout with anchors in the bottom bed and at some distance down from the top bed might be considered. See Figure 16.

05. Statically indeterminate anchorage patterns may be feasible in some cases. But analysis of load distrib-ution and bending stress with such patterns is complex and such anchorage patterns can be effective only if attached to a back-up which is sub-stantially stiffer than the stone.

06. Another important consideration in location of anchorage points is to minimize loads at these points. Symmetrically located anchors usually achieve equal distribution of load. Non-symmetrical anchor layouts result in higher anchor loads at some locations. This may affect anchor choice.

07. Avoid anchoring panels across a potentially moving joint such as a relief joint or expansion joint. If this cannot be avoided, anchors with slip capability will be required. Friction-induced slip loads must be considered.

08. Anchorage points near gravity supports should be located at, or as close as possible, to the gravity support points.

09. Gravity support at not more than two points for a panel is usually preferred.

10. Features such as rustications and false joints reduce effective panel thickness as regards bend-ing and anchor capacity.

11. Fasteners for stone anchors will almost always penetrate dampproofing membranes or flashings.

This fact should be accounted for in design of these items and all such penetrations should be appropriately sealed.

freestanding stones Signage stones, monument stones, and other tall free-standing stones should be properly anchored to prevent overturning. Wind load, seismic load, and differential expansion and contraction should be considered. If the stone is placed in an area of public access, design should comprehend pedestrian loads including, but not limited to, pushing, pulling and possibly climbing on the stone.

Stone should be set with a minimum of two stainless steel dowels in the bottom bed to prevent movement, even where overturning is not a consideration. All-threads or deformed bars may be required in some cases. Bottom bed of stone should be square. Stone should be set plumb and true in a properly sized mortar

Wind Load t h or grout bed. In some cases epoxies may be required.

Horizontal bearing surfaces immediately under the stone are recommended. Adjacent surfaces should be properly sloped and drained away from stone. Stone should not be set on floating slabs or across joints, as these may shift. In locations where frost heave can occur, consider extending the foundation below the frost line. Where applicable, proper dampproofing proce-dures should be followed. Further, while ILI maintains a statesman-like silence on the use of water repellents, signage is one area where they can sometimes be bene-ficial, assuming proper installation procedures are fol-lowed. Additional information is available on pages 30 to 32 of this handbook and through ILI and its members.

parapet walls Parapet walls are frequently subjected to extremes of moisture infiltration and thermal changes causing move-ments differing from those in the wall below which is exposed on one side only. Through-wall flashing often provides a plane of weakness. In addition, parapets lack the weight necessary to hold masonry units together.

Many problems can be avoided by facing the back of the parapet with stone to reduce differential thermal expansion in materials. Solid stone parapets are often used for this purpose with flashing placed in a reglet in back and the joints caulked with a permanent caulking compound (Fig. 17).

Where copings are used, regardless…