Structure CAD software system for Windows · KAMIN 3 1. KAMIN software The KAMIN software...

S C A D S o f t

S t r u c t u r e C A D s o f t w a r e s ys t e m

f o r Windows

KAMIN A system for analysis of masonry and

reinforced masonry structures

U s e r m a n u a l

SCAD Soft 2007

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Contents 1. KAMIN SOFTWARE.....................................................................................................................3

1.1 GENERAL DATA..........................................................................................................................3 1.2 LIMITATIONS..............................................................................................................................4 1.3 MATERIALS................................................................................................................................4 1.4 DAMAGE ....................................................................................................................................5 1.5 MAIN WINDOW OF THE KAMIN APPLICATION ...........................................................................6

1.5.1 Masonry structures............................................................................................................6 1.5.2 Reinforced masonry structures .........................................................................................6 1.5.3 Structures under reconstruction........................................................................................7 1.5.4 Supporting parts................................................................................................................7

1.6 MASONRY STRUCTURES .............................................................................................................8 1.6.1 Centrally compressed columns .........................................................................................8 1.6.2 Eccentrically compressed columns ...................................................................................9 1.6.3 Outer Wall.......................................................................................................................11 1.6.4 Basement wall .................................................................................................................13 1.6.5 Lintels..............................................................................................................................14 1.6.6 Local strength .................................................................................................................17

1.7 REINFORCED MASONRY ...........................................................................................................18 1.7.1 Reinforced centrally compressed columns......................................................................19 1.7.2 Reinforced eccentrically compressed columns................................................................20 1.7.3 Reinforced outer wall ......................................................................................................20 1.7.4 Reinforced basement wall ...............................................................................................21 1.7.5 Local strength of reinforced structures...........................................................................21

1.8 STRUCTURES UNDER RECONSTRUCTION...................................................................................22 1.8.1 Centrally compressed columns reinforced by hoops.......................................................22 1.8.2 Eccentrically compressed columns reinforced by hoops ................................................23 1.8.3 A wall of a building reinforced by stirrups .....................................................................24 1.8.4 An aperture in a wall.......................................................................................................25

1.9 SUPPORT JOINTS.......................................................................................................................26 1.9.1 Hanging walls .................................................................................................................26 1.9.2 Support of beams and slabs on a wall.............................................................................29 1.9.3 Beams and/or trusses supported on piers and columns ..................................................31

1.10 REFERENCE MANUAL INFORMATION ........................................................................................35 1.10.1 Specific weights...............................................................................................................35 1.10.2 Damage classification.....................................................................................................35

1.11 DESIGN CODES THE REQUIREMENTS OF WHICH ARE IMPLEMENTED BY THE KAMIN SOFTWARE36 REFERENCE........................................................................................................................................39

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1. KAMIN software The KAMIN software application is intended to do both a structural design analysis and a check of parts of

masonry and reinforced masonry structures for compliance with SNiP II-22-81 [1]. The design forces are assumed to comply with loads defined by SNiP 2.01.07-85* [2]; the same document is also a basis for design stress combination rules implemented by the software. The application always uses design values of the loads; this is what the user should specify.

The KAMIN software application is based on documents related to SNiP II-22-81 [1] and a previous edition of the design code, namely: Reference manual on design of masonry and reinforced masonry structures (supplement to SNiP II-22-81) [1], Guide to design of masonry and reinforced masonry structures (supplement to SNiP II-V.2-71) [4], Recommendations on reinforcing of masonry parts of structures [5], Designer’s reference manual on masonry and reinforced masonry structures [9], a book by Vakhnenko [10].

The elements to be checked include centrally and eccentrically loaded columns of various cross-sections in their plan; masonry lintels — coursed, Dutch, and arched; ferroconcrete summer beams; exterior and interior walls of buildings including or not including apertures; basement walls.

Along with common strength check and stability of parts, there is a check of local strength in places where beams, girders, and other similar elements are supported by walls and posts.

The check applies both to undamaged structural parts and to those which have cracks in their masonry and fire damage caused by high temperature.

Another subject of checking is a load-bearing ability of centrally and eccentrically loaded elements reinforced by steel hoops and of walls weakened by additional apertures.

Also, the application does a detailed check of places where beams, slabs, and trusses are supported on masonry (sometimes reinforced masonry) walls or posts. The strength of hanging walls is checked in areas where the foundation beams lie on fixed supports.

Along with all the listed functionality, the KAMIN application is partly a reference manual with which you can check some actual data related to materials, recommendations of SNiP II-22-81, estimates of intensity and nature of damage in constructions. There are special reference modes for this purpose (see below). Some dialog

boxes use the button to display additional reference manual information.

1.1 General data

Fig. 1.1-1. The General tab

Any operational mode available in the application (except for a reference one) requires that you specify a material that a structural part is made of. To do it, use drop-down lists on the General tab to choose a brick type and grade, together with a mortar type and grade (Fig. 1.1-1).

Also, the same tab is used to specify: a safety factor for responsibility, service life of the structure, age of the brickwork (less than a year or over a year), and, in some modes, time of erection (summer or winter).

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Fig. 1.1-2. The Masonry Design Characteristics dialog box

The button opens a dialog where you find information about design characteristics of the masonry currently in use (Fig. 1.1-2).

In this window you can also get information about service condition factors for the masonry and use checkboxes to specify conditions under which the design strength should be calculated.

You should keep in mind that the service condition factors are coefficients that have a lowering effect on the design strength of the masonry.

The title bar of the dialog contains a button, , clicking which will open a dialog box for on-the-fly setup of the units of measurement.

If the structure under consideration has a damage, turn on the respective checkbox in the General tab (see Fig. 1.1-1) to open the Damage tab where you can specify the relevant information.

1.2 Limitations

Every group of modes and many of the particular modes, too, have their limitations which are included in their descriptions.

The following are common limitations for all modes available in the application:

• only solid brickwork is under consideration; • only finished work can be analyzed (no fresh ones or those not yet hardened enough); • no supreme quality brickwork (using plank guides) is accounted for, where no lowering coefficients for

design strength are used. Limitations of bricks/stones — the following types are out of consideration:

• stones/bricks with courses 200 to 300 mm high, and between 150 and 200 mm; • earth stones; • adobe bricks.

Technology limitations — the following is out of consideration:

• vibrated brickwork; • frozen brickwork; • rubble concrete.

There are mortar limitations: only heavy-weight mortars are in use (cement, stiff, with organic plasticizers, with potash admix).

1.3 Materials

The application works with structural parts made of the following materials: Stone/brick

• molded clay brick; • solid calcium silicate brick; • hollow calcium silicate brick, Н = 88 mm; • calcium silicate block, Н = 138 mm; • ceramic block, Н ≤ 150 mm;

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• concrete brick, 200 mm ≤ Н ≤ 300 mm; • concrete bricks of mass concrete or cellular concrete as per GOST 25485-82, 200 mm ≤ Н ≤ 300 mm; • concrete bricks of B type cellular concrete as per SNiP 2.03.01-84*, 200 mm ≤ Н ≤ 300 mm; • gypsum blocks, solid, 200 mm ≤ Н ≤ 300 mm; • gypsum blocks, hollow, 200 mm ≤ Н ≤ 300 mm; • cinder blocks, solid 200 mm ≤ Н ≤ 300 mm; • coal cinder blocks, solid, 200 mm ≤ Н ≤ 300 mm; • cinder blocks, hollow, 200 mm ≤ Н ≤ 300 mm; • coal cinder blocks, hollow 200 mm ≤ Н ≤ 300 mm; • low-strength natural stones (sawn and finely cut), Н ≤ 150 mm; • low-strength natural stones (semi-finely cut), Н ≤ 150 mm; • low-strength natural stones (roughly cut), Н ≤ 150 mm; • normal-strength natural stones (sawn and finely cut), 200 mm ≤ Н ≤ 300 mm; • normal-strength natural stones (semi-finely cut), 200 mm ≤ Н ≤ 300 mm; • normal-strength natural stones (roughly cut), 200 mm ≤ Н ≤ 300 mm; • low-strength natural stones (sawn and finely cut), 200 mm ≤ Н ≤ 300 mm; • low-strength natural stones (semi-finely cut), 200 mm ≤ Н ≤ 300 mm; • low-strength natural stones (roughly cut), 200 mm ≤ Н ≤ 300 mm; • random rubble; • rag.

Mortar • regular cement, mineral plasticizers; • stiff cement; • cement, organic plasticizers; • cement, potash added.

1.4 Damage

Fig. 1.4-1. The Damage tab

Expert estimation of masonry and reinforced masonry structures with the KAMIN software takes into account mechanical and fire damage. The damage is classified into categories and specified in the way defined by appropriate Recommendations [5]. Damage-related information is specified on the respective tab (Fig. 1.4-1).

If there is mechanical damage, enable the respective checkbox and choose a damage type from the list. The following damage types are available:

• cracks in some of the bricks which do not cross the mortar seams;

• hairline cracks which cross two brickwork courses at the most (15–18 cm long);

• hairline cracks which cross four brickwork courses at the most (up to 30–35 cm), the number of cracks being at most four per 1 m of width (thickness);

• cracks opened by up to 2 mm which cross at most eight courses of brickwork (up to 60–65 cm long), the number of cracks being at most four per 1 m of width (thickness);

• cracks opened by up to 2 mm which cross more than eight courses of brickwork (over 65 cm long); • local (edge) damage of brickwork up to 2 cm deep (fine cracks, spot peeling) and vertical cracks at the

ends of supports under beams, trusses, and lintels, which cross at most two courses of brickwork (up to 15–18 cm long);

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• local (edge) damage of brickwork up to 2 cm deep (fine cracks, spot peeling) and vertical cracks at the ends of supports under beams, trusses, and lintels, which cross at most four courses of brickwork (up to 30–35 cm long);

• edge damage of brickwork over 2 cm deep and vertical/oblique cracks at the ends and under supports of beams and trusses, which cross more than four courses of brickwork (over 30 cm long). If there is fire damage, enable the respective checkbox and choose a type and depth of the brickwork’s fire

damage. The presence of the damage is accounted for by changing the geometric sizes of a structural element (fire)

and lowering the design strength of the brickwork.

1.5 Main window of the KAMIN application

Fig. 1.5-1. The main window of the

KAMIN application

When you invoke the application, its main window appears first (Fig. 1.5-1). In this window you choose a mode to operate in. The modes can be classified into four groups three of which are used for expert estimation or check (Masonry Structures, Reinforced Masonry Structures, Structures Under Reconstruction, Supporting Parts), and there is a fifth one which is for reference (Reference Information). Detailed descriptions of the groups are presented in sections that follow. Here they are characterized in brief.

1.5.1 Masonry structures

Modes of this group are used for checking particular structural parts of masonry structures. The parts include:

• centrally compressed posts/columns; • eccentrically compressed posts/columns; • outer walls; • basement walls; • lintels.

Also, local strength is checked in places where beams etc. are supported. Each of the listed structural parts is assumed to belong to one story of a building.

The modes Centrally Compressed Columns and Eccentrically Compressed Columns are used to check the strength and stability of separate or built-in columns compressed either centrally or eccentrically.

The Outer Wall mode is used to check the strength and stability of a building’s outer wall, including one that has apertures.

The Basement Wall mode is used to check the strength and stability of a building’s basement wall. The Lintels mode is used to check the strength and stability of lintels, including ones that have ties. The Local Stability mode is used to check the local strength in places where beams, girders etc. elements

are supported by walls and columns.

1.5.2 Reinforced masonry structures

Modes of this group are used to check various structural parts of reinforced masonry. The parts include: • centrally compressed reinforced columns;

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• eccentrically compressed reinforced columns; • reinforced outer walls of a building; • reinforced basement walls.

Also, local strength of reinforced structural parts can be checked. Any of the listed structural parts is assumed to belong to one story of a building.

The Centrally Compressed Reinforced Columns and Eccentrically Compressed Reinforced Columns modes are used to check the strength and stability of separate or built-in reinforced masonry columns compressed either centrally or eccentrically. The Reinforced Outer Wall mode is used to check the strength and stability of a building’s reinforced masonry outer wall, including one that has apertures. The Reinforced Basement Wall mode is used to check the strength and stability of a building’s reinforced masonry basement wall. The Local Stability Of Reinforced Parts mode is used to check the local strength in places where beams, girders etc. elements are supported by reinforced walls and columns.

1.5.3 Structures under reconstruction

Modes of this group are used to check various structural parts of masonry structures including ones damaged and reinforced by steel hoops. The parts include:

• centrally compressed columns reinforced by steel hoops; • eccentrically compressed columns reinforced by steel hoops; • walls reinforced by stirrups; • apertures in a wall.

The Centrally Compressed Columns Reinforced By Hoops and Eccentrically Compressed Columns Reinforced By Hoops modes are used to check the strength and stability of separate or built-in centrally or eccentrically compressed columns reinforced by steel hoops. The Wall Reinforced By Stirrups mode is used to check the strength and stability of a masonry wall’s fragment with no apertures reinforced by steel stirrups; the fragment is assumed to fit in one story. The Wall Aperture mode is used to check the strength and stability of masonry and (or) a steel lintel over an aperture in an existing solid wall.

1.5.4 Supporting parts

Modes of this group are used to check in detail the places where beams, slabs, and trusses are supported on masonry (in some of the modes, reinforced) walls and columns. Also, there is a check of hanging walls in areas where foundation beams lie on restrained supports. These modes essentially check a local strength of the supporting parts, accounting for particular features of their designs and a static scheme of the structure.

The parts include: • hanging walls; • places where beams and slabs are supported by a wall; • places where beams and/or trusses are supported by piers and columns.

The Hanging Walls mode is used to check the local stability of a hanging wall where it rests on a foundation slab in areas adjacent to the beam’s supports. The Beam And Slab Support On Wall mode is used to check the local strength of masonry in places where the beams and slabs are supported on walls.

The Beam And/Or Trusses On Piers And Columns mode is used to check the local strength of masonry or reinforced masonry in places where the beams and/or trusses are supported on piers and columns. The structure being supported is a single beam/truss that has a rectangular support base. Reference Information contains specific weights of masonry of brick, natural or artificial stone with heavy-weight mortar, and a classification of possible damage to masonry as per Recommendations [5].

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1.6 Masonry structures

1.6.1 Centrally compressed columns

The mode is used to check the strength and stability of separately standing or built-in columns, centrally compressed. It implements requirements of Paragraphs 4.1 to 4.4 of SNiP II-22-81. The columns are assumed to have a constant cross-section throughout their height. Rectangular, tee-shaped, and round cross-sections are available. The mode is represented by a multi-tab dialog box that contains the following tabs:

• General; • Design; • Effective Height; • Damage.

Fig. 1.6.1-1. The General tab

The General tab (Fig. 1.6.1-1) contains general data regarding a structure: its safety factor for responsibility, its masonry age, its service life, presence of damage, and material data — what stones/bricks and mortars are used. The latter data are described in the Materials group.

Fig. 1.6.1-2. The Design tab

Fig. 1.6.1-3. A cross-section shape

The Design tab (Fig. 1.6.1-2) contains data regarding the cross-section of a column. There are three cross-section types available: rectangular, tee, and round. The type is specified by depressing a selection button and entering sizes for the cross-section. Also, you should specify a height, a longitudinal force, and a factor of the latter’s sustained fraction.

To verify the sizes, click the button located under the cross-section selection buttons. The Cross-section dialog box (Fig. 1.6.1-3) will display the design of the current cross-section with its sizes and coordinates of its center of mass.

Note that the load to be specified is actually a design value of a combination of loads and a factor of the load’s sustained fraction in compliance with SNiP 2.01.07-85*.

It is possible to include a column’s self-weight in the check. To do it, turn on the respective checkbox and specify the specific weight of the masonry. The weight of the column will be added to the specified load.

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Fig. 1.6.1-4. The Effective Height tab

(a) (b)

(c) (d)

Fig. 1.6.1-5. Fixation of columns, various options

The Effective Height In XoY Plane and Effective Height In XoZ Plane tabs are used to determine the effective height factors in both principal planes, XoY and XoZ (see Fig. 1.6.1-4).

The factors are numbers to be multiplied by the actual geometric height of a column, and they are calculated as defined by Paragraphs 4.3, 4.4, 6.7 of SNiP II-22-81. Also, it is possible to enter factors different from those calculated. Fig. 1.6.1-5 presents various column fixation options.

(а) conforms to Paragraph 4.3, a of SNiP II-22-81. (b) conforms to Paragraph 4.3, b of SNiP II-22-81. (c) conforms to Paragraph 4.3, c of SNiP II-22-81. (d) conforms to Paragraph 4.3, d of SNiP II-22-81 and is

used in cases when an element is clamped in floors. The cases (b) and (d) require the following additional information:

(b) a type of the building (single-span or multi-span); (г) a type of floors (prefabricated, monolithic, or wooden)

and a distance between transverse rigid constructions. Clicking the Calculate button will display values of the

effective height factors.

The Damage tab presents information about fire and mechanical damage that can be allowed for by the check of a structural part. A classification of the damage is given in the 1.4 section. The fire damage is taken into account along the whole perimeter of a column’s cross-section; they are assumed to be uniform throughout the height of the column. Mechanical damage of the masonry is also assumed uniform throughout the column’s height.

1.6.2 Eccentrically compressed columns

The mode is used to check the strength and stability of separately standing or built-in columns, eccentrically compressed. The eccentric application of a load is assumed in only one of the principal planes of a column’s cross-section. The mode implements provisions of Paragraphs 4.7 to 4.9, 4.11, 5.3 and related ones of SNiP II-22-81. The columns are assumed to have a uniform cross-section throughout their height. Rectangular, tee, and round cross-sections are under consideration. The column is checked for stability in both the plane where the moment (eccentricity) works and out of that plane. In the moment plane, the check is performed as many times as there are sections to check along the bar’s height on which the moment diagram has the same sign. The check out of the moment’s plane follows the same approach as that for a centrally compressed column. The mode is represented by a multi-tab dialog box containing the following tabs:

• General; • Design; • Effective Heights; • Interaction Curves; • Damage.

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Fig. 1.6.2-2. A cross-section design

The General tab contains general information about a structure and is identical to the respective tab of the Centrally Compressed Columns mode. The Design tab (Fig. 1.6.2-1) is little different from the respective tab of the Centrally Compressed Columns mode. Additional data to specify include an axis along which to introduce the eccentricity and the value of the eccentricity itself. The Cross-section dialog box (Fig. 1.6.2-2) opens when

you click the button , to display such information as a location of the cross-section’s center of mass, the eccentricity of the applied load, and the boundary of a compressed area.

The Effective Height In XoY Plane, Effective Height In XoZ Plane, and Damage tabs are identical to the respective tabs of the Centrally Compressed Columns mode.

Fig. 1.6.2-3. The Interaction curves tab

The Interaction Curves tab (Fig. 1.6.2-3) is used to build curves which bound a load-bearing ability area of an eccentrically compressed column under a longitudinal force and a moment.

If the Count the column self-weight checkbox is enabled in the General tab, the self-weight will be allowed for in every point of the load-bearing ability area.

The load-bearing ability area is referred to M-N coordinates. Every point of the plane conforms to an eccentricity equal to M/N. Unlike the Kristall and ARBAT applications where the load-bearing ability area surrounds the coordinate origin, here only compressed columns are dealt with. Therefore the load-bearing ability belongs to the upper half-plane (N > 0).

The curves (see Fig. 1.6.2-3) bound an area inside which there are points with allowable couples of forces. Recall that a force couple is considered allowable when Kmax ≤ 1.

You can use your mouse pointer to explore the area of the force couples shown in the diagram. Every position of the pointer conforms to a couple of numbers denoting the longitudinal force and moment (eccentricity); the numbers are displayed in the respective fields.

There are regions outside the load-bearing ability area where the Kmax factor cannot be calculated. In those regions the eccentricity is such that there is no compression at all in the column’s cross-section.

A maximum value of the limitation utilization factor (conforming to the forces) is displayed together with a

type of check that has yielded it. If the pointer is placed at a point where Kmax > 1, a warning icon, , will appear. Clicking the right mouse button will display a whole list of checks performed and values of the factors for

a set of forces, which conform to the pointer’s position.

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1.6.3 Outer Wall

This mode checks a longitudinal outer wall of a building within a story’s height. The wall may have apertures. A lengthwise wall fragment should be specified in such way that it include apertures and inter-window piers. The length of the fragment (further, an element subject to the check) depends on the presence of apertures. If there are none, one meter along the wall will be considered. The apertures (as well as the piers) are assumed equal along the wall. If there are apertures, a fragment equal to the pier’s length will be under consideration. The basic check is a stability under eccentric compression out of the wall’s plane. Associated checks will be performed, too (such as tension and, is necessary, shear). Requirements of Paragraphs 4.7 to 4.9, 4.11, 5.3 and related ones of SNiP II-22-81 are implemented. The wall is treated as a span of a continuous beam within one story. The stability in the wall’s plane is assumed to always take place (even if there are apertures), so there will be no check of it. The piers are additionally checked for stability in the wall’s plane (per Paragraph 4.5 of SNiP II-22-81) as being centrally compressed.

The cross-sections subject to the check: • ones at the top of a wall, right under the floor slab; • ones in the middle of the wall, where there is a greatest eccentricity; • ones at the bottom of the wall, where it lies on a lower floor or on a foundation.

The mode is represented by a multi-tab dialog box containing the following tabs: • General; • Design; • Loads; • Damage.

The General tab contains data about the design; it is identical to the respective tab of the Centrally Compressed Columns mode/dialog.

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(a)

(b)


The Design tab (Fig. 1.6.3-1, a) contains information about a wall itself, its sizes, apertures, and cross-sections. There are two cross-section types available: rectangular and tee-shaped (tees are available only if there are apertures). Either cross-section type can be selected using selection buttons that depict the available designs. The effective height (Fig. 1.6.3-1, b) will be assigned in compliance with Paragraph 4.3, g and Note 1 of SNiP II-22-81). The walls have their supporting sections stiffly clamped. The stress reduction (buckling) coefficients that have been found will be assumed uniform throughout the wall’s height.

Fig. 1.6.3-2. The Loads tab

The Loads tab. A wall is checked for the action of the following loads (Fig. 1.6.3-2):

• wind, normal to the wall’s surface; • loads from stories above, centrally applied to the top of the

wall or of a pier; • loads from a floor supported by the wall directly;

generally, an eccentric load; • dead weight of the wall.

All loads are assumed to have their design values. For loads caused by the floors, full values and factors of their sustained part are to be specified.

The checks are performed with one principal combination of loads, the wind being taken into account with the factor 0.9 and the others with 1.

The dead weight of the wall is always taken into account. The Damage tab is identical to that in the Centrally Compressed Columns mode. The fire damage is

assumed to always take place only on the interior side of the wall.

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1.6.4 Basement wall

This mode is used to check a wall of a building’s basement within the height of the basement story. The basement wall is assumed to have no apertures and to be simply supported on a foundation or on a floor slab; its cross-section is assumed rectangular. The basic check is a buckling under eccentric compression from the wall’s plane. Accompanying checks (tension and, where necessary, shear) are performed too. The mode implements provisions of Paragraphs 4.1, 4.2, 4.7 to 4.9, 4.11, 5.3 and related ones of SNiP II-22-81. The stability in the wall’s plane is assumed to take place; no check is performed. A random eccentricity per Paragraph 6.65 of SNiP II-22-81 is taken into account only for loads caused by an upper wall.

The sections subject to the check: • one at the top of a wall, right under a floor, treated as an eccentrically compressed element; • one in the middle of the wall, in a place of a greatest eccentricity, as an eccentrically compressed element; • one at the bottom of the wall, where the wall lies on a foundation, as a centrally compressed element.

The mode is represented by a multi-tab dialog box containing the following tabs: • General; • Design And Loads; • Damage.

The General tab contains information about a whole construction; it is identical to one in the Centrally Compressed Columns mode.

Fig. 1.6.4-1. The Design And Loads tab

The Design And Loads tab (Fig. 1.6.4-1) contains information regarding the configuration of a wall, its sizes, and its cross-section. Segments of the wall are assumed to have the same footing depth. The loads accounted for include:

• a basement wall’s weight; • stories above; • a floor slab over the basement; • side pressure of soil; • loads upon soil near the basement (the elevation mark is

assumed to point at the basement wall’s top). The recommended value of the load on soil is at least 1000 kg/m2. All loads are assumed to have their design values. For

loads caused by the floor slabs over the basement or by stories above, full values and factors of their sustained part are to be specified. The Damage tab is identical to one in the Centrally Compressed Columns mode. Fire damage can take place only on the interior surface of the wall.

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1.6.5 Lintels

This mode is used to investigate masonry (coursed, Dutch, arched) and ferroconcrete lintels. All lintels are assumed to have rectangular cross-sections. A lintel can cover a middle aperture or an end one. Any masonry lintel can have a tie. The basic check of masonry lintels is a stability under eccentric compression in the plane of a wall. The lintel is assumed to be partially clamped in the piers, the effective length factor of 2/3 being assumed. The stability of the lintel for buckling from the wall’s plane is assumed to take place. The mode implements provisions of Paragraphs 4.7, 4.8, 6.47 and related clauses of SNiP II-22-81 [1]. In cases when a lintel covers an end aperture and there is no tie, an additional check involves checking the end pier for shear (in mortar and in stone) caused by a thrust stress in the lintel (Paragraph 4.20, SNiP II-22-81). Both the lintel and its pier are assumed to be made of masonry of the same properties. If there is a tie, its strength is checked in compliance with Paragraph 5.1, SNiP II-23-81* [7]. The strength check of a ferroconcrete lintel complies with provisions of SNiP 2.03.01-84* [8].

The mode is represented by a multi-tab dialog box that contains these tabs: • General; • Design; • Loads; • Reinforcement Scheme.

Fig. 1.6.5-1. The General tab (a fragment)

The General tab contains data concerning a construction in general; it is nearly identical to one in the Centrally Compressed mode.

A list of differences follows: • the user should specify the season of construction

(Fig. 1.6.5-1); • the list of bricks/stones does not contain natural stones of

low strength and rag; • mortars of grade 25 and higher are used.

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(a)

(b)

(c)

(d)

Fig. 1.6.5-3. Lintel types

The Design tab (Fig. 1.6.5-2) is used to specify a design of the lintel. The available types include coursed (Fig. 1.6.5-3, a), Dutch (Fig. 1.6.5-3, b), arched (Fig. 1.6.5-3, c), and ferroconcrete beam (Fig. 1.6.5-3, d) lintels. Any of the lintels may have a tie for which its steel grade

and its cross-section area should be specified. The button lets you obtain the area of the tie in cases when the latter is made of rebars or rolled angles. Clicking this button will open a dialog box shown in Fig. 1.6.5-4, where you should choose a rebar diameter or an angle profile and the number thereof. Clicking the OK button will deliver the area value to the respective tie area text field. In the case when the lintel covers an extreme compartment and there is no tie, it is necessary to check the strength of the pier. To do it, specify its area and an additional load independent of one transferred by the lintel (Fig. 1.6.5-2).

Fig. 1.6.5-4. Choosing the properties of a tie

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Fig. 1.6.5-5. The Loads tab

The Loads tab specifies loads upon the lintel transferred from the floor slab of the storey above (Fig. 1.6.5-5), a height at which the loads are applied, and а factor of their sustained part. Loads of two types can be used:

• one uniformly distributed throughout the lintel’s span; • a system of vertical concentrated forces, with a value, a

direction, and a coordinate with respect to the left support specified for each one of those.

Fig. 1.6.5-6. The

Reinforcement Scheme tab

If a ferroconcrete lintel has been selected, an additional tab will appear, Reinforcement Scheme (see Fig. 1.6.5-6) where you should choose a type and grade of concrete from the respective lists. Also, the concrete-related information should be supplemented with service condition factors and that of hardening conditions.

The service condition factor for the concrete, γβ2, allows for the duration of a load; it can be set to 1 (by default) or 0.9 (item 2a in Table 15 of SNiP 2.03.01-84*).

The service condition factor for the concrete, γβ, is a product of all service condition factors for the concrete from Table 15 of SNiP 2.03.01-84* except for γβ2; it is set to 1 by default. If the initial elasticity modulus of the concrete is different from its tabular value, then a factor of hardening conditions should be specified; this will be used to adjust the modulus as needed (it should be specified only if the concrete hardens naturally). Also, a reinforcement scheme should be specified:

• the thickness of a protective layer; • classes of longitudinal and transverse reinforcement; • factors of service conditions for the reinforcement; • a diameter and number of bars in the lower longitudinal reinforcement arranged in one row; • a diameter and number of bars in the transverse reinforcement, and its spacing. If the number of bars or the spacing of the transverse reinforcement are set to zero, this type reinforcement is

assumed absent, and no respective check per SNiP 2.03.01-84* will be done. The ferroconcrete lintels work in conditions where the top reinforcement is unneeded for the strength reason, therefore no data about the top reinforcement are required and no check of the top reinforcement’s resistance will be performed.

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1.6.6 Local strength

The Local Strength mode is used to do a check of local strength in places where concentrated loads are transferred (from supported beams, girders et al. parts) onto walls and columns. The mode implements requirements of Paragraphs 4.13, 4.14, 4.16 of SNiP II-22-81. No check for simultaneous action of a local and main load (Paragraph 4.15 of SNiP II-22-81) is performed. The distribution of pressure in places where the loads are transferred is assumed uniform throughout the whole transfer area.

The mode is represented by a multi-tab dialog boxes containing the following tabs: • General; • Loading scheme; • Damage.

The General tab contains data concerning a whole construction; it is identical to the respective tab of the Centrally Compressed Columns mode.

The Loading Scheme tab is used to specify the value of a local load and to choose a scheme according to which it is applied. Fig. 1.6.6-1 presents load application schemes and indicates (in parentheses) how they conform to those in Fig. 9 in SNiP II-22-81 (an area where the load is applied is darkened).

(a) Local load throughout the width

of an element (9, a)

(b) Local edge load throughout the width of an element (9, b)

(c) Local load in places where the

ends of beams and girders and supported (9, c)

(d) Local load in places where the

ends of beams and girders and supported (9, c1)

(e) Local load on the corner of an

element (9, d)

(f) Local load applied to a part of

the length and width of an element (9, e)

(g) Local load within a ledge on a wall (9, f)

(h) Local load within a wall and a ledge on it (9, g) Fig. 1.6.6-1. Local load application schemes

The Damage tab presents data about a mechanical damage that can be taken into account in the check of local strength. The mechanical damage in masonry is assumed to be uniform throughout the volume of a part subject to the check.

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1.7 Reinforced masonry

The information given below includes, actually, general limitations of the current version of the KAMIN application adopted during the development of it. The limitations concern all modes of the reinforced masonry check group. Only elements with a transverse mat reinforcement are under consideration. The reinforcement mats are either rectangular or of the “zigzag” type placed in two adjacent seams of masonry. This reinforcement is based on materials belonging to Classes A-I, Vr-I per SNiP 2.03.01-84*.

Here follow the rebar diameter limitations: • in the rectangular mats — 3 to 6 mm; • in the zigzag mats — 3 to 8 mm.

The rebar spacing limitations are: • in the rectangular mats — 3 to 12 cm; • in the zigzag mats — 3 to 12 cm; • the spacing of the rebars is the same in both directions and in all mats.

The diameters of the rebars in both directions are the same in the rectangular mats; both zigzag mats are also identical.

The cross-sections can be filled with reinforcement within the following limits: • the minimum allowed reinforcement percentage is 0.1; • the maximum allowed reinforcement percentage is 1.

In the case when the reinforcement percentage is less than the minimum value, the analysis cannot be performed. In the case when the reinforcement percentage is greater than the maximum one, the check will assume it to be equal to the maximum value. In either case an appropriate warning message will be generated.

Limitations of the materials used: • stones over 150 mm high or rag stones are not used; • only mortars of grade 25 and higher are used.

The strength of a reinforced masonry in the course of its erection is not checked (i.e. formula 28 of SNiP II-22-81 is not implemented). Also, the check of an eccentrically compressed reinforced masonry construction with a big eccentricity will not be performed in cases when the eccentricity exceeds half of the distance between the cross-section’s mass center and the outer edge of the compressed area; an appropriate warning message will be generated.

See additional features in the description of the Local Strength Of Reinforced Masonry mode.

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1.7.1 Reinforced centrally compressed columns

The mode is used to check the strength and stability of separate or built-in reinforced columns under central compression. The mode implements requirements from Paragraph 4.30 and related clauses of SNiP II-22-81. The columns are assumed to have a constant cross-section throughout their height. Rectangular, tee, and round cross-sections are implemented.

The mode is represented by a multi-tab dialog box containing the following tabs: • General; • Design; • Effective Heights; • Damage; • Reinforcement.

The General, Design, Effective Height In XoY Plane, Effective Height In XoZ Plane, and Damage tabs are virtually identical to those in the Centrally Compressed Columns.

Fig. 1.7.1-1. The

Reinforcement tab

The Reinforcement tab is used to choose these data from appropriate lists: reinforcement class, rebar diameter, rebar spacing in mats, number of brick courses between the mats. Use the respective checkboxes to set a mat type (either rectangular or zigzag).

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1.7.2 Reinforced eccentrically compressed columns

The mode is used to check the strength and stability of separate or built-in reinforced columns under an eccentric compression. The eccentric load application is used in only one of the principal planes of a column’s cross-section. The mode implements requirements of Paragraph 4.31 and related clauses of SNiP II-22-81. The columns are assumed to have a constant cross-section throughout their height. The cross-sections can be rectangular, tee-shaped, or round. Special features:

• the mode does not deal with rag stones or ones over 150 mm high; • only mortars of grade 25 or higher are used.

The stability of a column is checked in the plane where the moment acts (the eccentricity plane) and from this plane. When checking for buckling from the moment plane, the column is assumed to be centrally compressed. The mode is represented by a multi-tab dialog box containing the following tabs:

• General; • Design; • Effective Heights; • Interaction Curves; • Damage; • Reinforcement.

The structure and usage of the mode are very similar to ones described above, Reinforced Centrally Compressed Columns and Eccentrically Compressed Columns. The General, Design, Damage, Interaction Curves, Effective Height In XoY Plane, Effective Height In XoZ Plane, and Reinforcement tabs are identical to the respective tabs of other modes.

1.7.3 Reinforced outer wall

The mode is used to perform the check of a longitudinal reinforced outer wall of a building within its storey’s height. The wall may have apertures. A segment of the wall is under consideration, such that it include piers and apertures. The length of the segment (the element to be checked, too) depends on whether there are apertures. If there are none, one meter along the wall will be taken. The apertures are assumed equal along the wall (the piers are equal, too). If there are apertures, a segment equal in length to the pier will be considered. The main check is for buckling under eccentric compression, from the plane of the wall. The mode implements requirements of Paragraph 4.31 and related clauses of SNiP II-22-81. The wall within a storey is treated as a span of a continuous beam. It is assumed that the stability in the wall’s plane is ensured (even if there are apertures) and thus not to be checked. The piers are checked additionally for stability in the wall’s plane (per Paragraphs 4.5, 4.30 of SNiP II-22-81) as being centrally compressed. The cross-sections to be checked:

• at the top of the wall, immediately under a floor slab; • in the middle of the wall, in a place of a greatest eccentricity; • at the bottom of the wall, near the bottom floor slab or the foundation.

The mode is represented by a multi-tab dialog box containing the following tabs: • General; • Design; • Loads; • Damage; • Reinforcement.

The Design tab is identical to one in the Outer Wall mode. The other tabs are identical to those in the Reinforced Centrally Compressed Columns.

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1.7.4 Reinforced basement wall

The mode is used to check a reinforcement basement wall of a building within its basement storey. The basement wall has no apertures. One meter along the wall is taken, its cross-section being rectangular. The main check is for buckling under eccentric compression, from the plane of the wall. Accompanying checks are performed too (tension and, when necessary, shear). The mode implements requirements of Paragraphs 4.30, 4.31 and related clauses of SNiP II-22-81. The basement wall is assumed to be simply supported on a foundation and a floor slab over the foundation. It is assumed that the stability in the wall’s plane is ensured and thus not to be checked. A random eccentricity per Paragraph 6.65 of SNiP II-22-81 is taken into account only for loads from a wall above.

The cross-sections to be checked: • at the top of the wall, immediately under a floor slab, as an eccentrically compressed element; • in the middle of the wall, in a place of a greatest eccentricity, as an eccentrically compressed element; • at the bottom of the wall, near the foundation, as a centrally compressed element.

The mode is represented by a multi-tab dialog box containing the following tabs: • General; • Design And Loads; • Damage; • Reinforcement.

The General tab contains general data about a construction; it is identical to one in the Centrally Compressed Columns mode.

The Design And Loads tab is identical to one in the Basement Wall mode. The other tabs are identical to the respective ones in the Reinforced Centrally Compressed Columns mode.

1.7.5 Local strength of reinforced structures

The mode is used to do a check of local strength in places where concentrated loads are transferred (from supported beams, girders et al. parts) onto reinforced walls and columns. The mode implements requirements of Paragraphs 4.13, 4.14, 4.16 of SNiP II-22-81. No check for simultaneous action of a local and main load (Paragraph 4.15 of SNiP II-22-81) is performed. The distribution of pressure in places where the loads are transferred is assumed uniform throughout the whole transfer area. The mode is represented by a multi-tab dialog box containing the following tabs:

• General; • Loading Scheme; • Damage; • Reinforcement.

The General, Damage, and Reinforcement tabs are identical to those in the Local Strength mode. The Loading Scheme tab is used to specify a value of the local load and to select a scheme of its

application. Fig. 1.7.5-1 shows available schemes of application and indicates (in parentheses) how they conform to the schemes in Fig. 9 from SNiP II-22-81 (an area subject to a load is darkened). The reinforcement is shown only where it is minimally necessary — in an effective area of the cross-section determined by instructions of Paragraph 4.16 of SNiP II-22-81. The reinforcement uses only rectangular mats with the spacing 60×60 mm at most.

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(a) Local load throughout the

element’s width (9, a)

(b) Local edge load throughout the

element’s width (9, b)

(c) Local load in places where the ends of girders and beams are

supported (9, c)

(d) Local load in places where the

ends of girders and beams are supported (9, c1)

(e) Local load upon the corner of an element (9, d)

(f) Local load applied to a part of the width and length of an element

(9, e)

(g) Local load applied within a ledge on a wall (9, f)

(h) Local load applied within a wall and a ledge on it

(9, g)

Fig. 1.7.5-1. Load application schemes

1.8 Structures under reconstruction

The modes of this group are used to check various structural parts of masonry structures, including damaged ones reinforced by steel hoops or stirrups. The damage of a masonry structure can be of mechanical or fire origin. The damage is classified according to Table 1 (mechanical one in walls, piers, and columns), Table 2 (mechanical one in places where the masonry of supports of beams, trusses, girders, summers is damaged), Table 3 (of masonry of walls and columns caused by fire) from Recommendations [5]. The damage is taken into account by lowering the design strength of the masonry and reducing the cross-section sizes of elements. The mechanical and fire damage can take place simultaneously in a single structural element (except for the checks of local strength where only the mechanical damage is to be analyzed). The fire damage is taken into account only if the respective wall is at least 38 cm thick or the respective column is at least 38 cm wide across its section. In cases when a damage cannot be allowed for, an appropriate message will be generated. The overall maximum reduction of the design strength caused by both the mechanical and fire damage cannot exceed 50%. The columns and parts of walls are reinforced using recommendations of the Manual [9] and Guide [4].

1.8.1 Centrally compressed columns reinforced by hoops

The mode is used to check the strength and stability of separate or built-in stone/brick columns, centrally compressed and reinforced by steel hoops. The columns are assumed constant in their cross-section throughout their

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height. The rectangular and tee cross-sections are implemented. The reinforcing hoops consist of equal angles that clasp the corners of a column and of horizontal bands that connect the angles. The horizontal bands (actual hoops) are not pre-stressed. The loads applied to a construction are not transferred to the reinforcing elements (a hoop). The vertical distances between the transverse reinforcing elements are assumed to be at most the least size of the reinforced construction or 50 cm, whichever is less, and the distance between the vertical elements in plan is assumed to be 100 cm or two thicknesses of the construction at the most. Recommendations from Paragraphs 5.34, 5.35, 5.38, 5.40 of the Manual [9] and 5.42, 5.45, 5.46 of the Guide [4] are taken into account.

The mode is represented by a multi-tab dialog box containing the following tabs: • General; • Design; • Effective Heights; • Damage; • Reinforcing.

Fig. 1.8.1-1. The Reinforcing tab

The General, Design, Effective Height In XoY Plane, Effective Height In XoZ Plane, and Damage tabs are identical to those in the Centrally Compressed columns mode. The Reinforcing tab contains data regarding the design of the reinforcing (Fig. 1.8.1-1), steel class, and vertical angles from rolled profile databases.

The vertical and horizontal elements of the reinforcing are assumed to be made of steel of the same class.

1.8.2 Eccentrically compressed columns reinforced by hoops

The mode is used to check the strength and stability of separate or built-in stone/brick columns, eccentrically compressed and reinforced by steel hoops. The columns are assumed constant in their cross-section throughout their height. The rectangular and tee cross-sections are implemented. The reinforcing hoops consist of equal angles that clasp the corners of a column and of horizontal bands that connect the angles. The horizontal bands (actual hoops) are not pre-stressed. The loads applied to a construction are not transferred to the reinforcing elements (a hoop). The vertical distances between the transverse reinforcing elements are assumed to be at most the least size of the reinforced construction or 50 cm, whichever is less, and the distance between the vertical elements in plan is assumed to be 100 cm or two thicknesses of the construction at the most. Recommendations from Paragraphs 5.34, 5.35, 5.38, 5.40 of the Manual [9] and 5.42, 5.45, 5.46 of the Guide [4] are taken into account.

The mode is represented by a multi-tab dialog box containing the following tabs: • General; • Design; • Effective Heights; • Interaction Curves; • Damage; • Reinforcing.

The General, Design, Interaction Curves, Effective Height In XoY Plane, Effective Height In XoZ Plane, and Damage tabs are identical to those in the Eccentrically Compressed columns mode.

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The Reinforcing tab contains data regarding the design of the reinforcing (Fig. 1.8.2-1), steel class, and vertical angles from rolled profile databases.

The vertical and horizontal elements of the reinforcing are assumed to be made of steel of the same class.

1.8.3 A wall of a building reinforced by stirrups

This mode is used to check a longitudinal wall of a building, without any apertures, within a storey’s height. The length of a wall’s segment reinforced by a stirrup should be specified; the wall is assumed to have a rectangular cross-section. The stirrup consists of vertical bands installed on the edges of a wall’s segment and, if necessary, evenly along the segment which is being reinforced. Additional vertical bands are installed on the condition that the distance between the vertical reinforcing parts be one meter or two thicknesses of the wall at the most. The reinforcing parts are not pre-stressed. The forces acting on the wall are not transferred to the stirrup. The transverse elements are strips, with the distance between them being at most 50 cm or the thickness of the wall. The longitudinal and transverse elements of the reinforcing must be connected at their intersections. Also, conforming nodes on the opposite sides of the wall are connected to each other by horizontal round structural elements which penetrate the wall. These elements are not involved in the analysis. The reinforced segment of the wall is checked for buckling from the wall’s plane under eccentric compression. The requirements from Paragraphs 4.7–4.9, 4.11 of SNiP II-22-81 are implemented; recommendations of Paragraphs 5.34, 5.35, 5.38, 5.40 of the Manual [9] and Paragraphs 5.42, 5.45, 5.46 of the Guide [4] are taken into account. The wall is treated as a span of a continuous beam within one storey. The stability of a reinforced segment in the wall’s plane is assumed to take place by default, so it is not checked.

The following cross-sections are subject to the check: • at the top of the wall, immediately under the floor slab; • in the middle of the wall, at the location of a greatest eccentricity; • at the bottom of the wall, where it is supported on a lower floor slab or on a foundation.

Only one stability check of the reinforced wall’s segment is performed in each cross-section (the accompanying checks, shear and tension, are not performed).

The mode is represented by a multi-tab dialog box that contains the following tabs: • General; • Design; • Loads; • Damage; • Reinforcing.

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The General tab is identical to one in the Centrally Compressed Columns mode. The Design tab (Fig. 1.8.3-1) contains data related to a part of the wall being reinforced (dark in the figure), particularly, its sizes. The effective height is assigned in the same way as in the Outer Wall mode. The wall’s segment has the clamped support cross-sections. The calculated stress reduction factors will be assumed constant throughout the height of the wall’s segment.

Fig. 1.8.3-2. The Load tab

The Load tab (Fig. 1.8.3-2) helps specify the following loads:

• a wind normal to the wall’s surface; • a load from the stories above, applied centrally to the top

of the wall or to the pier; • loads from a floor slab directly supported on the wall;

generally, these are eccentric; • the self-weight of the wall.

It is assumed that all loads have their design values. Specify full values and coefficients that define the sustained part for loads caused by the floor slabs. The checks involve one main combination of loads, the wind is taken with the factor of 0.9, and all the others with the factor 1. The wall’s self-weight is always used.

The Damage tab is identical to one in the Centrally Compressed Columns mode. The fire damage is allowed on one side or on both sides.


The Reinforcing tab (Fig. 1.8.3-3) contains data about the design of the reinforcing and its steel class.

It is assumed by default that the vertical and horizontal elements of the reinforcing are made of steel of the same class.

1.8.4 An aperture in a wall

Here we deal with an aperture in an existing solid brick wall, which has these peculiar features: • the presence of the aperture does not affect the loads upon the wall; • the lower part of the aperture is undefined, i.e. it is unknown to be a door or window aperture;

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• the presence of a floor slab above the aperture is assumed (in a particular case, the aperture can be bounded from above by the floor slab itself);

• the wall with the aperture can be either exterior or interior, and it cannot have ledges; • the wall may have mechanical and fire damage; • natural stones of a low strength and random rubble stones are not used; • mortars of grade 25 and higher are used.

The aperture is bounded by a steel lintel formed by two coupled angles (equal or unequal), two coupled channels, or one double-tee with a horizontal web. A part of the masonry above the aperture is treated as a coursed lintel. If the lintel is high enough, its strength as a coursed lintel will be checked. The mode assumes the stability of the lintel from the wall’s plane to be ensured by default. The mode implements requirements from Paragraphs 4.7, 4.8, 6.47 and related clauses of SNiP II-22-81. If a masonry lintel is not high or strong enough, the respective bendable steel lintel will be checked for strength. The requirements from Paragraph 5.12 of SNiP II-23-81* [7] are implemented. A combined behavior of the masonry and the steel lintel is not taken into account. The local strength of masonry under the steel lintel is always checked.

The mode is represented by a multi-tab dialog box containing the following boxes: • General; • Design; • Loads; • Damage. The General and Damage tabs are almost identical to those in the Centrally Compressed Columns

mode. The Load tab is identical to one under the same name in the Lintels mode.


The Design tab (Fig. 1.8.4-1) is used to specify data concerning an aperture and its steel lintel.

The lintel can be based on angles, channels, or double tees. A particular profile is selected using appropriate lists. The design strength of steel is set automatically after its grade has been selected in the respective list; it can be also specified in the appropriate edit field if you choose Other in the list.

1.9 Support joints

1.9.1 Hanging walls

The mode is used to check a local strength of a hanging wall supported on a foundation beam in areas near the supports of the beam.

The height of the wall must not be less than half of the beam’s span. This is a condition for assumptions, on which the analysis is based, to be true.

The wall is supported on the beam centrally. The local strength is checked only above the foundation beam. The foundation beams can be either single- or multi-span. The single-span beams are simply supported, so

are the extreme supports of the multiple-span beams.

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In a multi-span design, the reactions are determined as in a three-span continuous beam with equal spans, loaded by a uniform load from the wall’s weight in all its spans.

The cross-sections of the foundation beams are assumed constant throughout their length. All the supports have the same width. The supported part of a beam in each span is half a width of the support in all cases.

The foundation beam can be made of either ferroconcrete or steel. The wall within one span can have one window or door aperture. The spans adjacent to it (of a continuous

beam) are assumed to have no apertures. The strength of a single beam span (a middle one, or an extreme one in continuous beams) is checked

always, whether with an aperture or no. A load lowered by the presence of an aperture will be corrected according to a statically determinate model

within the span.

The mode is represented by a multi-tab dialog box containing the following tabs: • General; • Foundation Beam; • Design.


The General tab (Fig.1.9.1-1) contains data concerning a whole structure: its safety factor for responsibility, its brickwork age, its service life, and its material — stones/bricks and mortars used. The latter are specified in the Materials group.

Fig. 1.9.1-2,a. The Foundation Beam tab

(a steel beam)

The Foundation Beam tab contains data about the design of a foundation beam (single- or multi-span, whether the middle or extreme span is under consideration, the length of the span to be checked, and the presence of apertures in the span).

For steel beams (Fig. 1.9.1-2,a), its cross-section’s type and size should be checked. In cases when the cross-section is built from rolled profiles, the respective profile is selected from the database. For a box cross-section, its transverse sizes and thickness are specified by the user.

For ferroconcrete beams (Fig. 1.9.1-2,b), you choose its cross-section type and specify its sizes. Also, concrete-related information needs to be specified.

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Fig. 1.9.1-2, b. The Foundation Beam tab

(a ferroconcrete beam)

Fig. 1.9.1-3, a. The Design tab (a

continuous beam, extreme span, no aperture)

Fig. 1.9.1-3, b. The Design tab (a single-

span beam, a window aperture)

The Design tab contains data concerning the design of the wall, its brickwork material’s specific volume weight, the length of a span to be checked, the sizes of supports and apertures.

In the same tab, specify a design load transferred onto the wall from constructions above.

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Fig. 1.9.1-3, c. The Design tab (a multi-

span beam, a middle span, a door aperture)

Limitations of the version:

• the strength under the supports of the foundation beams is not checked (the requirement of Paragraph 6.51, rubric 2 in SNiP II-22-81 [1] is not implemented);

• the strength of the framing beam itself is not checked, too (the requirement of Paragraph 6.53 in SNiP II-22-81 [1] is not implemented);

• when determining the stiffness of ferroconcrete beams, an initial elasticity modulus, Eb, is adopted for concrete, and it is not to be corrected afterwards;

• the requirement of Paragraph 6.51 in SNiP II-22-81 [1], third rubric, is not implemented; that clause concerns the check of cross-sections above the foundation beam. In our version this is a section at the level of a window aperture’s bottom;

• in the check of the strength of brickwork above intermediate supports of multi-span beams, if the door apertures are within the scope of the local stresses, a fullness factor of the stress diagram ψ in a cut-off part of the diagram will be increased proportionally to a ratio of the full base of the stress diagram to the truncated one;

• the width of the beam’s top should be at least equal to the wall’s thickness.

1.9.2 Support of beams and slabs on a wall

The mode is used to check a local strength of masonry in places where beams and slabs are supported on walls. The mode implements provisions of Paragraph 6.46 in SNiP II-22-81[1] and Paragraph 7.3 in Designer’s manual …[9].

The mode performs a check of supports of solid ferroconcrete slabs, steel or ferroconcrete beams. Only single beams and slabs are under consideration. A mutual effect of nearby constructions is not taken into account. All supported constructions can be freely supported on both sides, clamped on both sides, or cantilever. The allowed load on a supported construction is a uniformly distributed one (design value) — per unit of area for slabs, per unit of length for beams. The self-weight of a supported construction is taken into account, with the safety factor for load 1,05 for steel beams and 1,1 for ferroconcrete beams/slabs. The following structural designs of the beam/slab supports on masonry are implemented:

• a free support of beams/slabs on masonry; • clamping of beams/slabs in masonry;

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• clamping of beams in masonry with a lower steel spreader pad; • clamping of beams in masonry with both lower and upper steel spreader pads.

The mode is represented by a multi-tab dialog box containing the following tabs: • General; • Design.


The General tab (Fig. 1.9.2-1) contain data of general nature concerning a construction of interest: safety factor for responsibility, brickwork age, service life, and materials — stones/bricks and mortars used. The latter are specified in the Materials group.

Fig. 1.9.2-2,a. The Design tab (a

cantilever support of a steel beam)

The Design tab contains data regarding the thickness of a wall, material and design of a beam/slab, support conditions, span lengths, and depth of immuration/support on a wall.

In the same tab, specify a design load that comes onto a beam/slab from constructions above.

Fig. 1.9.2-2,b. The Design tab (a

cantilever support of a ferroconcrete slab)

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Limitations of the current version:

• the strength of the steel pads is not checked; it is assumed to take place by default;

• the lower and upper pads are assumed to have the same width (in a direction perpendicular to the wall’s plane);

• the length of the upper pad must not exceed that of the lower one;

• the recommended width of the pad is at least 1/5 of the immuration depth. In cases when the pad’s width does not meet this requirement, the user is recommended to increase the width up to a needed value;

• the useful width of the lower pad is determined from the condition (7.21) in Designer’s manual …[9]. In cases when the useful width of the pad is less than that specified by the user, the check cannot be performed.

1.9.3 Beams and/or trusses supported on piers and columns

This mode is used to check local strength of masonry and reinforced masonry in places where the beams and/or trusses are supported on piers and columns. The supported construction is a single beam/truss with a rectangular support base.

The size of the support base is limited to the bearing part of the construction or to the size of a steel pad at the support location.

The check is based on Paragraph 6.44 of SNiP II-22-81 [1] and recommendations from Paragraph 5.6 of Vakhenko.

The supporting construction is a pier of a wall or a column. The peculiarity of the supporting construction is that the beam/truss is supported on a part of the masonry.

There is no masonry above the support. A transverse reinforcement of the masonry with mats can be made under the supported part. The mats are always distributed throughout the area of the supported part, the width of the pier, and the thickness of the wall.

The following designs of the support can be used: • directly on the masonry; • on a ferroconcrete spreader cushion over the whole pier's width; • on a ferroconcrete spreader cushion over the whole pier's width, with an aligning steel pad. The aligning

pad occupies the whole width of the supported construction and can stick out. The design load caused by the supported construction is a concentrated force. The check for local bearing, when the construction is supported directly on masonry, uses the cross-section under the beam/truss; if there is a cushion, the cross-section of the masonry under the cushion is used. The mode is implemented as a multi-tab dialog box that contains the following tabs:

• General; • Design; • Reinforcement data.

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The General tab (Fig. 1.9.3-1) contains general information about a construction: its safety factor for responsibility, age of masonry, service life, and material-related data — stones/bricks and mortars used. All this information is presented in the Materials section.

The same tab also tells whether the masonry is reinforced or not reinforced below the support. Depending on this, the user has options of bricks/stones for either regular or reinforced masonry according to common conventions of the KAMIN application.

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Fig. 1.9.3-2,a. The Design tab (direct

support on a column, reinforced support place)

Fig. 1.9.3-2,b. The Design tab (support on

a wall via a ferroconcrete cushion)

Fig. 1.9.3-2,c. The Design tab (support on a wall via a ferroconcrete cushion and an

aligning pad, the support area being reinforced)

The Design tab contains information about a column/wall, the load, the size of the supported area, the sizes of the ferroconcrete cushion and of the steel pad.

If there is a ferroconcrete cushion, the ferroconcrete-related data need to be specified.

The material and the thickness of the steel pad are not specified, it is assumed that the strength of the pad is sufficient, and thus it is not to be checked.

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Fig. 1.9.3-3. The Reinforcement

Information tab

The Reinforcement Data tab contains information concerning a reinforcement in the part of a wall/column below the support place.

This tab is identical to the respective one in the Reinforced Masonry mode.

Limitations of the current version:

• if there is a support on a wall, the check for central compression uses a conventional cross-section of a column below the support location where the side is assumed greater — equal to a doubled pier’s width;

• in the check of masonry under a cushion, the resultant load is assumed to be applied at the distance of 1/3 from the interior edge of the cushion if there is no spreader pad, or from the interior edge of the pad if there is one;

• the check for tension in the seams of masonry and in the reinforcement (if the masonry is reinforced below its support location) is performed only if the construction is supported on the masonry directly. The check is based on a principle given in Vakhnenko, Paragraph 5.6. Vertical seams of the masonry are always checked for tension. The obtained result is final for non-reinforced masonry. A reinforced masonry, if not strong enough for tension by itself, will be checked also for the tension strength of its reinforcement.

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1.10 Reference manual information

1.10.1 Specific weights

Fig. 1.10.1-1. The

Specific weights tab

After this mode is activated, a table appears that presents reference information about the specific weights of masonry with heavy-weight mortar, for all types of stones/bricks used in the application.

1.10.2 Damage classification

Fig. 1.10.2-1. The

Damage Classification tab

This section of the reference manual mode provides

information about coefficients to lower the design load-bearing ability of masonry and reinforced masonry structures having various mechanical or fire damage, and recommendations on temporary reinforcing in compliance with the “Recommendations” [5].

To obtain a desired piece of information, choose an appropriate item from the drop-down list.

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1.11 Design codes the requirements of which are implemented by the KAMIN software

Mode Criterion to check for Clause in a design code MASONRY STRUCTURES

Centrally compressed columns

stability under central compression 4.1, SNiP II-22-81

stability in the eccentricity plane under eccentric compression

4.7, SNiP II-22-81

Eccentrically compressed columns

stability out of the eccentricity plane under eccentric compression

4.11, SNiP II-22-81

shear in seams 4.20, SNiP II-22-81 shear in stones (bricks) 4.20, SNiP II-22-81 masonry seam opening 5.13, SNiP II-22-81 stability under eccentric compression of the cross-

section under a floor slab 4.7, SNiP II-22-81

stability under eccentric compression of the middle cross-section

4.7, SNiP II-22-81

Outer wall stability under eccentric compression of the lower cross-section

4.7, SNiP II-22-81

stability of a pier in the wall’s plane 4.7, SNiP II-22-81 shear in seams 4.20, SNiP II-22-81 shear in stones (bricks) 4.20, SNiP II-22-81 masonry seam opening 5.13, SNiP II-22-81 stability under eccentric compression of the cross-

section under a floor slab above the basement 4.7, SNiP II-22-81


4.7, SNiP II-22-81

Basement wall stability under central compression of the lower cross-section

4.1, SNiP II-22-81

shear in seams 4.20, SNiP II-22-81 shear in stones (bricks) 4.20, SNiP II-22-81 masonry seam opening 5.13, SNiP II-22-81 stability of a lintel 4.7, SNiP II-22-81 shear in seams of an edge pier 4.20, SNiP II-22-81 shear in stones (bricks) of an edge pier 4.20, SNiP II-22-81 strength of a bowstring 5.1, SNiP II-23-81* [7]. Lintels strength under an ultimate moment in the cross-section 3.15-3.17, 3.26

СНиП 2.03.01-84* [8] strength accounting for the resistance of concrete in a

tensioned area 3.8, SNiP 2.03.01-84* [8]

strength in an oblique strip between oblique cracks 3.30, SNiP 2.03.01-84* [8] strength in an oblique strip without transverse

reinforcement 3.32, SNiP 2.03.01-84* [8]

strength in an oblique crack 3.31, SNiP 2.03.01-84* [8] local strength under the support of a ferroconcrete

lintel 4.13, SNiP II-22-81

deflection of a ferroconcrete lintel 10.1, SNiP 2.01.07-85* Local strength bearing deformation under a local load 4.13, SNiP II-22-81

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REINFORCED MASONRY STRUCTURES Mode Criterion to check for Clause in a design code

Reinforced, centrally compressed columns

stability under central compression 4.30, SNiP II-22-81

stability under eccentric compression 4.30, SNiP II-22-81 Reinforced, eccentrically compressed columns


4.31, SNiP II-22-81

stability out of the eccentricity plane under eccentric compression

4.30, SNiP II-22-81

shear in seams 4.20, SNiP II-22-81 shear in stones (bricks) 4.20, SNiP II-22-81 masonry seam opening 5.13, SNiP II-22-81 stability under eccentric compression of the cross-

section under a floor slab 4.31, SNiP II-22-81


4.31, SNiP II-22-81

Reinforced outer wall stability under eccentric compression of the lower cross-section

4.31, SNiP II-22-81

stability of a pier in the wall’s plane 4.31, SNiP II-22-81 shear in seams 4.20, SNiP II-22-81 shear in stones (bricks) 4.20, SNiP II-22-81 masonry seam opening 5.13, SNiP II-22-81 Reinforced basement wall stability under eccentric compression of a cross-section

under the floor slab above the basement 4.31, SNiP II-22-81


4.31, SNiP II-22-81

stability under central compression of the lower cross-section

4.30, SNiP II-22-81

shear in seams 4.20, SNiP II-22-81 shear in stones (bricks) 4.20, SNiP II-22-81 masonry seam opening 5.13, SNiP II-22-81 Local strength of reinforced constructions

bearing deformation under a local load 4.13, SNiP II-22-81

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STRUCTURES UNDER RECONSTRUCTION Program mode Criterion to check for Clause in a design code

Centrally compressed columns reinforced by hoops

stability under central compression 5.38, Manual [9], 5.45, Guide [4]

Eccentrically compressed columns reinforced by hoops


5.38, Manual [9], 5.45, Guide [4]

stability out of the eccentricity plane under central compression

5.38, Manual [9], 5.45, Guide [4]

stability under eccentric compression of the cross-section under a floor slab

5.38, Manual [9], 5.45, Guide [4]

Band reinforcing of a building’s wall


5.38, Manual [9], 5.45, Guide [4]

stability under eccentric compression of the lower cross-section

5.38, Manual [9], 5.45, Guide [4]

Aperture in a wall stability of the lintel 4.7, SNiP II-22-81 normal stress in the steel lintel 5.12, SNiP II-23-81* tangential stress in the steel lintel 5.12, SNiP II-23-81* deflection of the steel lintel 10.1, SNiP 2.01.07-85* local strength under the steel lintel’s support 4.13, SNiP II-22-81

SUPPORTING JOINTS

Bearing deformation in masonry above a foundationslab’s support

6.48, 6.51, SNiP II-22-81 14.2, Designer’s Manual

Bearing deformation in masonry above thefoundation slab’s left support


Hanging walls

Bearing deformation in masonry above the foundation slab’s right support


Locations where beams and slabs support on a wall

Bearing deformation in masonry under the slab’ssupport Bearing deformation in masonry above the slab Bearing deformation in masonry under the beam’ssupport Bearing deformation in masonry above the beam Bearing deformation in masonry under the lowerpad Bearing deformation in masonry above the top pad

6.46, SNiP II-22-81 7.3, Designer’s Manual

Size of a distribution cushion Vakhnenko, Paragraph 5.6. Central compression of a cross-section below the support location

6.44, SNiP II-22-81

Tension of the masonry seams below the supportlocation

Vakhnenko, Paragraph 5.6.

Tension of the reinforcement below the supportlocation

Locations where beams and/or trusses support on piers and columns

Bearing deformation in masonry under a supportedconstruction

6.44, SNiP II-22-81

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Reference 1. SNiP II-22-81. Masonry and reinforced masonry constructions, Russian Federation, Moscow, State Committee

for Construction and Architecture, 2001. — 40 p. 2. SNiP 2.01.07-85*. Loads and actions / Ministry of Construction, Russia.— Moscow, 1996.— 44 p. 3. Guide to design of masonry and reinforcement masonry constructions (to SNiP II-22-81). V.Kucherenko Centr.

Res. Inst. for Structural Constructions, USSR State Comm. for Construction, Moscow, "Stroyizdat" Publ., 1989. — 185 p.

4. Guide to design of masonry and reinforcement masonry constructions (to SNiP II-V.2-71). V.Kucherenko Centr. Res. Inst. for Structural Constructions, USSR State Comm. for Construction, Moscow, "Stroyizdat" Publ., 1974. — 183 p.

5. Recommendations for reinforcing of masonry in buildings and structures. V.Kucherenko Centr. Res. Inst. for Structural Constructions, USSR State Comm. for Construction, Moscow, "Stroyizdat" Publ. — 37 p.

6. SNiP 2.03.01-84* Concrete and ferroconcrete constructions / Ministry of Construction, Russia.— Moscow, 1996.— 77 p.

7. SNiP II-23-81*. Steel constructions / Ministry of Construction, Russia.— Moscow, 1996. — 96 p. 8. SNiP 2.03.01-84* Concrete and ferroconcrete constructions / Ministry of Construction, Russia.— Moscow,

1996. — 77 p. 9. Designer's manual. Masonry and reinforced masonry constructions. — Moscow, "Stroyizdat" Publ., 1968. —

175 p. 10. Vakhnenko, P.F. Masonry and reinforced masonry constructions. — Kiev, "Budivelnik" Publ., 1990. — 184 p.

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