Design Stone material for construction of Mustafa Pasha Mosque Model

  • Upload
    josif

  • View
    218

  • Download
    0

Embed Size (px)

Citation preview

  • 8/12/2019 Design Stone material for construction of Mustafa Pasha Mosque Model

    1/10

    92 Various Authors coordinated by Kiril Gramatikov

    Stress-strain Curve

    0,00

    0,05

    0,10

    0,15

    0,20

    0,25

    0,30

    0,00 0,20 0,40 0,60 0,80

    strain ( %)

    Stress(MPa

    )

    FIGURE 1.3.1.8. Stress-strain curve for a sample of the lime-mortar.

    The stress-strain curve presents three parts (FIGURE 1.3.1.6):

    Part I, known as induction phase, represents the deformations characterizingarrangements of the grains in material and the Teflon material placed between the

    apparatus and the sample;

    Part II represents the elastic range. This part is very restricted. Part III characterizes the material damage, due to the increase in loads which causes,

    thereafter, the rupture of the test-tube.

    1.3.1.3. Conclusion

    Although the stress-strain curves obtained for the stone and the mortar are quite similar, we

    find that the mechanical characteristics of the mortar are well weaker than those of the stone.

    Consequently, the weakness of the walls of the Sal Mdina comes rather from the

    mechanical features of the mortar.

    1.3.2 Stone material for construction of Mustafa Pasha Mosque Model

    1.3.2.1 Technical report

    This part is based on the experimental work done by Jovanovski and Josifovski at the

    Jovanovski and Josifovski, 2008).

    In the frame of the FP6 project planed activities for

    HISTORICAL BUILD , during March2006 laboratory testing of a construction stone material on an intact parts was performed. The

    stone is with same lithological composition as the material which is used for construction of

    true-replica model for in

    order to define the basic physical and mechanical properties of the building material, as a

    basic elements for further analysis including numerical. All necessary laboratory works were

    prepared and performed in the Geotechnical laboratory on the Faculty of Civil Engineering in

    Skopje.

    1.3.2.2. Testing of material

    Technical Requirements for Stone materialDuring the laboratory testing, a main guide for testing were the country codes and following

  • 8/12/2019 Design Stone material for construction of Mustafa Pasha Mosque Model

    2/10

    Chapter 1. Tests on Materials and Elements 93

    standards:

    ASTM D854-92: Test method for Specific Gravity of the Soils Uniaxial Compressive Strength test according to MKS B.B8.012. Quick water absorption test according MKS B.B8.010 Bulk density according to MKS B.B8.032Beside these standards, some related and known methods, which are internationally accepted,

    are also used. Namely, testing of the Point load strength index, testing of hardness with

    Schmidt hammer, and testing of tensile strength with Brazilian method are done according to

    the recommendations of the ISRM (International Society for Rock Mechanics). The

    classification of the material is mainly according to the terminology after IAEG (International

    Association for Engineering Geology).

    Adequate equipment for preparation and testing of the samples is used during works, as it is

    presented by the photo-pictures following in the Appendix (1.3.2.4).

    Testing methods

    The activities performed in the framework of the study are in order to define followingaspects:

    physical properties of the intact parts of the stone; mechanical properties of intact parts of the stone.

    The following works are prepared in this phase:

    visual mineralogical and petrographical description of the stone ; testing with Schmidt hammer (Schmidt Hammer Rebound Value) ; quick absorption test (U) ;

    specific gravity (Gs) ; unit weight () ; testing of Point Load Strength Index (Is) ; uniaxial compressive strength (c) ; tensile strength (t); modulus of the elasticity (E).

    The executed quantity is presented in TABLE 1.3.21.

    TABLE 1.3.2.1. Review of the performed laboratory tests.

    No Description of laboratory works Executed quantity (samples)

    1 Specific gravity 4

    2 Unit weight 12

    3 Point Load Strength Index 10

    4 Quick absorption test 4

    5 Uniaxial compressive strength 9

    6 Tensile strength 3

    7 Elasticity modulus 3

    8 Schmidt hammer Test Mean value from (10) strikes on the sample

    Besides the results obtained from the laboratory tests, some additional index parameters (e.g.

    porosity) are calculated.The investigations started with visual control of the specimens which are going to be tested.

  • 8/12/2019 Design Stone material for construction of Mustafa Pasha Mosque Model

    3/10

    94 Various Authors coordinated by Kiril Gramatikov

    By doing so we were able to classify the stone material as porous carbonate rocks (porous

    limestone) or so-called travertine. The origin of the material is from query near the Skopje in

    the vicinity of Matka.

    The typical colour is light yellowish to white. It is find to be often used as a construction

    material of many historical monuments in this area. The texture is crystalline with visible

    orientation of the minerals. The main characteristic of the whole mass system is the super

    capillary porosity.

    The typical look of the samples is given on the next few photos (FIGURES 1.3.2.1-1.3.2.2).

    a) b)

    FIGURE 1.3.2.1. a) Cube samples with dimension 5x5x5cm. b) Samples of travertine after failure.

    FIGURE 1.3.2.2. Samples of travertine after Brazilian test.

    Results from Uniaxial Compressive Strength Test

    The uniaxial compressive strength is calculated according to the following formula:

    c p F (1.3.2.1)

    where: p = failure force; F = cross-section area of the samples;c

    = uniaxial compressive

    strength [MPa].

    The results and sample dimensions are given in TABLE 1.3.2.2.

    In order to account for possible material texture effect the of samples, the testing is performed

    by applying the load indifferent directions. The orientation is defined as normal and parallel.

    In fact, this is a term for the direction of the force applied normal and parallel to the

    sedimentation planes.

  • 8/12/2019 Design Stone material for construction of Mustafa Pasha Mosque Model

    4/10

    Chapter 1. Tests on Materials and Elements 95

    TABLE 1.3.2.2. Review of the test parameters

    Sample Dimensions[mm]

    Weight Unitweight.

    FailureLoad

    Strength Remarks

    No a b h [g] [kN/m3] [kN] [N/mm2][loading

    direction]

    1 50.8 50.5 49.5 308.2 24.27 111.0 43.3 normal2 50.5 51.2 50.0 308.1 23.83 120.1 46.4 Parallel

    3 51.4 50.0 48.0 281.8 22.85 89.2 34.7 Parallel

    4 51.0 49.5 49.5 297.5 23.8 191.4 75.8 Parallel

    5 50.0 49.5 50.5 295.8 23.67 163.6 66.1 Normal

    6 51.5 51.5 48.7 311.8 24.14 180.9 68.2 Normal

    7 51.0 50.5 49.5 304.76 23.9 135.0 52.4 Normal

    8 52.2 51.0 49.0 306.24 23.48 98.0 36.8 Parallel

    9 52.5 51.0 48.5 318.49 24.52 157.0 58.6 Normal

    Evaluating the results, it is evident that the effect of anisotropy is not strongly expressed,

    because some types of rock materials has higher strength parallel to the sedimentation planesopposite to the strength normal to the planes. The statistical values are:

    c(mean value)= 53.6 MPa (1.3.2.2)Standard deviation= 14.5

    Complying with UCS classification are the values for unit weight which range from =22.8-24.5kN/m

    3. unit weight value of the samples is in direct correlation

    with the porosity. The porosity has important variations and sometimes non-homogenous

    distribution in a mass of samples, which has certainly influence on the results.

    Results from Point Load Strength Index TestThe Point Load Strength Index is calculated according to the next formulas (International

    Society for Rock Mechanics, 1985):

    2

    SJ p D [MPa] (1.3.2.3)

    where: p =failure load at the moment of the break of the sample (Note: For Interfels tester

    p=(P/10)*1450=145P where P is pressure gauge reading at failure in bars while value of 1450

    is effective piston area in mm2); D =break point distance.

    According to the International Society for Rock Mechanics recommendations, the obtained

    test results are corrected for the value 50SJ . The correction procedure is shown below:

    0.45

    1 2

    50

    50

    4

    2

    S S

    e

    e

    J F J

    F D

    D A

    A W D

    W W W

    (1.3.2.4)

    The results obtained for all samples are presented on a computer output (appendix 1) where:

    W = average dimension of the sample (average between W1 and W2); De = equivalent

  • 8/12/2019 Design Stone material for construction of Mustafa Pasha Mosque Model

    5/10

    96 Various Authors coordinated by Kiril Gramatikov

    diameter of the sample;Js = uncorrected point load strength index; Js (50) =corrected value

    for the point load strength index for the length of 50mm

    The values of 50SJ are in a range from 50SJ =1.941-4.004 MPa. The mean value is:

    50 2.63S meanJ MPa (1.3.2.5)

    Results from Schmidt Hammer Rebound Value Test (SHRV)

    The obtained results from the testing with Schmidt hammer are presented in the TABLE

    1.3.2.3.

    TABLE 1.3.2.3. Results from Schmidt hammer test

    StrikeNo.

    Schmidt Hammer ReboundValue (SHRV)

    Average value

    1 30

    34.8 (35)

    2 34

    3 38

    4 32

    5 36

    6 32

    7 34

    8 38

    9 38

    10 36

    Results from Tensile Strength Test (Brazilian method)

    The tensile strength (t

    ) is defined by so-called Brazilian method, and it is determined

    according to the following expression:

    2t

    F

    d l

    (1.3.2.6)

    where: F = failure force; d =diameter of the sample; l = length of the sample.

    All the results are given in the TABLE 1.3.2.4.

    TABLE 1.3.2.4. Results from testing of tensile strength (t).sample d l weight F t

    [mm] [g] [kN] [MPa]1 45.5 45.5 179.02 19.6 6.027

    2 45.5 44.5 172.21 18 5.660

    3 45.5 52.5 206.51 23 6.130

    Mean value 5.94

    Results from Water Absorption Test (U)

    The water absorption is defined as follows:

    1 2

    2

    100%W W

    UW

    (1.3.2.7)

    where: W1= weight after water saturation;W2 = weight of dry sample; U = water absorption.

  • 8/12/2019 Design Stone material for construction of Mustafa Pasha Mosque Model

    6/10

    Chapter 1. Tests on Materials and Elements 97

    The results are given in TABLE 1.3.2.5.

    TABLE 1.3.2.5. Results from quick absorption test.

    Sample W1

    [g]

    W2

    [g]

    Unit weight

    [kN/m3

    ]

    Quick absorption U

    [%]1 316.72 309.84 22.69 2.22

    2 326.72 323.23 24.38 1.07

    3 325.06 320.58 24.17 1.39

    4 312.53 305.57 23.18 2.27

    Results from Elasticity Modulus Test (E)

    The main approach in definition of the elasticity modulus (E) was to use obtained stress-strain

    curves. sual practice that tangent modulus at a stress level of 50% from the yield point

    is accepted as representative value for the unconfined strength. In some cases of the

    experiments, the post-peak stress-strain curves was intentionally recorded to see effect of

    post-peak behaviour of the samples. Some of the results are given in the TABLE 1.3.2.6a-c,as well as some typical curve diagrams (FIGURES 1.3.2.3 and 1.3.2.4).

    TABLE 1.3.2.6.a Results from testing of elasticity modulus (E) for sample 9

    Sample

    a b h weight area A

    [m] [m] [m] [g] [kN/m3] [m2]

    9 0.051 0.0505 0.0495 304.76 23.90 0.002576

    ult E Remark

    [kPa] [%]

    15531.0 0.18 8486.9 at 50% of stress

    TABLE 1.3.2.6.b. Results from testing of elasticity modulus (E) for sample 10

    Sample

    a b h weight area A

    [m] [m] [m] [g] [kN/m3] [m2]

    10 0.0522 0.051 0.049 306.24 23.48 0.002662

    ult E

    [kPa] [%]

    9390.7 0.14 6707.66

    TABLE 1.3.2.6.c.. Results from testing of elasticity modulus (E) for sample 11

    Sample

    a b h weight area A

    [m] [m] [m] [g] [kN/m ] [m ]

    11 0.0525 0.051 0.049 318.49 24.52 0.002678

    ult E

    [kPa] [%]

    28011.2 0.311 9006.8

  • 8/12/2019 Design Stone material for construction of Mustafa Pasha Mosque Model

    7/10

    98 Various Authors coordinated by Kiril Gramatikov

    diagram

    1.16

    19.41

    27.18

    33.00

    24.07

    15.53

    11.269.71

    7.38

    38.83

    42.71

    36.89

    50.48

    48.53

    0.0

    5.0

    10.0

    15.0

    20.0

    25.0

    30.0

    35.0

    40.0

    45.0

    50.0

    55.0

    0.

    00

    0.

    05

    0.

    10

    0.

    15

    0.

    20

    0.

    25

    0.

    30

    0.

    35

    0.

    40

    0.

    45

    stress

    (MPa)

    9

    a)

    1.12

    23.16

    26.1428.0129.8831.7533.6135.4837.3539.2241.0842.95

    45.56

    48.5550.42

    53.03

    56.02

    58.64

    56.02

    42.95

    31.75

    24.28

    14.94

    9.34

    6.355.234.483.73

    5.60

    9.3411.20

    7.47

    4.863.732.99

    1.87

    14.94

    16.81

    13.07

    21.66

    20.54

    18.67

    0

    5

    10

    15

    20

    25

    30

    35

    40

    45

    50

    55

    60

    0.

    00

    0.

    20

    0.

    40

    0.

    60

    0.

    80

    1.

    00

    1.

    20

    1.

    40

    1.

    60

    1.

    80

    deformation (%)

    stress

    (MPa)

    sample 11

    b)

    FIGURE.1.3.2.3. a) Stress-strain ( ) curve for sample 9. b)Stress-Strain ( ) curve for sample 10 withpost-peak values.

    0

    2

    4

    6

    8

    10

    12

    14

    16

    18

    20

    22

    24

    26

    28

    30

    0

    .0

    0

    0

    .5

    0

    1

    .0

    0

    1

    .5

    0

    2

    .0

    0

    2

    .5

    0

    deformation (%)

    stress

    (M

    Pa)

    0

    2

    4

    6

    8

    10

    12

    14

    16

    18

    20

    22

    24

    26

    28

    30

    0

    .0

    0

    0

    .5

    0

    1

    .0

    0

    1

    .5

    0

    2

    .0

    0

    2

    .5

    0

    deformation (%)

    stress

    (M

    Pa)

    sample10

    FIGURE.1.3.2.4. Stress-Strain curve for sample 12 with post-peak values and one unloading step.

    From the presented results it can be concluded that the values of E modulus at 50% strength

    level are in a range from E=6707-9006 MPa. The relation to compressive strength is given in

    FIGURE 1.3.2.5. According to the accepted distribution the occupied area of the test samples

    corresponds to the zone between medium to low modulus ratio.

    400200100502512.57.5

    2.5

    5

    10

    20

    40

    80

    160

    ABCDEVery low strength

    Elasticitymodulus(GPa)

    Uniaxial compressive strentgh (MPa)

    Low

    strength

    Medium

    strength

    High

    strength

    Very high

    strength

    Zone

    ofhigh

    modulu

    sratio

    500:1

    Zone

    ofaverag

    emod

    ulus

    ratio

    Zone

    oflow

    mod

    ulus

    ratio

    200:1

    Occupied areafor tested samples

    FIGURE. 1.3.2.5. Strength groups and modulus according to test sample values

  • 8/12/2019 Design Stone material for construction of Mustafa Pasha Mosque Model

    8/10

    Chapter 1. Tests on Materials and Elements 99

    Additional resultsIn order to have a complete overview of the construction stone material characteristics,

    additional properties are calculated with a help of known relation between physical and

    mechanical parameters. The range is given on the TABLE 1.3.2.7 and the FIGURES

    1.3.2.6.and 1.3.2.7..

    TABLE 1.3.2.7. Porosity values.

    Case Specific gravityGs

    Unit weight[kN/m

    3]

    Porosity n[%]

    1 2.688 22.69 15.59

    2 2.687 24.38 9.28

    3 2.682 24.17 9.88

    4 2.688 23.18 13.7

    The values of cohesion and angle of internal friction are assumed indirectly in correlation to

    compressive and tensile strength. Namely, the Rzevskij and Novik method is used which is

    presented with following formula and figure is used (Rzevskij & Novik, 1971):

    tc B (1.3.2.8)

    2 ( / )*(1/ 2 ) 45c tarctg B (1.3.2.9)

    where: B = coefficient; c = cohesion of the intact parts; = angle of internal friction.

    The dynamical value of strength is given on a FIGURE 1.3.2.6.

    FIGURE 1.3.2.6. Range of values for angle of internal frict. and cohesion (Rzevskij & Novik, 1971)

    Uniaxial compressive strength c (MPa)D

    ynam

    ica

    lc

    ompressives

    treng

    th(MPa

    )

    0 100 200 300

    5

    10

    15

    FIGURE 1.3.2.7. Prognosis of dynamical strength using uniaxial compressive strength parameters

    (Farmer, 1972

  • 8/12/2019 Design Stone material for construction of Mustafa Pasha Mosque Model

    9/10

    100 Various Authors coordinated by Kiril Gramatikov

    From the figures it is visible that the angle of friction is between f=38-41 degrees, while the

    cohesion of intact parts C=11-14MPa. The dynamical strength has values in a range dyn=3-6

    MPa.

    1.3.2.3 ConclusionAfter evaluating the obtained results, it is important to note some determined facts concerning

    the tested samples. The main conclusions are:

    The travertine is s specific rock, mainly connected with the specific porosity of the mass According the known graduations given by the Commission of IAEG (International

    Association of Engineering Geology) the rocks are classified in following classes:

    - The values of uniaxial compressive strength, are in a class of moderately strong

    (c=15-50 MPa) to strong rocks(c=50-120 MPa).

    - The range of unit weight values is in a class of moderate heavy rocks (=22-25.5

    kN/m3).

    - The range of porosity values is in a class of medium porous rocks (n=5-15%).- The rock masses are in a class of highly deformable material (E=5000-15000

    MPa).

    1.3.2.4 Appendix

    a) b) c)

    FIGURE 1.3.2.8. a) Equipment for drilling of samples. b) Equipment for cutting and sampling.

    c) Equipment for grinding of samples

    a) b)

    FIGURE 1.3.2.9. a) Schmidt hammer test. b) Point Load Strength Index Test.

  • 8/12/2019 Design Stone material for construction of Mustafa Pasha Mosque Model

    10/10

    Chapter 1. Tests on Materials and Elements 101

    FIGURE 1.3.210. System for Uniaxial Compressive Strength test

    (with 300t hydraulic pressure capacity -type Interfels)

    1.3.3 Material characterization of Beylerbeyi Palace

    13.3.1 Description of the building

    This part is based on the experimental work done by Aras and Altay at the Bogazii

    University (Aras and Altay, 2008a).

    Beylerbeyi Palace was constructed between 1861 and 1865 on the Asian shore of the

    Bosporus in Istanbul. Three-story main structure, with a basement and two ordinary floors is

    shown in FIGURE 1.3.3.1. The building has a 72m length along the shore 48 m in the

    perpendicular direction. The palace has three entrances, six state rooms and 26 smaller rooms.

    FIGURE 1.3.3.1. Beylerbeyi Palace.