Calculation of the bent elements of the T-section.

Building construction
Calculation of the bent elements of the T-section.
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    In the first period of the use of reinforced concrete, the overlapping of structures was carried out in the form of solid plates. However, such constructions are not rational, since the height of the compressed zone is 1/10 ... 1/15 of their height, and the stretched zone of the cross-section of concrete is not taken into account in the calculation of strength and serves to accommodate the reinforcement.

    Calculation of the bent elements of the T-section.

    If part of the concrete is removed from the stretched zone, leaving it only near the reinforcing bars, then a ribbed plate will be obtained. The plate carrying capacity will not change, and the consumption of concrete and the weight of the structure will be significantly reduced. Such elements, called Tauri, are widely used in the form of beams, decking, as a part of monolithic ribbed floors.

    Experience shows that in areas remote from the edge of the voltage will be less. This is taken into account by the conditional decrease in the width of the overhangs entered into the calculation.

    1) b'f = b + 12h'f npu h'f Calculation of the bent elements of the T-section. 0, lh

    2) b'f = b + 6h'f at 0.05 h Calculation of the bent elements of the T-section. h'f <0.1h

    3) b'f = b with h'f <0.05h

    When calculating T-shaped beams, two cases are distinguished: 1. A compressed section area is within a shelf, or below the shelf

    CASE 1 (x Calculation of the bent elements of the T-section. h f ')

    Calculation of the bent elements of the T-section.

    Case 1 occurs in sections with a developed shelf, when the external bending moment is less than or equal to the internal moment perceived by the compressed section shelf relative to the center of gravity of the reinforcement.

    T-shaped section of this type is calculated as rectangular with dimensions b'f and h, since the area of ​​the stretched concrete does not affect the bearing capacity. For the calculation, the formulas obtained for rectangular section with single reinforcement are used, in which "b" is replaced with "b'f".

    l. Rb • b'f • x = Rs • As (1)

    2. M Calculation of the bent elements of the T-section. Rb • b'f • x • (ho - x / 2)

    3. M Calculation of the bent elements of the T-section. Rs • As • (ho - x / 2)

    Selection of a T-section can be made, as for a rectangular section according to tabular data using the formulas:

    4. A0 = M / Rb • b'f • ho2 Calculation of the bent elements of the T-section. Aomax.

    5. As = M / Calculation of the bent elements of the T-section. • ho • Rs

    CASE 2 (x> h'f)

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    The neutral axis extends beyond the shelf and intersects the edge, (x> h'f), i.e. the external design moment will be greater than the internal moment perceived only by the compressed shelf. Tavrovye sections of this type are found in the calculation of beam structures with a small width of the overhangs of the shelf.

    To obtain the calculated formulas, the bending moment perceived by the section is divided into two points:

    but). Mfl - perceived by the shelf overhangs and the corresponding Asfl reinforcement.

    b). Mrib - perceived by the compressed concrete edges and the corresponding reinforcement As.rib.

    Calculation of the bent elements of the T-section.

    The concrete of the overhangs of the flange works for compression, and the tension is the corresponding part of the entire reinforcement As.rib. This section takes the moment:

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    6). Mfl = Nb, fl • z = Rb • (b'f-b) • h'f • (ho - h'f / 2) (6)

    From the condition of equality "0" the sum of the projections of all forces on the element axis:

    Nb, fl = Nsfl

    Rb • (b'f-b) • h'f = Rs • As fl, from where

    7). As fl = Rb • (b'f-b) • h'f / Rs (7)

    This reinforcement constitutes only a part of the complete reinforcement As, now we will find the rest of the reinforcement corresponding to the reinforcement of the rib As.rib.

    Calculation of the bent elements of the T-section.

    The rib concrete is working in compression at the height of the compressed zone x, and in tension the rest of the entire tensile reinforcement As.rib.

    The stress state of this scheme is fully consistent with the stress state of a rectangular section with a height of "h" and a width of "b" with a single reinforcement, which perceives the moment:

    eight). Mrib = M- Mfl (8)

    The area of ​​the As.rib reinforcement is defined as for a rectangular section with a single reinforcement width “b”:

    9). A0 = Mrib / Rb • b • ho2 Calculation of the bent elements of the T-section. Aomax. (9)

    10. As rib = Mrib / Calculation of the bent elements of the T-section. • ho • Rs (100)

    The total cross section of tensile reinforcement is determined by the formula:

    eleven). As = As fl + As.rib (11)

    Further, according to table 7 of the application, we find the diameter and the number of longitudinal bars required for the reinforcement of the beam.

    When calculating T-sections, determine which design case (x Calculation of the bent elements of the T-section. h f ') or (x> h'f) we have, can be as follows:

    find the boundary moment MX = h'f = Rb • b'f • h'f • (ho - h'f / 2) (12)

    If the current moment from external forces M Calculation of the bent elements of the T-section. Mh = h'f, then we have the 1st case, if M> Mx = h'f, we have the 2nd case.

    When calculating T-sections, it is most often necessary to solve the problem of determining the cross-sectional area of ​​As reinforcement for given section sizes, material classes and the calculated bending moment "M"

    Decision plan.

    1. Set the estimated width of the shelf b'f.

    2. According to the formula (12), calculate Мh = h'f and determine which calculation case the section relates to;

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    3. Find the cross-sectional area of ​​the armature As:

    3.1 at (x Calculation of the bent elements of the T-section. h f ') - as for a rectangular section of width b'f according to formulas (4) and (5)

    3.2 when (x> h'f) - first determine Mfl by the formula (6) and As fl

    according to the formula (7). Then Mrib is determined by the formula (8) and As rib by the formula (10), as for a rectangular beam with the width "b". The total cross section of tensile reinforcement is found by the formula (11).

    Type 2 Task

    If you want to establish the carrying capacity of a given section of the formula (1) determine the height of the compressed zone:

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    X = Rs • As / Rb • b'f

    If (x Calculation of the bent elements of the T-section. hf '), my moment perceived by the section, is determined

    according to formula 2:

    M Calculation of the bent elements of the T-section. Rb • b'f • x • (ho - x / 2)

    If x> h'f, then the calculation procedure is as follows:

    1. Determine As, fl no by the formula (7) and Mfl by the formula 6.

    2. Find As, rib from formula 11

    3. Count Mrib, as for a rectangular section with

    single valve:

    first determine:

    x = Rs • As, rib / Rb • b, and then:

    4. Mrib = Rs • As, rib (ho - x / 2)

    5. Determine the total moment perceived by the section (its carrying capacity):

    M = Mfl + Mrib

    EXAMPLE N1

    Determine the area of ​​As reinforcement in the element of the T-section according to the following data:

    M = 42 kNm;

    Armature class A111

    Concrete B15;

    b'f = 80cm; Yi = 1

    h = 40 cm; h'f = 4 cm;

    b = 14 cm

    a = 3cm

    Decision.

    According to the tables of the application, we determine the calculated characteristics:

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    Rb = 8.5 • 1 = 8.5mPa; Rs = 365mPa

    To determine the estimated width of the flange, we find the ratio h'f / h = 4/40 = 0.1– taken b'f = b + 12h'f = 14 + 12 • 4 = 62cm

    1). Find the useful (working) section height ho = h-a = 40-3 = 37cm

    2). We calculate the boundary moment Мх = h'f = Rb • b'f • h'f • (ho - h'f / 2) (100) =

    8.5 • 62 • 4 • (37-4 / 2) • (100) = 7378000nsm = 73.8kNm> 42 kNm, therefore, we have the 1st calculation case.

    We define As as for a rectangular section of width b'f

    3) .A0 = M / Rb • b'f • ho2 Calculation of the bent elements of the T-section. Aomax

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    A0 = 42 • 105 / 8.5 • 62 • 372 • (100) = 0.058 <Aomax = 0.42 (tab.5 of the appendix)

    By A0 we define Calculation of the bent elements of the T-section. = 0.976 (tab.6 of the application)

    4). Find As = M / Calculation of the bent elements of the T-section. • ho • Rs (100) = 42 • 105 / 0.976 • 37 • 365 (100) = 3.26 cm2

    According to table 7 of the application we take 3¯12АIII with As, fact = 3.39 cm2

    EXAMPLE N2

    According to the previous example, determine As if M = 86 kNm.

    Decision.

    Set the settlement case:

    Since M> MX = h'f (86> 73.8), we have 2 cases (x> h'f)

    1). Determine:

    Mfl = Rb • (b'f-b) • h'f • (ho-h'f / 2) = 8.5 • (62-14) • 4 • (37-4 / 2) (100) = 5712000Nsm = 57.1kNm

    2). We determine As fl = Rb • (b'f-b) • h'f / Rs = 57.1 • 105/365 • (37-4 / 2) (100) = 4.46 cm2

    3). We calculate Mrib = M- Mfl = 86-57.1 = 29 kNm

    4). We calculate A0 = Mrib / Rb • b • ho2 Calculation of the bent elements of the T-section. Aomax

    A0 = 29 • 105 / 8.5 • 14 • 372 (100) = 0.172 <Aomax; Calculation of the bent elements of the T-section. = 0.9

    5) .As rib = Mrib / Calculation of the bent elements of the T-section. • ho • Rs (100) = 29 • 105 / 0.9 • 37 • 365 (100) = 2.39 cm2

    6). We calculate As = As fl + As.rib = 4.46 + 2.39 = 6.85 cm2

    According to table 7 of the application we take 4¯16АIII with As, fact = 8.04 cm2

    T-section reinforcement

    Given: 2¯ 22 ASH L = 7.8m

    Product brand

    Item Position

    Name

    Qty

    Mass 1det. (kg.)

    Product weight

    CR2

    one

    ¯10АIII L = 1940

    four

    1.2

    5.88

    2

    ¯3ВР1 L = 980

    20

    0.054

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    Product brand

    Item Position

    Name

    Qty

    Mass 1det. (kg.)

    Product weight

    KP1

    one

    0 22 AIII / = 7780

    one

    23.2

    34.15

    2

    0 10A1 / = 7780

    one

    4.8

    3

    08A1 / = 38O

    41

    0.15

    Position

    Designation

    Name

    Count

    Note

    Assembly units

    one

    KPSK 2902 C-32 OSI KR-1

    skeleton flat KR-1

    2

    2

    KR-2

    skeleton flat KR-2

    2

    Details

    3

    0UA1 / = 18O

    25

    0.111

    Materials

    four

    Concrete B20

    m3

    1.17

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    Steel consumption statement

    Brand of elements.

    Reinforcement products

    Total

    Armature class

    Armature class

    Armature class

    82,84

    B1

    AIII

    AI

    BP1

    GOST 5781-82

    GOST 5781-82

    GOST 5781-82

    022

    010

    Total

    010

    08

    Total

    03

    Total

    46.4

    9.6

    56

    12.38

    12.3

    24.68

    2.16

    2.16

    Questions for self-monitoring on the topic :

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    "The calculation of the bent elements of the T-section"

    1. What is the advantage of T-shaped sections over rectangular?

    2. How many cases are there for calculating T-sections?

    3. How to determine the case of calculating the T-section?

    4. What is the boundary moment?

    5. What is the difference between reinforcing a T-section and a rectangular section?

    6. What are the KR-2 frameworks for in beams of T-section?

    7. How to determine the diameter and spacing of transverse reinforcement in the frame of the beam?

    8. Name the types of reinforcement according to the nature of work in the frame of the beam.

    Table 1

    Design concrete resistance for limiting states of the first group of Rb and Rbt MPa depending on the class of concrete in compressive strength

    Kind of resistance

    Concrete

    Concrete compressive strength class

    B12.5

    B15

    IN 20

    B 25

    VZO

    B 35

    B40

    Compression oseeoe (prismatic strength) Rb

    Heavy had a grained

    7.5

    8.5

    11.5

    14.5

    17

    19.5

    22

    Axial stretch Rbt

    Heavy

    0.6

    0.75

    0.9

    1.05

    1.2

    1.3

    1.4

    table 2

    Calculated resistance fittings for group I of limit states Rs, MPa

    Stretched

    Compressed rsc

    Type and grade of steel;

    longitudinal, transverse (clamps and limb) for bending on an inclined section. Rs

    transverse (clamps and bends) in the calculation of the transverse force

    Rsw

    Hot rolled round grade A- I

    225

    175

    225

    : '

    Hot rolled periodic

    class profile:

    A-ll

    280

    225

    280

    A-III d-8 mm

    355

    285

    355

    A-III d- 10. ..40 mm |

    365

    290

    365

    Wire reinforcing periodic profile

    class bp-i

    .

    d, mm:

    3

    375

    270

    375

    four

    370

    265

    365

    five

    360

    260

    360

    table 3

    The ratio between the diameters of the welded rods

    The diameters of the rods in one direction d1 (mm)

    3

    four

    five

    6

    eight

    ten

    12

    14

    sixteen

    18

    20

    22

    25

    28

    32

    36

    40

    The smallest allowable diameters of rods in a different direction d2 (mm)

    3

    3

    3

    3

    3

    3

    four

    five

    five

    6

    6

    eight

    eight

    ten

    ten

    12

    12

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    table 4

    The modulus of elasticity of reinforcing steel Es

    Type and grade of steel

    The modulus of elasticity of reinforcement Es.MPa

    Core steel AI and A-II

    210,000

    A-IIIb

    200,000

    A-IV, A-VI, AT-IIIC

    190,000

    Reinforcing Wire

    B-II, BP-II,

    BP-I

    200,000

    170,000

    Reinforcement ropes

    K-7, K-19

    180,000

    table 5

    Table: Values Calculation of the bent elements of the T-section. iAoMAh

    Reinforcement class

    Coefficient

    IN 20

    VZO

    B40

    B50

    B60

    AI

    Calculation of the bent elements of the T-section. at

    0.65

    0.59

    0.55

    -

    -

    AOmax

    0.48

    0.42

    0.4

    -

    -

    AP

    Calculation of the bent elements of the T-section. at

    0.62

    0.57

    0.52

    0.47

    0.44

    AOmax

    0.43

    0.41

    0.38

    0.36

    0.34

    A-III with ¯

    6-8 mm

    Calculation of the bent elements of the T-section. at

    0.59

    0.54

    0.5

    0.44

    0.41

    AOmax

    0.42

    0.39

    0.37

    0.34

    0.33

    table 6

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    Coefficient values Calculation of the bent elements of the T-section. AO, Calculation of the bent elements of the T-section.

    Calculation of the bent elements of the T-section.

    Calculation of the bent elements of the T-section.

    AO

    Calculation of the bent elements of the T-section.

    Calculation of the bent elements of the T-section.

    AO

    0.41

    0.795

    0.326

    0.57

    0.715

    0.408

    0.42

    0.79

    0.332

    0.58

    0.71

    0.412

    -

    -

    -

    0.59

    0.705

    0.416

    0.43

    0.785

    0.337

    0.6

    0.7

    0.42

    0.44

    0.78

    0.343

    0.45

    0.775

    0.349

    0.61

    0.695

    0.424

    0.46

    0.77

    0.354

    0.62

    0,69

    0.428

    0.47

    0.765

    0.359

    0.63

    0.685

    0.432

    0.48

    0.76

    0.365

    0.64

    0.68

    0.435

    0.65

    0.675

    0.439

    0.49

    0.755

    0.37

    0.66

    0.672

    0.442

    0.5

    0.75

    0.375

    0.51

    0.745

    0.38

    0.67

    0.665

    0.446

    0.52

    0.74

    0.385

    0.68

    0.66

    0.449

    0.53

    0.735

    0.39

    0,69

    0.655

    0.452

    0.54

    0.73

    0.394

    0.7

    0.65

    0.455

    0.55

    0.725

    0.399

    _

    -

    -

    0.56

    0.72

    0.403

    -

    -

    -

    0.01

    0.995

    0.01

    0.21

    0.895

    0.188

    0.02

    0.99

    0.02

    0.22

    0.89

    0.196

    0.03

    0.985

    0.03

    0.23

    0.885

    0.203

    0.04

    0.98

    0.039

    0.24

    0.88

    0.211

    0.05

    0.975

    0.048

    0.06

    0.97

    0.058

    0.25

    0.875

    0.219

    0.26

    0.87

    0,226

    0.07

    0.965

    0.067

    0.27

    0.865

    0.236

    0.08

    0.96

    0.077

    0.28

    0.86

    0.241

    0.09

    0.955

    0.085

    0.29

    0.855

    0.248

    0.1

    0.95

    0.095

    0.3

    0.85

    0.255

    0.11

    0.945

    0,104

    -

    -

    -

    0.12

    0.94

    0.113

    0.31

    0.845

    0,262

    0.32

    0.84

    0.269

    0.13

    0.935

    0.121

    0.33

    0.835

    0.275

    0.14

    0.93

    0.13

    0.34

    0.83

    0.282

    0.15

    0.925

    0.13

    0.35

    0.825

    0,289

    0.16

    0.92

    0.147

    0.36

    0.82

    0,295

    0.17

    0.915

    0.155

    -

    -

    -

    0.18

    0.91

    0.164

    0.37

    0.815

    0.301

    0.19

    0.905

    0.172

    0.39

    0.805

    0.314

    0.2

    0.9

    0.18

    0.4

    0.8

    0.32

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    table 7

    Cross-sectional areas and mass of reinforcement bars

    d

    cross-sectional area (cm.kv.) when the number of rods

    mass1 m

    d

    mm

    one

    2

    3

    four

    five

    6

    7

    eight

    9

    kg

    mm

    3

    0.071

    0.14

    0.21

    0.28

    0.35

    0.42

    0.49

    0.57

    0.64

    0.055

    3

    four

    0.126

    0.25

    0.38

    0.50

    0.63

    0.76

    0.88

    1.01

    1.13

    0.098

    four

    five

    0.196

    0.39

    0.59

    0.79

    0.98

    1.18

    1.37

    1.57

    1.77

    0.154

    five

    6

    0.283

    0.57

    0.85

    1.13

    1.42

    1.70

    1.98

    2.26

    2.55

    0.222

    6

    7

    0.385

    0.77

    1.15

    1.54

    1.92

    2.31

    2.69

    3.08

    3.46

    0.302

    7

    eight

    0.503

    1.01

    1.51

    2.01

    2.51

    3.02

    3.52

    4.02

    4.53

    0.395

    eight

    9

    0.636

    1.27

    1.91

    2.54

    3.18

    3.82

    4.45

    5.09

    5.72

    0.499

    9

    ten

    0.785

    1.57

    2.36

    3.14

    3.93

    4.71

    5.50

    6.28

    7.07

    0.617

    ten

    12

    1,510

    2.26

    3.39

    4.52

    5.65

    6.79

    7.92

    9.05

    10.18

    0.888

    12

    14

    1.539

    3.08

    4.62

    6.16

    7,69

    9.23

    10.77

    12.31

    13.85

    1,208

    14

    sixteen

    2,011

    4.02

    6.03

    8.04

    10.05

    12.06

    14.07

    16.08

    18.10

    1.578

    sixteen

    18

    2.545

    5.09

    7.63

    10.18

    12.72

    15.27

    17.81

    20.36

    22.90

    1,993

    18

    20

    3.142

    6.28

    9.41

    12.56

    15.71

    18.85

    21.99

    25.14

    28.28

    2.466

    20

    22

    3,801

    7.60

    11.40

    15.20

    19.00

    22.81

    26.61

    30.41

    34.21

    2,994

    22

    25

    4,909

    9.82

    14.73

    19.63

    24.54

    29.45

    34.36

    39.27

    44.18

    3,853

    25

    28

    6.158

    12.32

    18.47

    24.63

    30.79

    36.95

    43.10

    49.26

    55.42

    4.83

    28

    32

    8,043

    16.08

    24.13

    32.17

    40.21

    48.25

    56.30

    64.34

    72.38

    6.313

    32

    36

    10.18

    20.36

    30,54

    40.72

    50.9

    61.08

    71.26

    81.44

    91.62

    7.99

    36

    40

    12.56

    25.12

    37.68

    50.24

    62,8

    75.36

    87.92

    100.48

    113.04

    9.87

    40

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    CALCULATION OF TARPSETS (TYPE 2) A s =?

    No. Var

    M (kNm)

    in (cm)

    ′ f

    h′f

    concrete

    armature

    Twi

    a (cm)

    h (cm)

    l (m)

    one

    120

    nineteen

    60

    ten

    B15

    AII

    0.8

    3.0

    40

    6.0

    2

    123

    18

    61

    eleven

    IN 20

    AIII

    0.85

    3.2

    41

    6.5

    3

    136

    17

    62

    12

    B25

    AII

    0.9

    3.3

    42

    6.6

    four

    130

    22

    63

    14

    B30

    AIII

    0.85

    3.4

    43

    6.7

    five

    124

    24

    64

    15

    B15

    AII

    0.9

    3.5

    44

    6.8

    6

    132

    25

    65

    ten

    IN 20

    AIII

    0.8

    3.6

    45

    6.9

    7

    118

    26

    66

    eleven

    B25

    AII

    0.85

    3.7

    46

    7.0

    eight

    129

    20

    67

    12

    B30

    AIII

    0.9

    3.8

    47

    7.1

    9

    137

    27

    68

    13

    B15

    AII

    0.8

    3.9

    48

    7.2

    ten

    119

    28

    69

    14

    IN 20

    AIII

    0.85

    4.0

    49

    7.3

    eleven

    121

    29

    70

    15

    B25

    AII

    0.9

    3.0

    50

    7.4

    12

    127

    thirty

    71

    ten

    B30

    AIII

    0.8

    3.2

    40

    7.5

    13

    135

    15

    72

    eleven

    B15

    AII

    0.85

    3.3

    41

    7.6

    14

    140

    sixteen

    73

    12

    IN 20

    AIII

    0.9

    3.4

    42

    7.7

    15

    141

    17

    60

    13

    B25

    AII

    0.8

    3.5

    43

    7.8

    sixteen

    142

    18

    61

    14

    B30

    AIII

    1.0

    3.6

    44

    7.9

    17

    143

    nineteen

    62

    15

    B15

    AII

    1.0

    3.7

    45

    8.0

    18

    144

    20

    63

    ten

    IN 20

    AIII

    1.0

    3.8

    46

    8.1

    nineteen

    145

    21

    64

    eleven

    B25

    AII

    1.0

    3.9

    47

    8.2

    20

    149

    22

    65

    12

    B30

    AIII

    1.0

    4.0

    48

    8.3

    21

    125

    23

    66

    13

    B15

    AII

    1.0

    3.0

    49

    8.4

    22

    126

    24

    67

    14

    B25

    AIII

    1.0

    3.2

    50

    8.5

    23

    129

    25

    68

    15

    B30

    AII

    1.0

    3.3

    51

    8.6

    24

    138

    26

    69

    12

    B15

    AIII

    1.0

    3.4

    40

    8.7

    25

    140

    27

    70

    14

    IN 20

    AII

    1.0

    3.5

    52

    8.8

    Virus neutralizer

    Game: Perform tasks and rest cool.5 people play!

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    Virus neutralizer

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    CALCULATION OF TARED SECTIONS. Check M <Msech

    No. Var

    M (kNm)

    in (cm)

    ′ f

    h′f

    concrete

    armature

    Twi

    a (cm)

    h (cm)

    l (m)

    As

    one

    120

    nineteen

    60

    ten

    B15

    AII

    0.8

    3.0

    40

    6.0

    14.3

    2

    123

    18

    61

    eleven

    IN 20

    AIII

    0.85

    3.2

    41

    6.5

    11.5

    3

    136

    17

    62

    12

    B25

    AII

    0.9

    3.3

    42

    6.6

    13.1

    four

    130

    22

    63

    14

    B30

    AIII

    0.85

    3.4

    43

    6.7

    15.4

    five

    124

    24

    64

    15

    B15

    AII

    0.9

    3.5

    44

    6.8

    15.2

    6

    132

    25

    65

    ten

    IN 20

    AIII

    0.8

    3.6

    45

    6.9

    12.9

    7

    118

    26

    66

    eleven

    B25

    AII

    0.85

    3.7

    46

    7.0

    11.6

    eight

    129

    20

    67

    12

    B30

    AIII

    0.9

    3.8

    47

    7.1

    16,1

    9

    137

    27

    68

    13

    B15

    AII

    0.8

    3.9

    48

    7.2

    15.3

    ten

    119

    28

    69

    14

    IN 20

    AIII

    0.85

    4.0

    49

    7.3

    17.2

    eleven

    121

    29

    70

    15

    B25

    AII

    0.9

    3.0

    50

    7.4

    14.6

    12

    127

    thirty

    71

    ten

    B30

    AIII

    0.8

    3.2

    40

    7.5

    15.3

    13

    135

    15

    72

    eleven

    B15

    AII

    0.85

    3.3

    41

    7.6

    16,1

    14

    140

    sixteen

    73

    12

    IN 20

    AIII

    0.9

    3.4

    42

    7.7

    12.8

    15

    141

    17

    60

    13

    B25

    AII

    0.8

    3.5

    43

    7.8

    13.0

    sixteen

    142

    18

    61

    14

    B30

    AIII

    1.0

    3.6

    44

    7.9

    17.0

    17

    143

    nineteen

    62

    15

    B15

    AII

    1.0

    3.7

    45

    8.0

    10.9

    18

    144

    20

    63

    ten

    IN 20

    AIII

    1.0

    3.8

    46

    8.1

    15.1

    nineteen

    145

    21

    64

    eleven

    B25

    AII

    1.0

    3.9

    47

    8.2

    16.3

    20

    149

    22

    65

    12

    B30

    AIII

    1.0

    4.0

    48

    8.3

    14.6

    21

    125

    23

    66

    13

    B15

    AII

    1.0

    3.0

    49

    8.4

    15.7

    22

    126

    24

    67

    14

    B25

    AIII

    1.0

    3.2

    50

    8.5

    18.2

    23

    129

    25

    68

    15

    B30

    AII

    1.0

    3.3

    51

    8.6

    18.6

    24

    138

    26

    69

    12

    B15

    AIII

    1.0

    3.4

    40

    8.7

    11.3

    25

    140

    27

    70

    14

    IN 20

    AII

    1.0

    3.5

    52

    8.8

    15.0

    Virus neutralizer

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    Virus neutralizer

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