DESIGN OF PURLIN :

DEAD LOAD CALCULATION :

Self weight of Purlin =

CG sheet roofing =
Spacing of Purlin =
Span of Purlin =

22.3
14
1.35
4.15

UDL of CGI sheet roofing = 14 x 1.35 =

18.9 Kg/m

Total UDL due to DL on Purlin = 22.3 + 18.9 =

Kg/m
Kg/m2
m
m

( SMC-200 ASSUMED )

41.2 Kg/m
0.042 T/m

SNOW LOAD CALCULATION : ( CLAUSE 3 OF IS : 875 ( PART 4 ) - 1987

Depth of Snow Blanket on ground =

Ground Snow load =( 0.61x 913 x 9.81) = s 0 =
Shape Coefficient = =
Snow Load on plan area of roof = S = x s0 =
UDL of Snow Blanket on Purlin = 1.35 x 417.69

0.61 m
5463 N/m2
0.75
4097.6 N/m2

( Max ht is allowed 2ft )

( Density of ce = 913 Kg/m3 )

563.9 Kg/m
0.564 T/m

LIVE LOAD CALCULATION : ( CLAUSE 4.5.1 OF IS : 875 ( PART 2 ) - 1987

Live Laod on roof =

Roof Angle = =
Live Load Reduction =

75 Kg/m2
18.18 0
40.00 Kg/m2

UDL of Live Load on Purlin =

1.35 x 40 =

Combination:
Total Udl of DL+LL =
Total Udl of DL+Snow load =

54.00 Kg/m
0.054 T/m
0.096 T/m
0.606 T/m

FOR WIND LOAD :

WIND PARALLEL TO RIDGE ( = 90 0 ) + INTERNAL PRESSURE CASE GOVERNS

Coefficient for this case =

Wind Load Uplift Force =
Net Uplift Force =

0.103 - 0.638 x Cos18.19

-1.400 Uplift
-0.102 T/m
0.011 T/m

Uplift
0.606 T/m

Analysis Of Truss :
Span of Truss = l =
Total UDL on truss = w =

4.15 m
0.61 T/m

Design B.M. at center on span = wl2 / 8 =

Design Shear Force at support = w l / 2 =

1.30 Tm
1.26 T

Design Of Truss :
Considering Depth of Truss at center =

0.50 m

Force in Top Chord of Truss =

2.61 T

Use ISMC 100

A=
12.20 cm2
Zxx =
33.5 cm3
xx =
192 cm4
l=
1700 mm
Local bending in Top chord members
Load = w =
Span = l =
Local BM = wl2 / 10 =

D=
Tf =

100 mm
7.7 mm

Rmin =
l/Rmin =

1.48 cm
114.86

0.61 T/m
1.700 m
0.18 Tm

Local bending stress in Top chord = Fb =

522.70 Kg/cm2

Actual compressive stress in Top chord = Fc =

213.83 Kg/cm

<

1300

Kg/cm2

( TABLE 6.1.B OF IS : 800 - 1984 )

2

<

680

Kg/cm2

( CLAUSE 5.1 IS : 800 - 1984 )

Check for Interaction ratio = Fb / fb + Fc / fc =

0.72

Force in Bottom Chord of Truss =

2.61 T

<

1.0

SAFE

<

1500

Use 20 dia of Bar

A=
Rmin =

3.14 cm2
0.5 cm

Actual Tensile stress in Bottom chord = Ft =

831 Kg/cm2

Check for Interaction ratio = Ft / ft =

0.55

Kg/cm2

( CLAUSE 4.1.1 IS : 800 - 1984 )

<

1.0

SAFE

.B OF IS : 800 - 1984 )

.1 IS : 800 - 1984 )

.1.1 IS : 800 - 1984 )

A=
Zxx =

157.60 cm2
1598 cm

xx =

31962 cm

Rmin =

1625 mm

l/Rmin =

l=

D=
Tf =

400 mm
15.3 mm
10.51 cm
15.46

Kg/cm2
Kg/cm2

Kg/cm2

TABLE 1 RISK COEFF. FOR DIFFEREENT CLASSES OF STRUCTURES IN DIFFERENT WIND SPEED ZO
CLASS OF STRUCTURE

DESIGN
LIFE OF
STR

ALL GENERAL BUIDINGS

TEMPORARY SHEDS
BLDG & STR PTRSENTING A LOW DEGREE OF HAZARD ,SUCH AS
ISOLATED TOWERS IN WOODED AREAFARM BLDGS OTHER THAN
RESI.
BLDG SUCH HOSPITALS,COMM.TOWERS,POWER PLANT
IMP BLDGS

K1 FACTOR FOR BASIC WIND SPE

33

39

44

50
5

1.0
0.82

1.0
0.76

1.0
0.73

25

0.94

0.92

0.91

100

1.05

1.06

1.07

DIFFERENT CLASSES OF BUILDINGS/STRUCTURES.

HEIGHT

10
15
20
30
50
100
150
200
250
300
350
400
450
500

10
2A

TERRAIN CATEGORY 1
A
B
C
1A
1B
1C

1.05
1.09
1.12
1.15
1.20
1.26
1.30
1.32
1.34
1.35
1.37
1.38
1.39
1.40

1.03
1.07
1.10
1.13
1.18
1.24
1.28
1.30
1.32
1.34
1.35
1.36
1.37
1.38

0.99
1.03
1.06
1.09
1.14
1.20
1.24
1.26
1.28
1.30
1.31
1.32
1.33
1.34

10 #VALUE! #VALUE!
15 #VALUE!

TERRAIN CATEGORY 2
A
B
C
2A
2B
2C

1.00
1.05
1.07
1.12
1.17
1.24
1.28
1.30
1.32
1.34
1.36
1.37
1.38
1.39

0.98
1.02
1.05
1.10
1.15
1.22
1.25
1.28
1.31
1.32
1.34
1.35
1.36
1.37

0.93
0.97
1.00
1.04
1.10
1.17
1.21
1.24
1.26
1.28
1.29
1.30
1.31
1.32

TERRAIN CATEGORY 3
A
B
C
3A
3B
3C

0.91
0.97
1.01
1.06
1.12
1.20
1.24
1.27
1.29
1.31
1.32
1.34
1.35
1.36

0.88
0.94
0.98
1.03
1.09
1.17
1.21
1.24
1.26
1.28
1.30
1.31
1.32
1.33

0.82
0.87
0.91
0.96
1.02
1.10
1.15
1.18
1.20
1.22
1.24
1.25
1.26
1.28

RENT WIND SPEED ZONES.

APPENDIX A ( CLAUSE 5.2 )

BASIC WIND SPEED AT 10M HEIGHT FOR SOME IMPORTANT CITIES/TOWN

OR FOR BASIC WIND SPEED ( m/s )

CITY / TOWN
47

50

55

1.0
0.71

1.0
0.70

1.0
0.67

0.90

0.90

0.89

1.07

1.08

1.08

S.
TERRAIN CATEGORY 4
A
B
C
4A
4B
4C

0.80
0.80
0.80
0.97
1.10
1.20
1.24
1.27
1.28
1.30
1.31
1.32
1.33
1.34

0.76
0.76
0.76
0.93
1.05
1.15
1.20
1.22
1.24
1.26
1.27
1.28
1.29
1.30

0.67
0.67
0.67
0.83
0.95
1.05
1.10
1.13
1.16
1.17
1.19
1.20
1.21
1.22

AGRA
AHMADABAD
AJMER
ALMORA
AMRITSAR
ASANSOL
AURANGABAD
BAHRAICH
BANGLORE
BARAUNI
BAREILLY
BHATINDA
BHILAI
BHOPAL
BHUBNESHWAR
BHUJ
BIKANER
BOKARO
CALCUTTA
CALICUT
CHANDIGARDH
COIMBATORE
CUTTACK
DARBHANGA
DARJEELING
DEHRADUN
DELHI
DURGAPUR
GANGTOK
GUHATI
GAYA
GORAKHPUR
HYDRABAD
IMPHAL
JABALPUR
JAMSHEDPUR
JHANSI
JODHPUR
KANPUR
KOHIMA
KURNOOL

BASIC
WIND
SPPED

m/s
47
39
47
47
47
47
39
47
33
47
47
47
39
39
50
50
47
47
50
39
47
39
50
55
47
47
47
47
47
50
39
47
44
47
47
47
47
47
47
44
39

LAKSHADWEEP
LUCKNOW
LUDHIANA
MADRAS
MADURAI
MANDI
MANGALORE
MORADABAD
MYSORE
MUMBAI
NAGPUR
NAINITAL
NASHIK
NELLORE
PANJI / GOA
PATIALA
PATNA
PONDICHERRY
PORTBLAIR
PUNE
RAIPUR
RAJKOT
RANCHI
ROORKEE
ROURKELA
SIMLA
SRINAGAR
SURAT
TRUCHCHIRRAPPAL
TRIVANDRUM
UDAIPUR
VADODARA
VARANASI
VIJAYWADA
VISAKHAPATNAM

39
47
47
50
39
39
39
47
33
44
44
47
39
50
39
47
47
50
44
39
39
39
39
39
39
39
39
44
47
39
47
44
47
50
50

E IMPORTANT CITIES/TOWN

HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI.

Subject :
Details :
Wind Coefficient Calculation for Reacangular Clad Building

SH. NO.
REV.

R0

DATE

4/3/03

BY

NITESH
REF

BASIC PARAMETERS OF COVERING SHED :

Width of Bldg =
Length of Bldg =
Plan Area =
Height of Truss =
Spacing of Purlin =
Span of Purlin =
Height of Column =
Type of Roofing =

8.8 m
20 m
8.8 m x 20 m
1.5 m
1.5 m
4 m
3 m
CGI SHEETING

TYPICAL CONFIGURATUION OF TRUSS :

WIND PRESSURE CALCULATION (AS PER IS - 875-PART-III)

WIND PRESSURE CALCULATION ( AS PER IS - 875-PART-III )-1987

PARAMETERS:=
Pz = 0.6 x VZ2
Vz = Vb x K1 x K2 x K3

Where,
Pz

Design Wind Pressure in N/m2 at height z

Vz

Design Wind Velocity in m / sec at height z

Vb

Basic Wind Speed in m/sec

DARBHANGA

Design Life of Structure / Building =

K1

Probablity Factor( Risk Coefficient)

K2

Terrain Height and Structure Size Factor

Height of Structure =
Category
2
Class

K3

Topography Factor

55 m/sec
5 Years
0.67

10 m
#VALUE!
1.0

HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI.

Subject :
Details :
Wind Coefficient Calculation for Reacangular Clad Building

SH. NO.
REV.

R0

DATE

4/3/03

BY

NITESH
REF

VZ = Vb x K1 x K2 x K3
VZ =

#VALUE! m/sec

Pz = 0.6 x VZ2
Pz =

#VALUE! N/m2

Pz =

#VALUE! Kg/m2

Pz =

#VALUE! T/m2

ADOPT DESIGN WIND PRESSURE =

#VALUE! T/m2

1.5
1.5

4.40

4.40

DEAD LOAD CALCULATION :

Self weight of Purlin =

CG sheet roofing =
Spacing of Purlin =
Span of Purlin =
UDL of CGI sheet roofing = 14 x 1.5 =
Total UDL due to DL on Purlin = 16.8 + 21 =

Reaction of Purlin due to DL = 0.038 x 4 / 2 =

At Gable End Truss =
At Internediate Truss = 0.076 x 2 =

16.8
14
1.5
4

Kg/m
Kg/m2
m
m

( SMC-150 ASSUMED )

21 Kg/m
37.8 Kg/m
0.038 T/m
0.08 T
0.08 T
0.15 T

SNOW LOAD CALCULATION : ( CLAUSE 3 OF IS : 875 ( PART 4 ) - 1987

Depth of Snow Blanket on ground =

Ground Snow load =( 1.0x 913 x 9.81) = s0 =
Shape Coefficient = =
Snow Load on plan area of roof = S = x s0 =
UDL of Snow Blanket on Purlin = 1.5 x 0 =

Reaction of Purlin due to DL = 0 x 4/ 2 =

At Gable End Truss =
At Internediate Truss = 0 x 2 =

0 m
0 N/m2
0.8
0.0 N/m2
0.0 Kg/m
0.000 T/m
0.00 T
0.00 T
0.00 T

LIVE LOAD CALCULATION : ( CLAUSE 4.5.1 OF IS : 875 ( PART 2 ) - 1987

Live Laod on roof =

Roof Angle = =
Live Load Reduction =

75 Kg/m2
18.82 0
40 Kg/m2

( Max ht is allowed 3ft )

( Density of ce = 913 Kg/m3 )

HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI.

Subject :
Details :
Wind Coefficient Calculation for Reacangular Clad Building

SH. NO.
REV.

R0

DATE

4/3/03

BY

NITESH
REF

UDL of Live Load on Purlin =

1.5 x 40 =

60.00 Kg/m
0.060 T/m

Reaction of Purlin due to LL = 0.06 x 4/ 2 =

At Gable End Truss =
At Internediate Truss = 0.12 x 2 =

0.120 T
0.12 T
0.24 T

WIND ANALYSIS OF PORTAL FRAME :

4
L

W
Length of Building = L =
Width of Building = W =
Height of Building = H =
Roof Angle = =

20
8.8
3
18.82

m
m
m
0

Building Height Ratio = H / W =

3 / 8.8 =
0.341
Building Plan Ratio = L / W =
20 / 8.8 =
2.27
Note : L is always longer dimension of building plan and most cases which is parallel ro ridge.
EXTERNAL WIND COEFFICIENTS ( Cpe ) FOR WALLS OF RECTANGULAR CLAD BUILDINGS
( clause 6.2.2.1 ) IS 875 PART 3 TABLE NO 4

B
A

H/W <= 1/2

3/2 <= L/W < 4
=00
A
0.7
B
-0.25
C
-0.6
D
-0.6

0.341
2.27
= 90 0
A
B
C
D

-0.5
-0.5
0.7
-0.1

D
WIND PERPENDICULAR TO RIDGE ( = 0 0 )

WIND PARALLEL TO RIDGE ( = 90 0 )

-0.6
C

0.7
A

0.7
C

-0.25
B

D
-0.6

-0.5
A

-0.5
B

D
-0.1

HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI.

Subject :
Details :
Wind Coefficient Calculation for Reacangular Clad Building

SH. NO.
REV.

R0

DATE

4/3/03

BY

NITESH
REF

EXTERNAL WIND COEFFICIENTS FOR ( Cpe ) FOR PITCHED ROOFS OF RECTANGULAR CLAD BUILDINGS
( CLAUSE 6.2.2.2 ) IS 875 PART 3 TABLE NO 5

H/W =
3 / 8.8 =
Roof Angle = =

0.341
18.82 0

WIND PERPENDICULAR TO RIDGE ( = 0 0 )

WIND
WARD SIDE

WIND LEEWARD
SIDE

EF
-0.494

GH
-0.400

W
WIND PARALLEL TO RIDGE ( = 90 0 )

WIND PARALLEL TO RIDGE ( = 90 0 )

CASE1 :

CASE2 :

OUTER END TRUSS

EG
-0.712

EG
-0.712

INTERMEDIATE TRUSS

FH
-0.6

Internal Coefficient of Suction and Pressure =

FH
-0.6

0.5

1 ) WIND PERPENDICULAR TO RIDGE + INTERNAL PRESSURE : ( WIND ANGLE = 0 0 )

-0.49

0.7

-0.400

-0.25

-0.5

-0.995

-0.90

0.2

-0.75

UDL intensity to be applied in STADD Analysis ( T/m )

Directions shall be vectors as per drawn above
#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

2 ) WIND PERPENDICULAR TO RIDGE + INTERNAL SUCTION : ( WIND ANGLE = 0 0 )

-0.494

-0.40

0.006

0.1

HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI.

Subject :
Details :
Wind Coefficient Calculation for Reacangular Clad Building

SH. NO.
REV.

R0

DATE

4/3/03

BY

NITESH
REF

0.7

-0.25

0.5

1.2

0.25

HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI.

Subject :
Details :
Wind Coefficient Calculation for Reacangular Clad Building

SH. NO.
REV.

R0

DATE

4/3/03

BY

NITESH
REF

#VALUE!

#VALUE!

UDL intensity to be applied in STADD Analysis ( T/m )

Directions shall be vectors as per drawn above
#VALUE!

#VALUE!

#VALUE!

3) WIND PARELLEL TO RIDGE + INTERNAL PRESSURE : ( WIND ANGLE = 90 0 )

-0.712

-0.5

-0.712

-0.5

-1.212

-0.5

-1.0

#VALUE!

-1.212

-1.0

#VALUE!

UDL intensity to be applied in STADD Analysis ( T/m )

Directions shall be vectors as per drawn above
#VALUE!

#VALUE!

#VALUE!

4) WIND PARELLEL TO RIDGE + INTERNAL SUCTION : ( WIND ANGLE = 90 0 )

-0.712

-0.5

-0.712

-0.5

-0.212

0.5

#VALUE!

-0.212

#VALUE!

UDL intensity to be applied in STADD Analysis ( T/m )

Directions shall be vectors as per drawn above
#VALUE!

#VALUE!

#VALUE!

5) WIND PARELLEL TO RIDGE + INTERNAL PRESSURE : ( WIND ANGLE = 90 0 )

-0.6

-0.5

-0.6

-0.5

-0.5

-1.10

-1.10

-1.0

-1.0

HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI.

Subject :
Details :
Wind Coefficient Calculation for Reacangular Clad Building

SH. NO.
REV.

R0

DATE

4/3/03

BY

NITESH
REF

#VALUE!

#VALUE!

UDL intensity to be applied in STADD Analysis ( T/m )

Directions shall be vectors as per drawn above
#VALUE!

#VALUE!

#VALUE!

6) WIND PARELLEL TO RIDGE + INTERNAL SUCTION : ( WIND ANGLE = 90 0 )

-0.6

-0.5

-0.6

-0.5

-0.1

0.5

#VALUE!

-0.1

#VALUE!

UDL intensity to be applied in STADD Analysis ( T/m )

Directions shall be vectors as per drawn above
#VALUE!

#VALUE!

#VALUE!

FOR WALLS MEMBERS OF GABLE END TRUSS :

1) WIND PERPENDICULAR TO RIDGE + INTERNAL PRESSURE : ( WIND ANGLE = 0 0 )
( Max coeff is considered at both Gable end )

-0.6
-0.6

-0.6
-0.6

-0.5

-1.1

-1.1

UDL intensity to be applied in STADD Analysis ( T/m )

Directions shall be vectors as per drawn above
#VALUE!

#VALUE!

#VALUE!

2) WIND PERPENDICULAR TO RIDGE + INTERNAL SUCTION : ( WIND ANGLE = 0 0 )

( Max coeff is considered at both Gable end )

-0.6
-0.6

-0.6
-0.6

0.5

-0.1

-0.1

HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI.

Subject :
Details :
Wind Coefficient Calculation for Reacangular Clad Building

SH. NO.
REV.

R0

DATE

4/3/03

BY

NITESH
REF

UDL intensity to be applied in STADD Analysis ( T/m )

Directions shall be vectors as per drawn above
#VALUE!

#VALUE!

#VALUE!

3) WIND PARALLEL TO RIDGE + INTERNAL PRESSURE : ( WIND ANGLE = 90 0 )

( Max coeff is considered at both Gable end )

0.7
-0.1

0.7
-0.1

-0.5

-0.6

-0.6

UDL intensity to be applied in STADD Analysis ( T/m )

Directions shall be vectors as per drawn above
#VALUE!

#VALUE!

#VALUE!

4) WIND PARALLEL TO RIDGE + INTERNAL SUCTION : ( WIND ANGLE = 90 0 )

( Max coeff is considered at both Gable end )

0.7
-0.1

0.7
-0.1

0.5

1.2

1.2

UDL intensity to be applied in STADD Analysis ( T/m )

Directions shall be vectors as per drawn above
#VALUE!

#VALUE!

#VALUE!

HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI.

Subject :
Details :
Wind Coefficient Calculation for Reacangular Clad Building

SH. NO.
REV.

R0

DATE

4/3/03

BY

NITESH
REF

HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI.

Subject :
Details :
Design of Portal frame for Rain Shed

SH. NO.

KATRA QUAZI RAIL LINK

REV.
DATE
BY

BLDG
HEIGHT
RATIO

Cpe FOR SURFACE

WIND
ANGL
E

00
90 0

0.7
-0.5

-0.2
-0.5

-0.5
0.7

-0.5
-0.2

-0.8

1.5 < L/W < 4

( CASE B)

00
90 0

0.7
-0.5

-0.25
-0.5

-0.6
0.7

-0.6
-0.1

-1.0

1 < L/W <= 1.5

(CASE A)

00
90 0

0.7
-0.6

-0.25
-0.6

-0.6
0.7

-0.6
-0.25

-1.1

00
90 0

0.7
-0.5

-0.3
-0.5

-0.7
0.7

-0.7
-0.1

-1.1

00
90 0

0.8
-0.8

-0.25
-0.8

-0.8
0.8

-0.8
-0.25

-1.2

1.5 < L/ W < 4 (

CASE B)

00
90 0

0.7
-0.5

-0.4
-0.5

-0.7
0.8

-0.7
-0.1

-1.2

L/W = 1.5
(CASE C)

00
90 0

0.95
-0.8

-1.85
-0.8

-0.9
0.9

-0.9
-0.85

-1.25

H/W > = 6 ( L/W = 1.0

(CASE D)
CASE 4 )

00
90 0

0.95
-0.7

-1.25
-0.7

-0.7
0.95

-0.7
-1.25

-1.25

L/W = 2.0
(CASE E )

00
90 0

0.85
-0.75

-0.75
-0.75

-0.75
0.85

-0.75
-0.75

-1.25

BLDG PLAN
RATIO

ELEVATION

PLAN

LOCAL
Cpe

W
1 < L/W <= 1.5
(CASE A)

H/W <= 1/2

( CASE 1)

H
0.25W

1/2 < H/W

<= 3/2
( CASE 2)

C
1.5 < L/W < 4
( CASE B)

1 < L/W <= 1.5

(CASE A)

3/2< H/W <

6 ( CASE3 )

NO.
R0
18.03.05
NITESH
REF

HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI.

Subject :
Details :

BLDG
HEIGHT
RATIO

ROOF
ANGLE

ELEVATION
W

H/W <= 1/2

W
1/2 < H/W <=
3/2

W
3/2< H/W < 6
H

degrees
0
5
10
20
30
45
60
degrees
0
5
10
20
30
45
60
degrees
0
5
10
20
30
40
50
60

KATRA QUAZI RAIL LINK

WIND ANGLE 00

WIND ANGLE 900

EF

GH

EG

FH

-0.8
-0.9
-1.2
-0.4
0
0.3
0.7

-0.4
-0.4
-0.4
-0.4
-0.4
-0.5
-0.6

-0.8
-0.8
-0.8
-0.7
-0.7
-0.7
-0.7

-0.4
-0.4
-0.6
-0.6
-0.6
-0.6
-0.6

-0.8
-0.9
-1.1
-0.7
-0.2
0.2
0.6

-0.6
-0.6
-0.6
-0.5
-0.5
-0.5
-0.5

-1
-0.9
-0.8
-0.8
-0.8
-0.8
-0.8

-0.6
-0.6
-0.6
-0.6
-0.8
-0.8
-0.8

-0.7
-0.7
-0.7
-0.8
-1
-0.2
0.2
0.5

-0.6
-0.6
-0.6
-0.6
-0.5
-0.5
-0.5
-0.5

-0.9
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8

-0.7
-0.8
-0.8
-0.8
-0.7
-0.7
-0.7
-0.7

SH. NO.
REV.

R0

DATE

16/11/2004

BY

NITESH
REF

COEFFICIENT CALCULATION

H/W <= 1/2

EF
GH
EG
FH

10
-1.2
-0.4
-0.8
-0.6

EF
GH
18.82 WIND ANGLE = 0 0
20
-0.4
-0.4
-0.494
-0.400
-0.7
-0.6

ATION
EG
FH
WIND ANGLE = 90 0

-0.712

-0.600