1-factory str 120322

รายการคํานวณโครงสร้าง

โครงการ

………………………………..

เจ้าของโครงการ

……………………..

สถานที�ก่อสร้าง

………………………..……………...

วศิวกรโครงสร้าง

………………………………….

ค่ากาํลงัอดัประลยัไม่นอ้ยกว่า ksc.

Project : WARE HOUSE 17X25 M. Design : DESIGN CRITERIAS

Engineer : 22/03/2555

ksc. Es (Steel)

Strength & Stress

Date :

ข้อกาํหนดในการออกแบบโครงสร้าง

DESIGN CRITERIAS

คอนกรีตที5ใชต้อ้งมีกาํลงัอดัประลยัของแท่งทดสอบคอนกรีต ( Cylinder ) ที5อาย ุ28 วนั

Parameters

173

2,100,000 kg./cm.2

ksc.

Use fc' (Cylinder) 173

Use Steel Grade (DB ) SD-30 ksc.

Use Steel Grade (RB ) SR-24 ksc.

Use fy ( DB ) 3000 ksc.

Use fy ( RB ) 2400 ksc.

Dead Load Live Load

Concrete 2400 kg./m.3

Roof 50 kg./m.2

Steel 7850 kg./m.3

R.C. Roof 100 kg./m.2

Wood 700 kg./m.3

Hall.,Stair,Corrid. 300 kg./m.2

Water 1000 kg./m.3

Ware House Area 3000 kg./m.2

Soil 1600 kg./m.3

Floor 2 - kg./m.2

Roof Metal Sheet 5 kg./m.2

WC 150 kg./m.2

Finishing 50 kg./m.2

Finishing 50 kg./m.2

Q-Con 100 kg./m.2

Soil Property

Wall 180 kg./m.2

Squair Pile Salf Load 30x30 22.50 Ton.

ksc.

ksc.

m.

cm2 kg/m.

cm3

cm4

cm3

cm4

0.00

Size Of Section

9.570

12.200

Channels 150×65×20×3.2 mm.

55

Fe - 24

Moment Of In ( Ix )

Moment Of In ( Iy )

332.00044.300

5.00

Modulus Of Elatic.

Yield Strength

Live Load

2,100,000

2,400

Sect. Modulus ( Sx )

Sect. Modulus ( Sy ) 53.800

50

7.510

kg/m2

Weight Of Setion

kg/m2

Section Area

WARE HOUSE 17X25 M.

Slope Of Roof

Weight Of Tiles

Project :

Engineer :

Use Steel Grade

Span Length ( L )

22/03/2555

Purlin

Date :

Design :

m.

degree

Range Of Purlin ( @ ) 1.00

0

W

0.00

kg/m. kg-m

kg/m. kg-m

kg/m. kg/m2

kg/m2

cm.

cm.

Unif. Load Of ( Wy )

112.51

OK

Maximum Deflection

1.39

1.31 OK

Select To Use Section : Channels 150×65×20×3.2 mm. @ 1 m.

112.51 All.Bend Stress ( Fb )

Load On Purlin ( Wt )

Bend Stress ( fb ) 793.67 OK

Unif. Load Of ( Wx )

Allowable Deflection

351.59

0.00

1440.00

0.00

Moment Of ( Mx )

Moment Of ( My )

ft = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 1.020 m

E = 2100000 ksc

P = 3765 kg

Areaตอ้งการ = P/ft = 3.14 cm2

Use Cabon Steel Tubes Ø = 139.8 mm

Weigth = 12.1 kg/m

t = 3.6 mm

I = 357 cm4

Ag = 15.4 cm2

> A Ok

rmin = 4.82 cm

= 21.16 < 300 Ok

Ø = 139.8 mm

t = 3.6 mm

Ag = 15.4 mm

T1 LOWER CORD

พื�นที�หนา้ตดัที�ตอ้งการ

เลอืกเหล็กรูปพรรณ

KL/rmin

Use

Cabon Steel Tubes

fa = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 1.0000 m = 131.42

E = 2100000 ksc

P = 1000 kg

Areaตอ้งการ = P/fa = 0.83 cm2


Weigth = 12.1 kg/m

t = 3.6 mm

I = 357 cm4

A = 15.4 cm2

rmin = 4.82 cm

= 20.75 < Cc Use Equation (1)

1373.67

= 1373.67 ksc

25122.67

T1 UPPER CORD



KL/rmin

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

25122.67

- - -

1373.67

= 21154.52 kg > P Ok

Ø = 139.8 mm

t = 3.6 mm

A = 15.4 mm

P = Fa x A

Use

Cabon Steel Tubes

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

fa = 1200 <0.6Fy

Fy = 2500 ksc

K = 1.00

L = 1.0628 m = 128.77

E = 2100000 ksc

P = 4882 kg



Weigth = 7.76 kg/m

t = 3.2 mm

I = 120 cm4

A = 9.892 cm2

rmin = 3.48 cm


1385.273

= 1385.27 ksc

T1 Vertical Cord



KL/rmin

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

11593.83

- - -

1385.273

= 13703.12 kg > P Ok

Ø = 101.6 mm

t = 3.2 mm

A = 9.892 mm

P = Fa x A

Use

Cabon Steel Tubes

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

fa = 1200 <0.6Fy

Fy = 2500 ksc

K = 1.00

L = 1.0628 m = 128.77

E = 2100000 ksc

P = 5107 kg



Weigth = 7.76 kg/m

t = 3.2 mm

I = 120 cm4

A = 9.892 cm2

rmin = 3.48 cm


1385.273

= 1385.27 ksc

T1 Incline Cord



KL/rmin

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

11593.83

- - -

1385.273

= 13703.12 kg > P Ok

Ø = 101.6 mm

t = 3.2 mm

A = 9.892 mm

P = Fa x A

Use

Cabon Steel Tubes

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

ft = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 1.006 m

E = 2100000 ksc

P = 20745 kg



Weigth = 15 kg/m

t = 4.5 mm

I = 438 cm4

Ag = 19.13 cm2

> A Ok

rmin = 4.79 cm

= 21.00 < 300 Ok

Ø = 139.8 mm

t = 4.5 mm

Ag = 19.13 mm

T2 LOWER CORD



KL/rmin

Use

Cabon Steel Tubes

fa = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 1.0070 m = 131.42

E = 2100000 ksc

P = 21727 kg



Weigth = 15 kg/m

t = 4.5 mm

I = 438 cm4

A = 19.13 cm2

rmin = 4.79 cm


1372.595

= 1372.59 ksc

24467.17

KL/rmin

T2 UPPER CORD



Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

24467.17

- - -

1372.595

= 26257.74 kg > P Ok

Ø = 139.8 mm

t = 4.5 mm

A = 19.13 mm

P = Fa x A

Use

Cabon Steel Tubes

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

fa = 1200 <0.6Fy

Fy = 2500 ksc

K = 1.00

L = 1.0628 m = 128.77

E = 2100000 ksc

P = 4882 kg



Weigth = 7.76 kg/m

t = 3.2 mm

I = 120 cm4

A = 9.892 cm2

rmin = 3.48 cm


1385.273

= 1385.27 ksc

KL/rmin

T2 Vertical Cord



Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

11593.83

- - -

1385.273

= 13703.12 kg > P Ok

Ø = 101.6 mm

t = 3.2 mm

A = 9.892 mm

P = Fa x A

Use

Cabon Steel Tubes

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

fa = 1200 <0.6Fy

Fy = 2500 ksc

K = 1.00

L = 1.0628 m = 128.77

E = 2100000 ksc

P = 5107 kg



Weigth = 7.76 kg/m

t = 3.2 mm

I = 120 cm4

A = 9.892 cm2

rmin = 3.48 cm


1385.273

= 1385.27 ksc

T2 Incline Cord



KL/rmin

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

11593.83

- - -

1385.273

= 13703.12 kg > P Ok

Ø = 101.6 mm

t = 3.2 mm

A = 9.892 mm

P = Fa x A

Use

Cabon Steel Tubes

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

ft = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 1.006 m

E = 2100000 ksc

P = 2791 kg



Weigth = 7.76 kg/m

t = 3.2 mm

I = 120 cm4

Ag = 9.892 cm2

> A Ok

rmin = 3.48 cm

= 28.91 < 300 Ok

Ø = 101.6 mm

t = 3.2 mm

Ag = 9.892 mm

T3 LOWER CORD



KL/rmin

Use

Cabon Steel Tubes

fa = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 1.0070 m = 131.42

E = 2100000 ksc

P = 1311 kg



Weigth = 7.76 kg/m

t = 3.2 mm

I = 120 cm4

A = 9.892 cm2

rmin = 3.48 cm


1339.792

= 1339.79 ksc

12914.31

T3 UPPER CORD



KL/rmin

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

12914.31

- - -

1339.792

= 13253.23 kg > P Ok

Ø = 101.6 mm

t = 3.2 mm

A = 9.892 mm

P = Fa x A

Use

Cabon Steel Tubes

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

fa = 1200 <0.6Fy

Fy = 2500 ksc

K = 1.00

L = 1.0628 m = 128.77

E = 2100000 ksc

P = 1000 kg



Weigth = 6.78 kg/m

t = 3.2 mm

I = 79.8 cm4

A = 8.636 cm2

rmin = 3.04 cm


1363.47

= 1363.47 ksc

T3 Vertical Cord



KL/rmin

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

8847.403

- - -

1363.47

= 11774.92 kg > P Ok

Ø = 89.1 mm

t = 3.2 mm

A = 8.636 mm

P = Fa x A

Use

Cabon Steel Tubes

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

fa = 1200 <0.6Fy

Fy = 2500 ksc

K = 1.41

L = 1.0628 m = 128.77

E = 2100000 ksc

P = 1347 kg



Weigth = 6.78 kg/m

t = 3.2 mm

I = 79.8 cm4

A = 8.636 cm2

rmin = 3.04 cm


1284.826

= 1284.83 ksc

T3 Incline Cord



KL/rmin

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

4450.18

- - -

1284.826

= 11095.76 kg > P Ok

Ø = 89.1 mm

t = 3.2 mm

A = 8.636 mm

P = Fa x A

Use

Cabon Steel Tubes

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

ft = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 6.0000 m

E = 2100000 ksc

P = 1100 kg


Use H150X75X5 H = 150 mm

Weigth = 14 kg/m

t = 5 mm

I = 50 cm4

Ag = 17.85 cm2

> A Ok

rmin = 9 cm

= 66.67 < 300 Ok

H = 150 mm

t = 5 mm

Ag = 17.85 mm

RB1 TENSION



KL/rmin

Use

H150X75X5

fa = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 6.0000 m = 131.42

E = 2100000 ksc

P = 1100 kg


Use H150X75X5 H = 150 mm

Weigth = 14 kg/m

t = 5 mm

Iy = 50 cm4

A = 17.85 cm2

rmin = 9 cm


1136.172

= 1136.17 ksc

2433.068

RB1 COMPRESSION



KL/rmin

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

2433.068

- - -

1136.172

= 20280.66 kg > P Ok

H = 150 mm

t = 5 mm

A = 17.85 mm

P = Fa x A

Use

H150X75X5

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

ft = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 6.0000 m

E = 2100000 ksc

P = 1815 kg


Use H250X125X6 H = 250 mm

Weigth = 29.6 kg/m

t = 6 mm

I = 294 cm4

Ag = 37.66 cm2

> A Ok

rmin = 12 cm

= 50.00 < 300 Ok

H = 250 mm

t = 6 mm

Ag = 37.66 mm

RB2 TENSION



KL/rmin

Use

H250X125X6

fa = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 6.0000 m = 131.42

E = 2100000 ksc

P = 3041 kg


Use H250X125X6 H = 250 mm

Weigth = 29.6 kg/m

t = 6 mm

Iy = 294 cm4

A = 37.66 cm2

rmin = 12 cm


1235.153

= 1235.15 ksc

4325.454

RB2 COMPRESSION



KL/rmin

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

4325.454

- - -

1235.153

= 46515.88 kg > P Ok

H = 250 mm

t = 6 mm

A = 37.66 mm

P = Fa x A

Use

H250X125X6

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

ft = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 6.1220 m

E = 2100000 ksc

P = 4170 kg


Use H150X75X5 H = 150 mm

Weigth = 14 kg/m

t = 5 mm

I = 50 cm4

Ag = 17.85 cm2

> A Ok

rmin = 8 cm

= 76.53 < 300 Ok

H = 150 mm

t = 5 mm

Ag = 17.85 mm

COLUMN BRACING TENSION



KL/rmin

Use

H150X75X5

fa = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 6.7350 m = 131.42

E = 2100000 ksc

P = 4336 kg


Use H150X75X5 H = 150 mm

Weigth = 14 kg/m

t = 5 mm

Iy = 50 cm4

A = 17.85 cm2

rmin = 8 cm


1017.901

= 1017.90 ksc

1525.726

COLUMN BRACING COMPRESSION



KL/rmin

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

1525.726

- - -

1017.901

= 18169.53 kg > P Ok

H = 150 mm

t = 5 mm

A = 17.85 mm

P = Fa x A

Use

H150X75X5

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

ft = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 5.194 m

E = 2100000 ksc

P = 3988 kg



Weigth = 7.76 kg/m

t = 3.2 mm

I = 120 cm4

Ag = 9.892 cm2

> A Ok

rmin = 3.48 cm

= 149.25 < 300 Ok

Ø = 101.6 mm

t = 3.2 mm

Ag = 9.892 mm

TRUSS BRACING TENSION



KL/rmin

Use

Cabon Steel Tubes

fa = 1200 <0.6Fy

Fy = 2400 ksc

K = 1.00

L = 5.194 m = 131.42

E = 2100000 ksc

P = 2578 kg



Weigth = 7.76 kg/m

t = 3.2 mm

I = 120 cm4

A = 9.892 cm2

rmin = 3.48 cm

= 149.25 > Cc Use Equation (2)

446.3533

- - -

485.4297

TRUSS BRACING COMPRESSION



KL/rmin

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

485.4297

= 485.4297 ksc

485.4297

= 4801.87 kg > P Ok

Ø = 101.6 mm

t = 3.2 mm

A = 9.892 mm

P = Fa x A

Use

Cabon Steel Tubes

Fy

ECc

22π=

( )2........................)/(23

122

2

rKL

EFa

π=

( )1........./

8

1/

8

3

3

5

/

2

11

3

2

−

+

−

=

Cc

rKL

Cc

rKL

FyCc

rKL

Fa

= 17 m= 3000 kg= 2.10E+06 P = 3000 kg= 2400 ksc= 7.08 cm

Load at midspan M = PL/4 = 12750 kg-mV = P/2 = 1500 kg

Load at support M = 0 = 0 kg-mV = P = 3000 kgMmax = 12750 kg-mVmax = 3000 kg

สมมตุนํิ�าหนักคาน Wb = 128 kg/m

Load at midspan M = WL2/8 = 4624 kg-mV = WL/2 = 1088 kg

Maximum Moment and Shear Design

M = 17374 kg-m

V = 4088 kg

= 1584 ksc

= 1096.84 cm3

Use d = 500 mmbf = 300 mmtw = 11 mmtf = 18 mmA = 163.5 cm2

r = 18 mmSx = 1360 cm3

> S Ok

Ix = cm4

หาโมเมนตแ์ละแรงเฉอืนสงูสดุ

สมมตหินา้ตดัแบบอด้แนน่

Fb = 0.66Fy

S = M/Fb

WF

คานรบัเครน

∆all = L/240

Span (L)นํ�าหนักเครน + WD

EFy

เลอืกเหล็กรปูพรรณ

tw

Fytf

tf

tw

d

Ntw

+

5.1

231564

EI

PL

EI

wL

48384

534

max+=∆

Ix = 71000 cm4

Weigth = 128 kg/m Ok

= 8.33= 11.10 >bf/2tf เป็นหนา้ตัดอัดแน่น

30 cm K = tf+r = 3.6 cm

= 30.97 < 0.66Fy Ok

R = P = 3000 kg

= 79543 > R Ok

= 25 kg <0.4Fy Ok= 74 kg <0.4Fy Ok

= 2.99 cm < ∆all Ok

สมมตุ ิ N =ตรวจสอบการคลากเฉพาะจดุ

ตรวจสอบหนา้ตดั

bf/2tf

ตรวจสอบการยูข่องเอว

ตรวจสอบแรงเฉอืน

ตรวจสอบการโกง่ตวั

R/(tw(N+2.5k))

Vt = V/Aapprox. Vh = V/dtw

544/√Fy

tw

Fytf

tf

tw

d

Ntw

+

5.1

231564

EI

PL

EI

wL

48384

534

max+=∆

= 5 m= 4100 kg= 2.10E+06 P = 4100 kg= 2400 ksc= 2.08 cm

Load at midspan M = PL/4 = 5125 kg-mV = P/2 = 2050 kg

Load at support M = 0 = 0 kg-mV = P = 4100 kgMmax = 5125 kg-mVmax = 4100 kg

สมมตุนํิ�าหนักคาน Wb = 56.8 kg/m

Load at midspan M = WL2/8 = 178 kg-mV = WL/2 = 142 kg

Maximum Moment and Shear Design

M = 5303 kg-m

V = 4242 kg

= 1584.00 ksc

= 334.75 cm3

Use d = 300 mmbf = 200 mmtw = 8 mmtf = 12 mmA = 72.38 cm2

r = 18 mmSx = 771 cm3

> S Ok

Ix = 11300 cm4

หาโมเมนตแ์ละแรงเฉอืนสงูสดุ

สมมตหินา้ตดัแบบอด้แนน่

Fb = 0.66Fy

S = M/Fbเลอืกใชเ้หล็กรปูพรรณ

WF

Fy∆all = L/240

B1

Span (L)Reaction จากคาน B

E

tw

Fytf

tf

tw

d

Ntw

+

5.1

231564

EI

PL

EI

wL

48384

534

max+=∆

Ix = 11300 cm4

Weigth = 56.8 kg/m Ok

= 8.33= 11.10 >bf/2tf เป็นหนา้ตัดอัดแน่น

30 cm K = tf+r = 3 cm

= 51 < 0.66Fy Ok

R = P = 4100 kg

= 57024 > R Ok

= 59 kg <0.4Fy Ok= 177 kg <0.4Fy Ok

= 0.47 cm < ∆all Ok

Vt = V/Aapprox. Vh = V/dtw

544/√Fyตรวจสอบการคลากเฉพาะจดุ

ตรวจสอบการโกง่ตวั

ตรวจสอบการยูข่องเอว

ตรวจสอบแรงเฉอืน

สมมตุ ิ N =

R/(tw(N+2.5k))

ตรวจสอบหนา้ตดั

bf/2tf

tw

Fytf

tf

tw

d

Ntw

+

5.1

231564

EI

PL

EI

wL

48384

534

max+=∆

โครงการ : :

เจา้ของ : :

Live Load (LL) = 3,000 kg./m.2 = m.

Finishing & etc. (FL) = 0 kg./m.2 = m.

Dead Load (DL) = 432 kg./m.2 = cm.

Total Load (W) = 3,432 kg./m.2 = cm.

General Property

WARE HOUSE 17X25M.

วศิวกร

22 Mar 12

2.50

3.00

18.00

2.50

FS

S1

S

L

Thickness

Covering

วนัที0

L/S = 1.20 < 1.33 OK

Drop Panel (D) = 100 cm.

Minimum thickness = 18.77 cm. Use Drop panel thickness (t1) = cm. OK

Thick of Slab (t2)

Minimum thickness = 10.00 cm. <= cm. OK

OR = 13.77 cm. <= cm. OK

Total Load kg.

Mo = kg.-m.

M- = 0.56 Mo = kg.-m.

M+ = 0.24 Mo = kg.-m.

M- = 0.17 Mo = kg.-m.

M+ = 0.20 Mo = kg.-m.

RANGE 60 TO 90 cm.

Middle strip Moment

Moment

Column strip Moment

22.00

715

841

25,740

18

2,354

1,009

4,204

18

As- = 11.28 Use DB 12 mm. m. As = cm.

2 OK Upper

As+ = 4.83 Use DB 12 mm. m. As = cm.

2 OK Lower

As- = 3.42 Use DB 12 mm. m. As = cm.

2 OK Upper

As+ = 4.03 Use DB 12 mm. m. As = cm.

2 OK Lower

DB 12 mm. m.

Reinforcement steel at Long Span

Reinforcement steel at Short Span

@ 0.25

@ 0.30

Temperature steel

4.53

11.31

5.66

4.53

Column strip Moment

Middle strip Moment @ 0.30

@ 0.15

@ 0.30

As- = 11.28 Use DB 12 mm. m. As = cm.

2 OK Upper

As+ = 4.83 Use DB 12 mm. m. As = cm.

2 OK Lower

As- = 3.42 Use DB 12 mm. m. As = cm.

2 OK Upper

As+ = 4.03 Use DB 12 mm. m. As = cm.

2 OK Lower

DB 12 mm. m.

Consider Shear at Critical section (Distance = t2 /2 from Edge Drop Panel)

t2 = 16 cm. cm.

V = 21,162 ksc. v = 2.96 ksc. < ksc. OK

Shear Checking

@ 0.25

@ 0.30

Temperature steel

@ 0.12

5.66

Column strip Moment

Middle strip Moment

11.31

@ 0.25

4.53

@ 0.30

116D + t2 =

6.97

4.53

โครงการ : :

เจา้ของ : :

0.63m. 0.63m.

DB12mm. @ 0.15m. DB12mm. @ 0.30m.

DB12mm. @ 0.12m. DB12mm. @ 0.30m.

S1

วนัที0 22 Mar 12

วศิวกร

WARE HOUSE 17X25M.

0.63m.0.63m.

DB12mm. @ 0.30m.

DB12mm. @ 0.30m.

DB12 mm. @ 0.25 m.#

6 SET I-PILE SALF LOAD 3 T/PILE

1.00 x 1.00 m. 1.00 x 1.00 m.

Detailed short span of

0.18 m.

0.22m.

DB12 mm. @ 0.25 m.#

DB12mm. @ 0.25m.

DB12mm. @ 0.30m.

L = 5.00 m. Mu- = 3276 kg-m.

fc' = 173 ksc. Mu+ = 3276 kg-m.

fy = 3000 ksc. MMAX = 3276 kg-m.

øM = 0.9 Vu = 2551 kg.

øV = 0.85

β1 = 0.85 ρmin = 14/fy = 0.0047

ρb = β10.85(fc'/fy)(6120/(6120+fy))) = 0.0280

Use ρ = 0.5ρb = 0.0140

h=L/18.5(0.4+(fy/7000)) = 22.39 cm.

h = 7.5L = 37.50 cm.

h = 10L = 50.00 cm.

h = 50.00 cm.

b = 25.00 cm.

d = 42.25 cm.

d' = 6.90 cm.

GB1

ขอ้มูลการออกแบบ

ความลกึคาน

ตรวจสอบหนา้ตดัรบัแรงเฉอืน

Page 1 of 3

øVc = ø0.53√fc'bwd = 6259 kg.

Vu-øVc = Vu-ø0.53√fc'bwd = -3708 kg.

2.1√fc'bwd = 29175 kg. >Vu-øVc Ok.

Ru = ρfy(1-0.59ρ(fy/fc')) = 35.94 ksc.

øMn1 = øRubd2 = 13633 kg-m.

กาํลงัรบัโมเมนตข์องหนา้ตดัคอนกรตี

øMn1 > Mu (Singly Raind Force)

Page 1 of 3

เลอืกใชเ้หล็ก

DB 16 mm. ( A = 2.011 cm2 ) >>>>>>>>>>>>>>>>>>>> เสรมิ 2 ชั น

dจรงิ = 45.20 > d -

dจรงิ = 43.15 > d เสรมิ 2 ชั น

หาปรมิาณเหล็กเสรมิ M+

( d = 43.15 cm. )

Ru = Mu/øbdจรงิ2 = 7.82 ksc.

ρ = 0.85(fc'/fy)(1-√1-2Ru/0.85fc') = 0.0027 <ρmin

Use ρ = 0.0062 <0.75ρb OK.

As = ρbdจรงิ = 6.70 cm2.

เหล็กหลกั 4 DB 16 mm. AS = 8.042 cm2. OK

เหล็กรอง 2 DB 16 mm. AS = 4.021 cm2. OK

หาปรมิาณเหล็กเสรมิ M-

( d = 43.15 cm. )


ρ = 0.85(fc'/fy)(1-√1-2Ru/0.85fc') = 0.0027 <ρmin

Use ρ = 0.0036 <0.75ρb OK.


เหล็กหลกั 3 DB 16 mm. AS = 6.032 cm2. ) OK

เหล็กรอง 2 DB 16 mm. AS = 4.021 cm2. ) OK

ออกแบบเหล็กปลอกรบัแรงเฉอืน

Design Singly Raind Force

Page 2 of 3


Use RB 6 mm. ( fy = 2400 ksc. )

Vu-øVc = -3708 kg.

1.1√fc'bwd = 15608 kg.

Vu-øV < 1.1√fc'bwd

21.575 60 Spasing d/2 = 21.575 cm.

10.7875 30 60 = 60 cm.

Avfy/3.5b = 15.52 cm.

Use @ = 0.150 m.

Page 2 of 3

DETAIL

25

3 - DB 16 mm.

50 1-Str. RB 6 mm. @ 0.150 m. (L=SPAN/3)

2 - DB 16 mm.

Support

25

2 - DB 16 mm.

50 1-Str. RB 6 mm. @ 0.150 m.

4 - DB 16 mm.

Mid Span

Page 3 of 3Page 3 of 3

L = 6.00 m. Mu- = 6560 kg-m.

fc' = 173 ksc. Mu+ = 6560 kg-m.

fy = 3000 ksc. MMAX = 6560 kg-m.

øM = 0.9 Vu = 4147 kg.

øV = 0.85

β1 = 0.85 ρmin = 14/fy = 0.0047

ρb = β10.85(fc'/fy)(6120/(6120+fy))) = 0.0280

Use ρ = 0.5ρb = 0.0140

h=L/18.5(0.4+(fy/7000)) = 26.87 cm.

h = 7.5L = 45.00 cm.

h = 10L = 60.00 cm.

h = 50.00 cm.

b = 25.00 cm.

d = 42.25 cm.

d' = 6.90 cm.

GB2

ขอ้มูลการออกแบบ

ความลกึคาน

ตรวจสอบหนา้ตดัรบัแรงเฉอืน

Page 1 of 3

øVc = ø0.53√fc'bwd = 6259 kg.

Vu-øVc = Vu-ø0.53√fc'bwd = -2112 kg.

2.1√fc'bwd = 29175 kg. >Vu-øVc Ok.

Ru = ρfy(1-0.59ρ(fy/fc')) = 35.94 ksc.

øMn1 = øRubd2 = 13633 kg-m.

กาํลงัรบัโมเมนตข์องหนา้ตดัคอนกรตี

øMn1 > Mu (Singly Raind Force)

Page 1 of 3

เลอืกใชเ้หล็ก

DB 16 mm. ( A = 2.011 cm2 ) >>>>>>>>>>>>>>>>>>>> เสรมิ 1 ชั น

dจรงิ = 45.20 > d เสรมิ 1 ชั น

dจรงิ = 43.15 > d -

หาปรมิาณเหล็กเสรมิ M+

( d = 45.20 cm. )


ρ = 0.85(fc'/fy)(1-√1-2Ru/0.85fc') = 0.0050 >ρmin OK.

Use ρ = 0.0050 <0.75ρb OK.


เหล็กหลกั 3 DB 16 mm. AS = 6.032 cm2. OK

เหล็กรอง 3 DB 16 mm. AS = 6.032 cm2. OK

หาปรมิาณเหล็กเสรมิ M-

( d = 45.20 cm. )


ρ = 0.85(fc'/fy)(1-√1-2Ru/0.85fc') = 0.0050 >ρmin OK.

Use ρ = 0.0050 <0.75ρb OK.


เหล็กหลกั 3 DB 16 mm. AS = 6.032 cm2. ) OK

เหล็กรอง 3 DB 16 mm. AS = 6.032 cm2. ) OK


Design Singly Raind Force

Page 2 of 3


Use RB 6 mm. ( fy = 2400 ksc. )

Vu-øVc = -2112 kg.

1.1√fc'bwd = 16349 kg.

Vu-øV < 1.1√fc'bwd

22.6 60 Spasing d/2 = 22.6 cm.

11.3 30 60 = 60 cm.

Avfy/3.5b = 15.52 cm.

Use @ = 0.150 m.

Page 2 of 3

DETAIL

25

3 - DB 16 mm.

50 1-Str. RB 6 mm. @ 0.150 m. (L=SPAN/3)

3 - DB 16 mm.

Support

25

3 - DB 16 mm.

50 1-Str. RB 6 mm. @ 0.150 m.

3 - DB 16 mm.

Mid Span

Page 3 of 3Page 3 of 3

= 0.30 m.

fc' = 173 ksc. ยาว (l) = 12.00 m.

fy = 3000 ksc. = 22.5 T./ตน้

øM = 0.9 = 45 T./ตน้

øV = 0.85 ตอมอ่ = 0.40 m.

α = 40 = 0.50 m.

βc = 1.3 = 1.00 m.

β1 = 0.85 = 3.50 T.

0.75ρb = 0.0330 = 10.00 T.

= 5.00 T.

0.93 = 18.50 T.

= 0.82 ตน้

= 2 ตน้

= 2 ตน้/แถว

= 1 แถว 2.40

= 1.50 m. 1.50

= 1.50 m.

= 22.50 T.

= 11.25 T./ตน้ < Pp-u OK

= 2 ตน้ 1

= 22.50 T.

F1

DESIGN CONTENT

เสาเข็มสี�เหลี�ยมจัตรัุสขนาดหนา้ตัด

กําลังรับนํ�าหนักใชง้าน (PP)

กําลังรับนํ�าหนักประลัย (Pp-u)

b

h

l

สมมตนํิ�าหนักฐานราก (PW)

นํ�าหนักบรรทกุคงที� (PD)

นํ�าหนักบรรทกุจร (PL)

นํ�าหนักรวมหาขนาดฐานรากและจาํนวนเข็ม

No. of pile (N) = (นํ�าหนักรวม)/PP

Use N

No. of pile in raw (n)

No. of raw (m)

L

Use L

กําลงัรบันํ �าหนกัประลยัของเสาแตล่ะตน้ (R)

นํ�าหนักรวม = 1.4PD + 1.7PL

R = PU/ N

หา t จาก Mu

จํานวนเข็มที�ทําใหเ้กดิโมเมนต ์ (n1)

F = Rn = 22.50 T.

= 0.1 m.

= 2.25 T.-m.

= 0.0047

= 13.33 ksc.

= 11.18 cm.

Use DB 16 mm. ( A = 2.011 cm2. )

Covering 7.5 cm.

= 40.00 cm.

= 31.70 cm. > d OK.

F = Rn1

แขนโมเมนต์

Mu

ρ = 14/fy

Ru = ρfy(1-0.59ρ(fy/fc'))

d = √(Mu/øMRub)

t

dจรงิ

= 11.25 T

= 28.18 T > Vu OK.

= 2 ตน้

= 286.8 cm.

= 22.50 T

= 142.71 kg. > Vu OK.

= 176.22 kg. > Vu OK.

= 107.74 kg. > Vu OK.

= 246.80 cm 246.80

= 11.25 T. 193.84

= 72.82 T. > Vu OK.

= 2.16 T. < Pc OK.

= 1.66 ksc.

= 0.0006 < ρmin Use 1.33ρ

= 0.0007 < 0.75ρb OK.

= 3.52 cm2.

= 0.572 m.

Use @ = 0.150 m.

= 0.60 m.

ตรวจสอบกําลงัรบัแรงเฉอืน Wied beam shear at d

Vu = Rn1

øVc = ø0.53√fc'bwd

Punching shear at d/2

จํานวนเข็มเลยระยะ d/2 (n2) โดยรอบ

bo = 4(b+d)

Vu = Rn2

ø0.27(2+(4/βc))√fc'bod

ø0.27((αd/bo)+2)√fc'bod

ø1.06√fc'bod

Punching shear รอบเสาเข็มกลางตอมอ่ (กรณีมเีข็มกลางตอมอ่เทา่นั�น)

bo

Vu

ø1.06√fc'bod

ตรวจสอบนํ �าหนกัฐานราก

Pcจรงิ = t x B x L x 2400

ปรมิาณเหล็กเสรมิ

Ru = Mu/øbdจรงิ2

ρ = 0.85(fc'/fy)(1-√1-2Ru/0.85fc')

Use ρ

As = ρbdจรงิ

ระยะวาง

Use ฐานรากขนาด

B = 0.60 m.

= 1.50 m.

= 0.40 m.

เสาเข็มสี#เหลี#ยมจตัรุสัขนาดหนา้ตดั = 0.30 m.

= 2 ตน้

Salf Load = 22.5 Ton/ตน้

ตะแกรง เหล็ก DB 16 mm. @ 0.15 m.

B

L

t

เสาเข็มจาํนวน

1-factory str 120322

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