Proyecto Final Pórtico

7/24/2019 Proyecto Final Prtico

1/20

FINAL PROJECT OFSTEEL STRUCTURES

NAMES:

AVILA BRITO JOS EDUARDODIEGO PAZMIO

Design a porch consisting of an area of 600 m ^ 2,where the views of both tension, compression isapplied, and bending design with a sloping roof slopeunder the LRFD design and all relevant charges areirrelevant .

http://www.servitechosecuador.com/techos-metalicos-entrepeso-varilla-corrugada-aluminizado-galvalume-master-1000.php


2/20

PROPERTY PROFILE: IPE400


3/20

Sx

1160cm3

d 400m

bf

180m tf

13.5m Fy 36ksi 2.482 108

Pa

tw 8.6m E 29000ksi 1.999 1011 Pa

h d 2 tf 373m

Iy 1320cm4

Ix 23130cm4

Ap 84.50 cm2

ry

Iy

Ap

3.952 c Sy

Iy

bf

2

146.667cm3

Sy 8.95in3

Cw values, Zx, Zy and ho J were obtained from the above table IPE properties, in our case the IPE 400

With this criterion the profile W16x45 took with similar characteristics with a value of Cw =1190 in^6; Zx =1308 cm ^ 3; Zy = 226 cm^ 3; J = 37.4 cm^ 4; ho = 15.6 in

Cw 490000cm6

Zx

1308 cm3

Zy 226cm3

Jf 37.4cm

4

ho 15.6in

Width cooperating

ancho 1.5 0.

Roof load

pesot 3.35kgf

m2

Pt pesotancho 5.025kgf

m

pesov 66.3kgf

m


4/20

ANALYSIS OF CHARGES

PD Pt pesov 71.325kgf

m

PDy PDcos 19deg( ) 67.439

kgf

m

PDx PDsin 19deg( ) 23.221kgf

m

WIND LOADS

Page. 12 NEC2011-CAP. 1vb 21

m

s

Table 1.5Cf 0.7

Ce 1.63

P: pressure in Pa 1.12

kg

m3

Puyo city: density of air kg/m^3

V_b: velocity of the wind m/s

P1

2

vb

2 C

e C

f

P 28.734kgf

m2

Py P sin 71de g( ) 27.168kgf

m2

Px P cos 71de g( ) 9.355kgf

m2

PWy Py ancho 40.752kgf

m PWx Pxancho 14.032

kgf

m

LIVE LOAD

cargaL 1kN

m2

Page. 6 NEC2011-CAP. 11

Table 1.2

cargaLy cargaLcos 19deg( ) 96.416kgf

m2

cargaLx cargaLs in 19deg( ) 33.199kgf

m2


5/20

PLx cargaLxancho 49.798kgf

m

PLy cargaLyancho 144.624kgf

m

SEISMIC LOAD

PEx10

100PDx 2.322

kgf

m

PEy10

100PDy 6.744

kgf

m

LOADS FACTORED

PUy 1.2PDy 1.6PLy 0.5PWy 332.702kgf

m

PUx 1.2PDx 1.6PLx 0.5PWx 114.558kgf

m

MOMEMTS FACTORED:

L1

12

Mux

PUyL12

85.989 10

3 kgf

Muy

PUxL12

32515.513kgf

MPx Fy Zx 3.311 104

kgf

MPy Fy Zy 5. 72 103

kgf

bf

2 tf

6.667 0.38E

Fy

10.785

It is a compact section on flange


6/20

h

tw

43.372 3.76

E

Fy

106.717

It is a compact section in the web

Mnx Fy Zx 2.98 1 04

kgf

Mny Fy Zy 5.148 103

kgf

Mux

Mnx

Muy

Mny

0.301

Holds for material flow and sections provided

We turn to the section F.2 standard AISC memberssouls and compact fold symmetry skates

LATERAL-TORSIONAL BUCKLING

Lb

12

Lp 1.76ryE

Fy

1.974m

rts

Iy Cw

Sx1.843 in

As a twin-symmetry the value of c is assumed to be 1 for a hot-rolled profile

cf

1

Lr 1.95rts E

0.7Fy

Jf cf

Sxho 1 1 6.76

0.7Fy Sx ho

E Jf cf

2

5.982

As Lb exceeds the third literal Lr ratio C is used, in which one proceeds to calculate a critical force.

Cb is the lateral-torsional buckling modification factor for no uniform moment diagrams when both endsof the unsupported segment are braced.


7/20

To be conservative Cb value equal to 1 shall be made.

Cb 1

Fcr

Cb2

E

Lb

rts

2

1 0. 07 8

Jf cf

Sxho

Lb

rts

2

9.907 ksi

Mnx1 Fcr Sx 8.08 103

kgf

As he turned to the major axis xx we proceed with the minor axis y-y, so we headed to the section ofthe standard F6 AISC to double symmetry I profiles and channels C.

1) Yielding:Mny1 Fy Zy 5.72 10

3 kgf

1.6Fy Sy 5.94 103

kgf

For the analysis of armor calculation it was made using a structural analysis software 2D members(FTOOL), resulting in the most critical members as follows:


8/20

CALCULATION OF CHARGES IN MOST CRITICAL NODES PORCH

LOADS FACTORED

PUy1 1.2PDy 1.6PLy 0.5PWy 332.702kgf

m

PUx1 1.2PDx 1.6PLx 0.5PWx 114.558kgf

m

LOADS

Profucop 12

PUny PUy1Profucop 39.152 kN

PUnx PUx1Profucop 13.481 kN


9/20


10/20

TENSION ANALYSIS

2

3d 0.267m b

f 0.18m

u

0.75 Fu

58ksi 3.999 108

Pa

PU

333.1kN bf

2 d

3

U 0.85

Agperfil 84.5cm2

8. 45 10 3

m2

Agmin

333.1kN

Fy1.491 10

3 m

2

Ae

min

333.1kN

uFu

1.111 10 3

m2

Anmin

Aemin

U1.307 10

3 m

2

Agmin Agperfil OK CUMPLE

YIELDING:

Pn1 Fy Agperfil 1.888 106

N

Pn1

PU

OK CUMPLE

BREAK:

Pn2

uFu

Anmin

U

Pn2

3.331 105

N

Pn2

PU

OK CUMPLE

SLENDERNESS:

rx

16.5c

2.83m

ry

71.602 Ok


11/20

COMPRESSION ANALYSYS:

Kx 1

Ky 1

Lx

3

Ly L

KxLx

rx

18.182

Ky Ly

ry

75.904

COMPRESSIVE STRENGTHS:

Agperfil 84.5cm2

PUC

307.8kN

Fex

2

E( )

KxLx

rx

25.97 10

9 Pa

xFy

Fex

0.204

Fcrx 0.658x

2

Agperfil Fy 2.061 106

N

Pnx 0.9 Fcrx 1.855 103

kN

Pnx

PU

OK

Fey

2

E( )

Ky Ly

ry

2 3.425 10

8

Pa

y

Fy

Fey

0.851


12/20

Fcry 0.658y

2

Agperfil Fy 348.152kip

Pny 0.9 Fcry 1.394 103

kN

Pny PUC OK

FLEXURAL ANALYSIS:

Reasons Width Thickness:

Unstiffened elements: Flanges

Lz

L bf

t

f

13.333

0.56E

Fy

15.894 Compact Flanges

Elements stiffened: Web hw

331m

hw

tw

38.488

1.49E

Fy

42.29 Compact Web

As I used this is a structural element of double symmetry then the following formula is used:

Cw

4.9 105

cm6

Jf

37.4 cm4

Kz

1

Gc 11200ksi

Fez

2E Cw

Kz Lz 2

GcJf

1

Ix Iy 5.576 10

8 Pa

z

Fy

Fez

0.667


13/20

Fcrz 0.658z

2

Agperfil Fy 1.741 106

N

Pnz 0.9 Fcrz 1.567 103

kN

Pnz PUC OK

TOTAL WEIGHT OF THE ROOF:

Lperfiles 4 2 1m 3m 2m 3.47m 8.5m 9m( ) 3m[ ] 36m 263.76

Lvigas 18 36 m 648m

LT Lperfiles Lvigas 911.76m

Ptp pesovLT 6.045 104 kgf

Ptt pesot 2 9 m36 m 2.171 103

kgf

PT Ptp Ptt 6.262 104

kgf

PDt

PT

612m2

102.321kgf

m2

TAX ANALYSIS OF AREAS

CALCULATION OF TAX AREAS

Column A1 Column B1

AA1

6m 8.5 m( ) 51m2

AB1

6m8.5 m( ) 51m2

Column A2 Column B2

AA2

12m 8.5 m( ) 102m2

AB2

12m 8.5 m( ) 102m2

Column A3 Column B3

AA3 12m8.5 m( ) 102m2

AB3

12m8.5 m( ) 102m2


14/20

Column A4 Column B4

AA4 6m 8.5 m( ) 51m2

AB4

6m 8.5 m( ) 51m2

ANALYSIS OF CHARGES FOR ROOF COLUMNS

On the roof floor will be located single asymmetric load forces such as keeping the live load, wind and deadload of the structure of steel beams to both the belts and the internal members of armor

As shown in the analysis of tax areas most critical column which is greater support area is obtainedwith a value of 102 m ^ 2, which are A2, B2, A3, B3

DEATH LOAD (D):DETERMINE THE DEAD LOAD WEIGHT THROUGH THE ROOF STRUCTURE OF THESHED, CONSIDERING THE RESPECTIVE INCLINATION THERE OF A 19.44 , AS COLUMNLOADS ONLY SUPPORT SCANNING THE SAME VERTICAL COMPRESSION ONLY

PDT

PDt

AA3

102.35 kN

LIVE LOAD (L):

KEEPING THE ROOF ABOVE ANALYZED A LIVE LOAD 1 KN / m ^ 2 AND IS THE SAME SERVING ON

COLUMNS

PLT cargaLAA3 102kN

LOADS FACTORED

Pw.y P sin 71deg( ) AA3 27.176 kN

PUT 1.2PDT 1.6PLT 0.5 Pw.y 67.354 kip

AREA NEEDED

c 0.

Ag

PUT

c2

3Fy

20.118 cm2


15/20

Obtain a profile HEB 120 with an area of 34 cm2

INERTIAS RADII AND CHOSEN PROFILE

Aperfil 34cm2

Ixx

864cm4

rx1

Ixx

Aperfil

5.041 c

Iyy 318cm4

ry1

Iyy

Aperfil

3.058 c


16/20

SLENDERNESS

THE SUPPORTS TO BE USED FOR EACH COLUMN IS FITTING WITH A VALUE OF DESIGN 0.65

K

z1

0.6 Kx1 0.6 Ky1 0.6

THE HEIGHT IS DELGALPN 5 m HEIGHT

Lx1

500c

Ly1 Lx1 Lz1 Lx1

Kx1Lx1

rx1

64.471

Ky1Ly1

ry1

106.27

Compressive strengths:

Aperfil 34cm2

Fex1

2

E( )

K

x1

L

x1

rx1

268.86 ksi

x1

Fy

Fex1

0.723

Fcrx1 0.658x1

2

Aperfil Fy 152.434kip

Pnx1

0.9 Fcrx1 6.103 10

5 N

DEMAND CAPACITY:

D / C=PUT

Pnx1

100 49.095

Fey1

2E( )

Ky1Ly1

ry1

225.344ksi


17/20

y1

Fy

Fey1

1.192

Fcry1

0.658

y12

Aperfil

Fy

104.692kip

Pny1 0.9 Fcry1 94.223 kip

DEMAND CAPACITY:

D / C=PUT

Pny1

100 71.484

FLEXURAL ANALYSIS:

Reasons Width Thickness:

Unstiffened elements: Flanges

b1 140m t 12 m tw 7 m

bb1

2

tw

2 66.5m

b

t5.542

MEET THE FLANGES0.56

E

Fy

15.894

ELEMENTS STIFFENED: WEB

h1 140m

h1 1 h1 2 t( ) 116m

h11

tw16.571

MEET THE WEB1.49

E

Fy

42.29


18/20

As I used this is a structural element of double symmetry then the following formula is used:

Cw values and J were taken in a manner analogous to the catalog profile AISC with similarcharacteristics W 5X16 and values are:

Cw1 40.6 in

6

Jp1 0.192 in

4

Fez12E Cw1

Kz1 Lz1 2

GcJp1

1

Ixx Iyy 100.719ksi

z1

Fy

Fez

0.667

Fcrz1 0.658z1

2

Aperfil Fy 157.468kip

Pnz1 0.9 Fcrz1 141.721kip

DEMAND CAPACITY:

D / C=PUT

P

nz1

100 47.526

DESIGN BASE PLATES

To make the design of the motherboard must first calculate the factored load that would

support each is so:

Calculus of the load to be supported by the motherboard

DEATH LOAD (D):

HERE THE VALUE OF DEAD WEIGHT LOAD COLUMN JOINS

Weight of columns:

nc1

8 PDcpb 26.70

kgf

m hpb 5


19/20

For the total weight of columns per floor multiply the height of the floor in the design and the numberof columns of design in our case is 8

PDcpbj PDcpb hpb nc1 1.068 103

kgf

LOADS FACTORED

PUTf 1.2 PDT PDcpbj 1.6PLT 0.5 Pw.y 70.18 kip

For the value we factored load to divide the value of the total area of 612 m 2 and then multiply thepressure value factored by critical tax area is 102 m2

PUTf

612m2

52.015kgf

m2

PUfinal 52.015kgf

m2

AA3 11.697 kip

FOR THE CALCULATION OF THICK STEEL PLATE MATERIAL it IS USED AS STEEL A36 WITH AVALUE OF YIELD STRENGTH OF 36 KSI

c1

0.6 fc 3 ksi 2.068 10

7 Pa

A1req

PUfinal

c1 0.85 fc( )45.528 cm

2

0.95 h1 0.8b1

21.05c

N1 A1req 7.797 c

Nfin

0.08

B

A

1reqNfin

5.691 c Bfin 0.06

A1fin Nfin Bfin 48cm2

n1

Bfin

0.8b1

20.026 m

m1

Nfin

0.95 h1

20.027 m


20/20

x4 h1 b1

h1 b1( )2

PUfinal

c1

0.85 fc( ) A1fin

0.948

pb

2 x

1 1 x 1.588

pbfin 1

finpbfin h1 b1

40.035m

It then chooses the least: fin

tmin fin

2 PUfinal

0.9Fy A1fin 0.429 in

tminfinal

1

2in

NOTE:FOR THE ANALYSIS OF CHARGESare not take into account the seismic loadalthough was calculated, for the reason that with the combination of loads according to LRFD notinfluence greatly according to equations raised by the same.

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