Proyecto Final Pórtico
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Transcript of Proyecto Final Pórtico
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7/24/2019 Proyecto Final Prtico
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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
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PROPERTY PROFILE: IPE400
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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
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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
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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
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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.
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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:
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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.