KONSTRUKSI BAJA II 97.ppt
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Transcript of KONSTRUKSI BAJA II 97.ppt
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KONSTRUKSI BAJA IIKONSTRUKSI BAJA II
FAKULTAS TEKNIKUNIVERSITAS ISLAM SULTAN AGUNG SEMARANG 2013
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SYLABUSSYLABUSAnalisis dan disain batang tekan
prismatis, batang tekan dan lentur. Bahaya tekuk dan lipat batang tekan. Kolom komposit. Stabilitas balok lentur, stabilitas pelat
baja.Analisis dan disain struktur plat girder,
penggunaan pada : jembatan keretaPerencanaan kuda-kuda baja : bentuk
rangka, pembebanan, ikatan angin, gording batang tekan dan tarik, sistem sambungan.
Konsep dasar perencanaan baja plastis
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INTRODUCTIONINTRODUCTION
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PROFIL BAJAPROFIL BAJA
Zora Vrcelj, UNSW
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The Benefit of Steel Material The Benefit of Steel Material as a Construction Materialas a Construction Material
EconomicDuctileHot rolled into standards shapesEasily fabricated by welding
Zora Vrcelj, UNSW
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DUCTILITYDUCTILITYThe most important material characteristic of steel is its ductility.
Ductility allows very large strains to develop with increase in stress, prior to failure.
The advantages of ductility are: •It can give prior warning of future failure•It allows energy absorption in dynamic loading or in resisting brittle fracture•It allows for redistribution of actions, which is usually favorable
N.B At present, in achieving a ductile stress -strain curve it requires the yield stress fy to be less than 450 MPa. The yield stress is also called the Grade of the steel, i.e. Grade 350 steel has fy = 350 MPa Zora Vrcelj, UNSW
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Stress-Strain Curve Stress-Strain Curve
Idealised stress-strain relationship for structural steel
The same stress-strain curve is assumed in compression,but we shall see that buckling of members and elements in compressionusually prevents high strains from being realisedZora Vrcelj, UNSW
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Yielding under Biaxial Yielding under Biaxial StressesStresses
Zora Vrcelj, UNSW
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Typical Steel Typical Steel Fabrication Fabrication
Hot rolling
Zora Vrcelj, UNSW
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Steel Structural Sections
• Hot-Rolled Sections.
• Cold Formed Sections.
• Built-Up Sections.
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Steel Structure Sections Steel Structure Sections
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• Hot-Rolled Sections.
W(a) Wide-flange Shape
S(b) American Standard
Beam
C(c) American Standard Channel
L(d) Angle
WT or ST(e) Structural
Tee (f) Pipe Section
(g) Structural Tubing
(h) Bars (i) Plates
a – Wide-flange : W 18 97
b – Standard (I) : S 12 35
c – Channel : C 9 20
d – Angles : L 6 4 ½
e – Structural Tee : WT, MT or ST e.g. ST 8 76
f & g – Hollow Structural Sections HSS : 9 or 8 8
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• Cold Formed Sections
(a) Channels (b) Zees (c) I-shaped double channels
(d) Angles (e) Hat sections
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• Built-Up Sections.
Built-up (W) shapes.
Built-up (C) Channels.
Built-up (L) Angles.
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• Tension Members.
(a) Round and rectangular bars, including eye bars and upset bars.
(b) Cables composed of many small wires.
(c) Single and double angles.
(d) Rolled W – and S – sections.
(e) Structural tee.
(f) Build-up box sections.
Perforatedplates
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• Compression Members.
(a) Rolled W-and S- sections.
(c) Structural tee.
(b) Double angles.
(e) Pipe section
(d) Structural tubing
(f) Built-up section12
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(a) Rolled W-and other I-shaped sections.
(c) open web joist.(b) Build-up Sections.
(f) Built-up members
• Bending Members.
(d) Angle (e) Channel (g) Composite steel-Concrete
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Frames Frames Frames Frames
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FRAMESFRAMESFRAMESFRAMES
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FRAME IDEALISATIONFRAME IDEALISATIONFRAME IDEALISATIONFRAME IDEALISATION
Reduction of 3-D framework to plane frames
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FLOOR BEAMS FLOOR BEAMS PROFILES PROFILES
Zora Vrcelj, UNSW
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LOADSLOADS
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LOADSLOADS
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SUCCESSFULL SUCCESSFULL STRUCTURESTRUCTUREFunctional requirements – set by
clientSAFETY – consider for whole building
life including construction period (STRUCTURAL ENGINEERS)
Aesthetic satisfaction – set by architects
Economy – Capital cost is not just the structural component but financing and construction speed /maintenance costs can effect long term life cycle costing.
Zora Vrcelj, UNSW
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Working Stress Design (Allowable Stress Design),widely known as (ASD) – used for over 100 years.
Limited States Design (Load & Resistance Factor Design),also known as (LRFD) – first introduced in 1986.
A limit state means “A set of conditions at which astructure ceases to fulfill its intended function”.
Two types of limit states exist, these are:- Safety (Strength).- Serviceability (Deformation).
A)
B)
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DESIGN APPROACHDESIGN APPROACHBased on on limit state design– Serviceability limit state,
concerned with , ‘function’:• Deflection (avoiding excessive cracking or
bending)• Vibration- Strength limit states, Ultimate
limit state concerned with ‘collapse’:• Yielding• Buckling• Overturning
Zora Vrcelj, UNSW
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Assume load effects on structures = Q Assume Resistance to these loads = R
Establishing frequency distribution for (Q) & (R):
Thus always Rm > Qm, and the ratio of R/Q defines the “Factor of Safety”, such:
= Factor of Safety (F.S.).RQ
Frequency distribution of load Q and resistance R.
Fre
quen
cy
Resistance R, Load Q
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Allowable Stress Design (ASD): suppose R is the reduction in resistance. suppose Q is the increase in loading.
67.1
85.0
4.1
15.01
4.01
1
1..
11
RR
Q
RSF
Q
R
RR
QQRR
Load & Resistance Factor Design (LRFD)
1.4 D = 0.90 R (First load case) 1.56 D = R LRFD F.S. = R/D = 1.56 LRFD, compared to: F.S. = R/Q = 1.67 ASD
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Limit State Design Limit State Design
Zora Vrcelj, UNSW
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ASTM (A33) Steel with Fy = 33 ksi up to 1960.Today steel offer wide choice of yield from 25 ksi upto 100 ksi,among other different characteristics. The majority of constructionsteels are grouped under the following main groups:
A) Carbon SteelsCarbon Steels:low carbon [C < (0.15%)]mild carbon [0.15% < C< 0.3%] such as A-36, A-53.medium carbon [0.3% C < 0.6%] A-500, A-529.high carbon [0.6% < C < 1.7%] A-570
B) High-Strength Low-Alloy SteelsHigh-Strength Low-Alloy Steels:Having Fy 40 ksi to 70 ksi, may include chromium,
copper, manganese, nickel in addition to carbon.e.g. A-242, A-441 and A-572.
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C) Alloy SteelsAlloy Steels:These alloy steels which are quenched and tamperedto obtain Fy > 80 ksi. They do not have a well definedyield point, and are specified a yield point by the “offsetmethod”, examples are A-709, A-852and A-913.
Typical stress-strainRelationsfor various steels:
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A) Carbon Steel Bolts (A-307):
These are common non-structural fasteners with
minimum tensile strength (Fu) of 60 ksi.
B) High Strength Bolts (A-325):
These are structural fasteners (bolts) with low carbon,
their ultimate tensile strength could reach 105 ksi.
C) Quenched and Tempered Bolts (A-449):
These are similar to A-307 in strength but can be
produced to large diameters exceeding 1.5 inch,
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D) Heat Treated Structural Steel Bolts (A-490):
These are in carbon content (upto 0.5%)
and has other alloys. They are quenched and
re-heated (tempered) to 900oF.
The minimum yield strength (Fy) for these bolts
ranges from 115 ksi upto 130 ksi.
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REVIEW ON REVIEW ON COMPRESSION COMPRESSION MEMBERSMEMBERS
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BCN 3431 Steel Design
Compression MembersCompression MembersStructural elements that are
subjected only to axial compressive forces (columns, truss members, or bracing systems, etc)
Smaller compression members are sometimes referred to as struts.
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BCN 3431 Steel Design
Type of FailureType of FailureA long, slender column becomes
unstable when its axial compressive load reaches a value called the critical buckling load.
For extremely stocky members, failure maybe by compressive yielding rather than buckling.
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COMPRESSION MEMBERS COMPRESSION MEMBERS COMPRESSION MEMBERS COMPRESSION MEMBERS
Column: elastic bucking load effective length factor
First order (linear, no P- effects)
Second order (nonlinear, P-effects)Analysis Method:
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BCN 3431 Steel Design
COMPRESSIVE STRENGTHCOMPRESSIVE STRENGTH
Pu ≤ c Pn
Pu ≤ c Ag Fcr
Pu = sum of factored loadsPn = nominal compressive strengthFcr = critical buckling stressc = resistance factor for
compression members = 0.85
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Local bucklingLocal buckling
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LOCAL BUCKLINGLOCAL BUCKLING
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BCN 3431 Steel Design
Local StabilityLocal StabilityIf the elements of the cross
section are so thin that local buckling occurs, the strength corresponding to any buckling mode cannot be developed.
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BCN 3431 Steel Design
Local Stability Local Stability If the shape has any slender element
(b/t or h/tw greater than the specified limits of AISC B5), the compressive design strength must be reduced.
In most cases, however, a rolled shape that satisfies the AISC width-thickness requirements can be found, and this procedure will not be necessary.
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BCN 3431 Steel Design
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Wide Flange Shape
PT. GUNUNG GARUDA
TypeType
DesignationH X B t1 t2 r
Cross Section
Weight
Moment of Inertia
Section Modulus
Ix Iy Zx Zy
(mm) (mm) (mm) (mm) (cm2) (kg/m) (cm4) (cm4) (cm3) (cm3)
GG-WFS-01 100 x 100 100 x 100 6 8 10 21.9 17.2 383 134 76.5 26.7
GG-WFS-02 125 x 125 125 x 125 6.5 9 10 30.31 23.8 847 293 136 47
GG-WFS-03 150 x 75 150 x 75 5 7 8 17.85 14 666 49.5 88.8 13.2
GG-WFS-04 150 x 100 148 x 100 6 9 11 26.84 21.1 1020 151 138 30.1
GG-WFS-05 150 x 150 150 x 150 7 10 11 40.14 31.5 1640 563 219 75.1
GG-WFS-06 175 x 175 175 x 175 7.5 11 12 51.21 40.2 2880 984 330 112
GG-WFS-07 200 x 100 198 x 99 4.5 7 11 23.18 18.2 1580 114 160 23
GG-WFS-08 200 x 100 200 x 100 5.5 8 11 27.16 21.3 1840 134 184 26.8
GG-WFS-09 200 x 200 200 x 200 8 12 13 63.53 49.9 4720 1600 472 160
GG-WFS-10 250 x 125 248 x 124 5 8 12 32.68 25.7 3540 255 285 41.1
GG-WFS-11 250 x 125 250 x 125 6 9 12 37.66 29.6 4050 294 324 47
GG-WFS-12 250 x 250 250 x 250 9 14 16 92.18 72.4 10800 3650 867 292
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GG-WFS-13 300 x 150 298 x 149 5.5 8 13 40.8 32 6320 442 424 59.3
GG-WFS-14 300 x 150 300 x 150 6.5 9 13 46.78 36.7 7210 508 481 67.7
GG-WFS-15 300 x 300 300 x 300 10 15 18 119.8 94 20400 6750 1360 450
GG-WFS-16 350 x 175 346 x 174 6 9 14 52.68 41.4 11100 792 641 91
GG-WFS-17 350 x 175 350 x 175 7 11 14 63.14 49.6 13600 984 775 112
GG-WFS-18 350 x 350 350 x 350 12 19 20 173.9 137 40300 13600 2300 776
GG-WFS-19 400 x 200 396 x 199 7 11 16 72.16 56.6 20000 1450 1010 145
GG-WFS-20 400 x 200 400 x 200 8 13 16 84.1 66 23700 1740 1190 174
GG-WFS-21 400 x 400 400 x 400 13 21 22 218.7 172 66600 22400 3330 1120
GG-WFS-22 450 x 200 450 x 200 9 14 18 96.8 76 33500 1870 1490 187
GG-WFS-23 500 x 200 500 x 200 10 16 20 114.2 89.6 47800 2140 1910 214
GG-WFS-24 600 x 200 600 x 200 11 17 22 134.4 106 77600 2280 2590 228
GG-WFS-25 600 x 300 588 x 300 12 20 28 192.5 15111800
09020 4020 601
GG-WFS-26 700 x 300 700 x 300 13 24 28 235.5 18520100
010800 5760 722
GG-WFS-27 800 x 300 800 x 300 14 26 28 267.4 21029200
011700 7290 782
Notes:
1. According JIS 1993 2. Tensile Strength : 400 - 510 N/mm2
TypeType
DesignationH X B t1 t2 r
Cross Section
Weight
Moment of Inertia
Section Modulus
Ix Iy Zx Zy
(mm) (mm) (mm) (mm) (cm2) (kg/m) (cm4) (cm4) (cm3) (cm3)
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SK SNI 07 – 0329 - 2005SK SNI 07 – 0329 - 2005SK SNI 07 – 0329 - 2005SK SNI 07 – 0329 - 2005
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Lateral bucklingLateral buckling
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BCN 3431 Steel Design
Critical Buckling StressCritical Buckling StressFor λc > 1.5 Fcr = (0.877 / λc
2) Fy
For λc < 1.5 Fcr = (0.658 λc2) Fy
λc = (KL / rπ) √ Fy / E
λc = slenderness parameterKL/r = slenderness ratioKL = effective lengthr = radius of gyration
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BCN 3431 Steel Design
Critical Buckling Stress Critical Buckling Stress These equations are based on
experimental and theoretical studies that account for the effect of residual stresses and initial out-of-straightness of L/1500.
Maximum suggested slenderness ratio is 200.
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BCN 3431 Steel Design
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LATERAL BUCKLINGLATERAL BUCKLING
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DIFFERENCES ON DIFFERENCES ON CODES CODES
FB = Flexural Buckling
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BCN 3431 Steel Design
Effective LengthEffective LengthIf a compression member is
supported differently with respect to each of its principal axes, the effective length will be different for the two directions, and the larger slenderness ratio should be used for the determination of Fcr.
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Effective length factor Effective length factor – isolated – isolated columncolumnEffective length factor Effective length factor – isolated – isolated columncolumn
Some standard cases are given below (Trahair & Bradford, 1998):
L is the column length; ke is the EFFECTIVE LENGTH FACTOR
For column design or checking we generally use
the effective length Le
LkL ee
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SLENDERNESS RATIOSLENDERNESS RATIO
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NE
L l
NE
l
l
L
NE
lL
NE
lL
NE
l
L
2
2
L
EINE
2
24
L
EINE
2
22
L
EINE
2
24
L
EINE
2
2
4L
EINE
Ll 2/Ll Ll 7.0 2/Ll Ll 2
Theoretical ke
1.0 0.5 0.7 0.5 2.0
AS4100 ke
1.0 0.5 0.85 0.7 2.2
Effective length factor Effective length factor – – isolated columnisolated columnEffective length factor Effective length factor – – isolated columnisolated column
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SK SNI
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BCN 3431 Steel Design
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•REFERENCES :• Brockenbrough, RL., Johnson, C., 1981, Steel
Design Manual, USS Corporation• Bresler. B, Lin.T.Y., Scaizi,JB., Design of Steel
Structure, 2nd ed, John Wiley& Son, Inc. New York, 1968
• Yayasan Lembaga Penyelidikan Masalah Bangunan, Peraturan Perencanaan Bangunan Baja Indonesia ( PPBBI ), 1984
• Salmon, Charles G., & Johnson, John E., Wira,M,S,C.E, Struktur Baja, Disain dan Perilaku, Erlangga, Jakarta, 1991
• Bowles, Josep. E & Silaban Ph.D, Pantur, Disain Baja Konstruksi ( Structural Steel Design ), Erlangga Jakarta, 1985
• Amon, Rene & Knobloch, Bruce, Mazunder, Atanu, Perencanaan Konstruksi Baja untuk Insinyur dan Arsitek I, II, Pradnya Paramita, Jakarta, 1988
• Gunawan,dkk, Konstruksi baja I dan II, Delta Teknik, Jakarta