load rating seminar1 agenda – day 1 8:00 am – 8:15 amintroductions and house keeping 8:15 am –...
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Load Rating Seminar 1
Agenda – Day 18:00 am – 8:15 am Introductions and House Keeping8:15 am – 8:45 am Session 1: Load Rating Basics8:45 am – 9:30 am Session 2: Basic Load Rating Calculations9:30 am – 9:45 am Break9:45 am – 11:45 am Session 3: Example – Load Rating Concrete
Slab Bridge 11:45 am – 12:00 pm Questions12:00 pm – 1:00 pm Lunch1:00 pm – 2:30 pm Session 4: Example – Load Rating Steel
Beam Bridges2:30 pm – 2:45 pm Break2:45 pm – 3:45 pm Session 4: Example – Load Rating Steel
Beam Bridges (Con’t)3:45 pm – 4:00 pm Questions
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Example – Simple Span Non-Composite Steel Beam Bridge
Steps to Follow to Load Rate Bridge
1.Get Geometry of Bridge2.Calculate Capacity of Beams3.Calculate Dead Loads4.Calculate Live Loads5.Calculate Rating Factors
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Example – Simple Span Non-Composite Steel Beam Bridge
Step 1
Determine Bridge Geometry
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Bridge Geometry
Need the following information:
1.Deck Cross Sectiona. Deck thickness and build upb. Type of guardrail / barrierc. F/F guardrail / barrier dimensiond. Beam size and spacinge. Cross frame size and spacing
2.Span length
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Example – Simple Span Non-Composite Steel Beam Bridge
Step 2
Calculate Capacity of Beam
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Determine Capacity of Beam
Calculating the Capacity (C) for Simple Span Non-Composite Steel Beam
Need the following Steel Beam information:1. Yield Stress of Steel Fy2. Section properties of the beam
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The following equations are for calculating the bending moment capacity of a
single-span steel beam or girder with anon-composite concrete deck
AASHTO Standard SpecificationsFor Highway Bridges
17th Edition
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What is a “compact” section?
A compact section in positive flexure satisfies specific steel grade, web slenderness and ductility requirements and is capable of developing a capacity exceeding the moment at first yield, but not to exceed the plastic moment.
Compact or Noncompact Section?
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Compact section in more basic terms:
• Compact sections are permitted to achieve higher stresses because they have:– Compression flanges that satisfy specified width-thickness
ratio limits.
– Webs that satisfy specified depth-thickness ratio limits.
• Compact sections have a high resistance to local buckling.
• Note that the following compactness equations are dependent upon both the dimensions of the section and the steel yield strength.
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Compact sections must satisfy Article 10.48.1.1
Compression flange width-thickness ratio
b = flange width (in.)
t = flange thickness (in.)
Fy = specified yield point of the steel (psi)
93)-(10 110,4
yFt
b
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Compact sections must satisfy Article 10.48.1.1
Web depth-thickness ratio
D = clear distance between the flanges (in.)
tw = web thickness (in.)
94)-(10 230,19
yw Ft
D
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Sections meeting Article 10.48.1.1 qualify as compact and the bending capacity is computed as
Z = plastic section modulus (in3)
AISC Manual of Steel Construction has Z listed for W and S shaped beams.
AASHTO 17th Edition, Appendix D, shows the method of computing Z
92)-(10 ZFM yu
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Calculating the plastic section modulus (Z)
The plastic section modulus is the statical first moment of one half-area of the cross section about an axis through the centroid of the other half-area.
on.Constructi Steel of Manual AISC in the
listed are sections rolledfor of Values
and of centroidbetween distance
or of centroid
2/(clear)(shaded)
area Total
Z
aAaAZ
AAa
AA
AAA
AAA
BT
BT
BT
BT
BT
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Example calculation
Assume built in 1920Fy = 30,000 psi
Section NumberB1212x6 ½25 lb/ft
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Check for compact section:
compact as qualifiesSection
94)-(10Equation meets Web
111.0273.42
02.111000,30
230,19
73.42"240.0
"255.10
93)-(10Equation meets flangen Compressio
23.7399.18
73.23000,30
4,110110,4
99.18"342.0
"495.6
w
y
t
D
F
t
b
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Calculate Z
A (in2) (in) (in3)
A1 1.461 5.823 8.507
A2 1.370 2.855 3.911
A3 0.407 5.623 2.289
A4 0.407 5.623 2.289
A5 0.022 5.385 0.118
A6 0.022 5.385 0.118
Σ 3.689 17.232
32 in 46.34"342.9in 689.3 modulussection Plastic
"342.9"671.42areas half of centroidsbetween Distance
Z
a
y yA
"671.4in 689.3
in 232.172
3
A
yAY
**
* = Ignore
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Calculate capacity:
ft-k 86.15in-lb 800,033,1in 46.34psi 000,30 3 ZFM yu
Mu = Capacity of Beam (C) = 86.15 ft. k.
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Sections not meeting Article 10.48.1.1 are noncompact and the bending capacity is computed as
Sxt = section modulus with respect to tension flange (in3)
For a single-span, non-composite steel beam or girder, Sxt = S
• Values of S for rolled sections are listed in the AISC Manual of Steel Construction and for older beams in Appendix B.
• The compression flange of a single-span beam or girder is considered fully braced by the concrete slab, with or without shear studs, provided that the deck is in contact with the beam or girder.
98)-(10 xtyu SFM
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Mu as computed using equations (10-92) or
(10-98), whichever applies, is the capacity (C)
in the equation
ILA
DACRF
12
1
uM
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Sample Calculation for Capacity of Beam
Beam = W30 x 132
Bridge Built in 1975 and has an Fy = 36,000 psi
From AISC Manual for W30 x 132:
bf = 10.545 in.tf = 1.0 in.D = 26.75 in.tw = 0.615 in.Z = 437 in 3 (Plastic Section Modulus)S = 380 in 3 (Elastic Section Modulus)
FYI: 437 / 380 = 1.15
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Sample Calculation for Capacity of Beam
Check for Compact Section:1. bf / tf < 4110 / Fy ½
10.545 / 1.0 < 4110 / 36,000 ½
10.545 < 21.66 Satisfies
2. D / tw < 19230 / Fy ½
26.75 / 0.615 < 19230 / 36000 ½
43.50 < 101.35 Satisfies
Beam is Compact therefore:
Mu = Fy x ZMu = 36 ksi x 437 in 3 x 1/12 = 1311 ft. kBeam Capacity (C) = 1311 ft. k
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Example – Simple Span Non-Composite Steel Beam Bridge
Step 3
Calculate Dead Loads
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Example – Simple Span Non-Composite Steel Beam Bridge
Step 4
Calculate Live Loads
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Calculate Live Load Moments
Axle Live Load (LL) Moments: (see Appendix C)L= 50 ft.
HS 20 LL Moment = 627.9 ft. k.2F1 LL Moment = 7.5L+ 83.33/L – 49.95 = 326.7 ft. k3F1 LL Moment = 11.5L + 14.696/L – 94 = 481.3 ft. k4F1 LL Moment = 13.5L + 130.67/L -140 = 537.6 ft. k5C1 LL Moment = 11.5L + 31.391/L -106 = 469.6 ft. k
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Calculate Live Loads
Calculate Impact factorL= 50 ft.
I = 50 / (L + 125)I = 50 / (50 + 125) = 0.29 < 0.30I = 29 %
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Calculate Live Loads
Calculate Live Load Distribution Factor (LLDF)
LLDF Interior Beam:Number of Lanes on Bridge = 28’ / 12’ = 2.3 = 2 lanesConcrete deckBeam Spacing = 8.0 ft.Therefore from AASHTO Standard Specification for Highway Bridges Table 3.23.1:
LLDF = S / 5.5 = 8.0 / 5.5 = 1.45 wheels
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Calculate Live Loads
Calculate Live Load Distribution Factor (LLDF)
LLDF Exterior Beam:
LLDF = 8.0/8.0 P + 2.0/8.0 P = 1.25 wheels
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Calculate Live Load Moments
MLL+I = MLL x ½ x (1+I) x LLDF½ factor gets moments in terms of wheels
Calculate MLL+I for Interior Beams:
HS 20 MLL+I: 627.9 x ½ x 1.29 x 1.45 = 587.2 ft. k.2F1 MLL+I: 326.7 x ½ x 1.29 x 1.45 = 305.5 ft. k.3F1 MLL+I: 481.3 x ½ x 1.29 x 1.45 = 450.1 ft. k.4F1 MLL+I: 537.6 x ½ x 1.29 x 1.45 = 502.8 ft. k.5C1 MLL+I: 469.6 x ½ x 1.29 x 1.45 = 439.2 ft. k.
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Calculate Live Load Moments
MLL+I = MLL x ½ x (1+I) x LLDF½ factor gets moments in terms of wheels
Calculate MLL+I for Exterior Beams:
HS 20 MLL+I: 627.9 x ½ x 1.29 x 1.25 = 506.2 ft. k.2F1 MLL+I: 326.7 x ½ x 1.29 x 1.25 = 263.4 ft. k.3F1 MLL+I: 481.3 x ½ x 1.29 x 1.25 = 388.0 ft. k.4F1 MLL+I: 537.6 x ½ x 1.29 x 1.25 = 433.4 ft. k.5C1 MLL+I: 469.6 x ½ x 1.29 x 1.25 = 378.6 ft. k.
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Example – Simple Span Non-Composite Steel Beam Bridge
Step 5
Calculate Rating Factors
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Calculate Rating Factors
RF = Capacity – A1 (DL) A2 (LL + I)
Rating Type A1 = Factor for dead loads
A2 = Factor for live load
Inventory 1.3 2.17
Operating 1.3 1.3
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Calculate Rating Factors
Capacity = 1311 ft. k (W36 x 132)Dead Load Moment
Interior Beam = 337.5 ft. k.Exterior Beam = 337.5 ft. k (not normally same)
MLL+I:
Exterior BeamHS 20 MLL+I = 506.2 ft. k.2F1 MLL+I = 263.4 ft. k.3F1 MLL+I = 388.0 ft. k.4F1 MLL+I = 433.4 ft. k.5C1 MLL+I = 378.6 ft. k.
Interior BeamHS 20 MLL+I = 587.2 ft. k.2F1 MLL+I = 305.5 ft. k.3F1 MLL+I = 450.1 ft. k.4F1 MLL+I = 502.8 ft. k.5C1 MLL+I = 439.2 ft. k.
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Calculate Rating Factors
RF = Capacity – A1 (DL) A2 (LL + I)
Inventory Rating for Interior Beam – HS Rating
RF = 1311 – 1.3 (337.5) = 0.685 2.17 (587.2)
HS Load Rating = 0.685 x 20 = HS13.7 (Inventory)Rating in tons = 0.685 x 36 tons = 24.7 tons (Inventory)
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Calculate Rating Factors
RF = Capacity – A1 (DL) A2 (LL + I)
Operating Rating for Interior Beam – HS Rating
RF = 1311 – 1.3 (337.5) = 1.143 1.3 (587.2)
HS Load Rating = 1.143 x 20 = HS22.8 (Operating)Rating in tons = 1.143 x 36 tons = 41.1 tons (Operating)
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Calculate Rating Factors
RF = Capacity – A1 (DL) A2 (LL + I)
Operating Rating for Interior Beam – Ohio Legal
4F1 Truck: (largest MLL+I)
RF = 1311 – 1.3 (337.5) = 1.334 1.3 (502.8)
Percent Legal Load = 1.334 x 100 = 133% say 135 % Rating in tons = 1.334 x 27 tons = 36.0 tons
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Calculate Rating Factors
RF = Capacity – A1 (DL) A2 (LL + I)
Operating Rating for Interior Beam – Ohio Legal
2F1 Truck: RF = 2.196 Load Rating = 32.9 tons3F1 Truck: RF = 1.491 Load Rating = 34.3 tons5C1 Truck: RF = 1.528 Load Rating = 61.1 tons
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Calculate Rating Factors
Prepare a Summary Report:
Figure 908 in BDM has one example
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Congratulations - you have load rated a single span
steel beam bridge
Questions ? ? ? ? ?