Sample Splice For Plate Girder Design
Sample Splice For Plate Girder Design
Sample Splice For Plate Girder Design
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English or Metric = Service Load/Load Factror Design = Composite ? = Steel Splice Yield Strength (Fy) = Steel Ultimate Strength (Fumin) = Allowable Fatigue Stress Range =
Metric LFD No
FS Calculation Sheet 1 of 7
50 MPa 65 MPa
(AASHTO Table 10.2A)
16.0 MPa
(As Per AASHTO Table 10.3.1A / # of Cyclers and Category)
Overload
(Dividing by 1.3)
Bolt Specifications
Bolt Diameter = Slip Critical PhiFs = Shear PhiF = Bolt Area = PhiR = 0.875 mm 21 MPa 35 MPa 0.601 mm^2 0.02 kN
(Refer to AASHTO Table 10.57A) (Refer to AASHTO 10.56.1.3 and AASHTO Table 10.56A)
0.125 mm
(Using Smaller Section) Flanges Shall Be Reduced If Bolts Holes Reduce The Flanges By More Than 15% (AASHTO 10.18.1)
16.67 % - 15% =
(AASHTO 10.18)
Material
Top Flange Web Bot. Flange Deck Reinf.
Area (mm^2)
d (mm)
Ad (mm^3)
Ad^2 (mm^4)
Io (mm^4)
24716.3 -
I (mm^4)
95583.7 24716.3 111514.3 0.0 231814.2 231814 2 mm^4 -887.1 mm^4 230927.1 mm^4
59.00 40.250 48.75 68.83 -40.250 0.00 0.000 176.58 176 58 mm^2 -2.24 mm
d comp. section =
Reduced Inertia Due to New Centroid = IComposite = d Bot of Steel = S Bot of Steel = 39.26 mm 5882.20 mm^3
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"E"
A= B= Top Flange C= D= E= F= G=
72.00
78.00
24.00
(AASHTO 10.18.2.1)
Eccentricity =
6 mm
Hole Area (Cross Sectional) = Percentage of Holes in Web = 8.61 % of Plate Reduction = Sum d2 = Sum Ad2 = 3684.75 mm^2 5375.40 mm^4 23.61 % - 15% =
Material
2-Splice Plates 2- (Qty. Holes)
Area (mm^2)
72.00 -6.20
d (mm)
-2.241 -2.241
Ad^2 (mm^4)
361.7 -31.1
Io (mm^4)
31104.0 -5375.4
I (mm^4)
31465.7 -5406.5 26059.2 mm^4
Maximum Bending Stress f b= 424509.81 MPa Maximum Shear Stress f v= 1527.85 MPa
<
50 MPa
<
27.5 MPa
( ssu ed (Assumed Fv = 0 55 y AASHTO 10.48.8) 0.55Fy S O 0 8 8)
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MW= f b=
f b=
588917.73 MPa
<
16.0 MPa
(As Per AASHTO Table 10.3.1A # of Cyclers and Category)
(AASHTO 10.56.1.3)
(AASHTO 10.57.3.1 - Two Slip Planes) (Double Shear) (Minimum of Vertical/Horizontal Clear Hole Distance or Edge Distance)
1.50 mm
Summary:
6 mm
(Load Due to Shear) (Load On Outermost Bolt Due to Moment) (Vertical Component of Load) (Horizontal Component of Load)
Bolt Shear and Bearing Check (Design Forces): M V= MW= 0.66 kN-m 288.62 kN-m 289.28 kN-m 289 28 kN m P s= P m= P v= P h= P Total = 460.66 kN/Bolt < 0.04 kN/Bolt
(Controlling Bolt Shear/Plate Capacity)
(Load Due to Shear) (Load On Outermost Bolt Due to Moment) (Vertical Component of Load) (Horizontal Component of Load)
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Flange-Splice Design Top Splice PlatesF b Top = P Top = 491313.51 MPa 29478.81 kN
(Average Stress in Top Flange) (Total Top Flange Force) (1.0 Fy) (1.0 Fu) FS Calculation Sheet 4 of 7
Gross Area Required Top Splice = Net Area Required Top Splice =
1.000
mm
"I"
"E" 9.50
"F"
1.500 mm 0.750 mm 6 Spaces 3.75 mm 1 Space(s) 4.50 mm 14 4 56 50.25 mm^2 9 mm^2 48.788 mm^2 41.250 mm^2 > >
E= F= G= H= I=
mm mm mm mm mm
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Gross Area Required Bottom Splice = Net Area Required Bottom Splice =
1.000
"I"
"E" 11.00
"F"
1.500 mm 0.750 mm 4 Spaces 4.00 mm 2 Space(s) 3.50 mm 10 6 60 58.5 mm^2 13.5 mm^2 53.775 mm^2 45.000 mm^2 > >
E= F= G= H= I=
mm mm mm mm mm
Splice Plate ChecksService Load Moment Range = Top Flange f ST = Bottom Flange f ST = Top Flange Splice f ST = Bottom Flange Splice f ST = 4483.00 kN-m 824887.49 MPa 737863.15 MPa 968524.61 MPa 868197.95 MPa < <
(Average Stress in Top/Bottom Flange)
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Top FlangeBolts: Slip Critical Bolt Cap. (PhiRs) = Bolt Shear Capacity = Splice Plates: (Capacity) PhiR Equals Less of = Lc = 0.13 kN/Bolt 0.15 kN/Bolt Lc = 0.29 kN/Bolt 0.26 kN/Bolt 0.03 kN/Bolt 0.03 kN/Bolt 1.50 mm
(AASHTO 10.57.3.1 - Two Slip Planes) (Double Shear With UnEqual Area Plate Ratio Considered) (Minimum of Vertical/Horizontal Clear Hole Distance or Edge Distance) (Both Inner and Outer Plates are Considered. Assume Both Plates to Take Equal Loading - Slightly Conservative))
2.00 mm
Summary:
Slip Critical Check (Overload Forces): F b= P Top = Bolts Required = 755829.58 MPa 45349.77 kN 1795642.4 Bolts or
Bolt Shear and Bearing Check (Design Forces): F b= P Top = Bolts Required = 491313.51 MPa 29478.81 kN 1018669.3 Bolts WARNING - Design Insufficient
(Average Stress in Top Flange) (Top Flange Force)
1795642.4 Bolts
<
28 Bolts Used
Bottom FlangeBolts: Slip Critical Bolt Cap. (PhiRs) = Bolt Shear Capacity = Splice Plates: (Capacity) PhiR Equals Less of = Lc = 0.13 kN/Bolt 0.15 kN/Bolt Lc = 0.29 kN/Bolt 0.26 kN/Bolt 0.03 kN/Bolt 0.03 kN/Bolt 1.50 m
(AASHTO 10.57.3.1 - Two Slip Planes) (Double Shear With UnEqual Area Plate Ratio Considered) (Minimum of Vertical/Horizontal Clear Hole Distance or Edge Distance) (Both Inner and Outer Plates are Considered. Assume Both Plates to Take Equal Loading - Slightly Conservative))
2.00 mm
Summary: S
Slip C iti l Bolt Capacity = Sli Critical B lt C it and Bolt Shear Capacity Contolling =
Slip Critical Check (Overload Forces): F b= P Top = Bolts Required = 676090.74 MPa 47326.35 kN 1873905.8 Bolts or
Bolt Shear and Bearing Check (Design Forces): F b= P Top = Bolts Required = 439480.70 MPa 30763.65 kN 1071927.1 Bolts WARNING - Design Insufficient
(Average Stress in Bottom Flange) (Bottom Flange Force)
1873905.8 Bolts
<
30 Bolts Used
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FS Calculation Sheet 7 of 7
2 Plates Includes
Top Flange Splice-
0.50 mm Thick
14219875-Field-Splice-Design