Sample Splice for Plate Girder Design

SHEET NO. PROJECT: SUBJECT:

Project Subject

OF

Job # Name Name

JOB NO. MADE BY: CHKD BY:

DATE: DATE:

Date Date

Steel Girder Field Splice Design English or Metric = Service Load/Load Factror Design = Composite ? =

Metric

(LFD/SL)

No

(Yes/No)

Steel Splice Yield Strength (Fy) = Steel Ultimate Strength (Fumin) =

Sheet 1 of 7

Input Values Shown In Shaded Cells

(Metric/English)

LFD

WARNING - Design Insufficient

MPa 65 M MP Pa a

50

(AASHTO Table 10.2A)

Allowable Fatigue Stress Range =

16.0 MPa (As Per AASHTO Table 10.3.1A / # of Cyclers and Category)

Service Live Load at Splice (Fatigue) Max. Positive Moment = Max. Negative Moment =

2422.00 -2061.00

Live Load Range =

Factored Loads at Splice

kN-m kN-m

Shear = Moment =

220.00 5340.00

Overload

kN-m kN-m

= =

169.23 kN-m 4107.69 kN kN-m (D.L. + 5/3 L.L.)

4483.00 kN-m

Steel Girder Section I Base Top Flange = = Bottom Flange =

(Dividing by 1.3)

Steel Girder Section II Thickness

Base

2.500 mm

24.000 .

Top Flange = = Bottom Flange =

7 . 2.500 mm

28.000

Thickness 2.500 mm

28.000 .

7 . 2.500 mm

28.000

3.96 5.00

Controlling Steel Section = Section I

Slip Critical Shear -

Bolt Diameter = PhiFs = PhiF =

(Smaller Section to Control - AASHTO 10.18.1)

mm MPa 35 MPa

0.875 21

Bolt Area =

Flanges Shall Be Reduced If Bolts Holes Reduce The Flan Flanges ges By More More Tha Than n 15% (AA (AASHT SHTO O 10.18. 10.18.1) 1)

16.67 % - 15% =

d (mm)

59.00 48.75 68.83 0.00

40.250 -40.250 0.000 ^

1.67 % Reduction of Flanges

Ad (mm^3) 2374.8 -2770.5 0. 0 .

(AASHTO 10.18)

Ad^2 (mm^4)

Io (mm^4)

I (mm^4)

95583.7 111514.3 0.0 ^

24716.3 -

95583.7 24716.3 111514.3 0. 0 .

d comp. section =

-2.24 mm mm

d Top of Steel =

43.7 43.74 4 mm

d Bot of Steel =

39.2 39.26 6 mm

S Top of Steel =

5279.3 5279.37 7 mm^3 mm^3

S Bot of Steel =

5882.2 5882.20 0 mm^3 mm^3

Reduced Inertia Due to New Centroid = IComposite =

Criteria 2:

M Net =

0.26 0.26 kN-m kN-m

75% M Net =

0.20 0.20 kN-m kN-m

M Avg =

2670.1 2670.13 3 kN-m kN-m

(AASHTO 10.18.1 - Splice Strength > 75% Girder Strength)

(AASHTO 10.18.1 - Splice Strength > Avg. Required Strength and Member Strength

Design Moment = Design Shear =

14219875-Field-Splice-Design

2670.13 kN-m 110.01 kN

(Actual Shear Multiplied by Moment Increase)

^

-887.1 mm mm^4 230927 230927.1 .1 mm^4 mm^4

Design Moments and Shears Criteria 1:

mm

(Bolt Capacity - Single Shear Plane)

4 (Updat (Up date e When When Des Design ign Comp Complet lete) e)

Area (mm^2)

.

0.125

(Using Smaller Section)

% Area Reduced by Bolt Holes =

Material

Hole Larger Than Bolt By =

0.02 kN

Net Section Properties at Splice

Top Flange Web Bot. Flange Deck Reinf.

(Refer to AASHTO 10.56.1.3 and AASHTO Table 10.56A)

0.601 mm m m^2

PhiR =

Assumed Rows of Bolts on Flange=

(Refer to AASHTO Table 10.57A)


Project Subject

OF

Job # Name Name


DATE: DATE:

Date Date

Web Splice Geometry Diagram Dimensions = millimeters

Web Splice Plate Thickness = 0.500 mm (Assumed Both The Same) "C" Bolt Spaces @ "D" (AASHTO 10.18.2.1 Requires Min. of Two Bolt Columns) "F" (Typ.) "G" (Typ.) 3.00 A= 16 Spaces B= 4.25 mm

"E"

Top Flange

C= D=

Bolt Pattern Typical Both Sides

"A" Bolt Spaces @ "B"

72.00

2 4.00

E= F= G=

78.00

Space(s) mm

mm mm 2.00 mm 2.00 2.00

# Bolts in Column 17 Bottom Flan e

Total # Web Bolts 102

24.00

Elevation Web Splice IW =

2

24961.2 . mm^4

(Io + Ad )

Web Moments for Design Loads

(AASHTO 10.18.2.1)

M V=

0.66 kN-m

M W=

288.62 kN-m 289.28 kN-m

Eccentricity =

6 mm

(Web Portion of Moment)

Hole Area (Cross Sectional) = Percentage of Holes in Web =

2

Material

0.5 mm^2

23.61 % - 15% =

8.61 % of Plate Reduction = Sum d = Sum Ad2 =

(Moment Produced From Shear)

8.61 %

(AASHTO 10.18.1)

36.47 % of Hole Reduction (Ability Loss)

3684.75 mm^2 5375.40 mm^4

Area (mm^2)

d (mm)

Ad^2 (mm^4)

Io (mm^4)

72.00 -6.20

-2.241 -2.241

361.7 -31.1

31104.0 -5375.4

2-Splice Plates 2- (Qty. Holes)

I (mm^4) 31465.7 -5406.5 26059.2 mm^4

d Top of Splice =

38.24 mm

d Bot of Splice =

33.76 mm

S Top of Splice =

681.44 mm^3

S Bot of Slice =

771.93 mm^3

Maximum Bending Stress f b= 424509.81 MPa

<

Maximum Shear Stress f v= 1527.85 MPa

<

50 MPa


27.5 MPa


(Assumed Fv = 0.55F AASHTO 10.48.8)


FS Calculation Sheet 2 of 7


Project Subject


OF

Job # Name Name

DATE: DATE:

Date Date

Web Bending Stress Range for Service Loads (Fatigue Check With Service Loads)

M W=

484.57 kN-m

f b=

588917.73 MPa

f b=

588917.73 MPa


(SL Moment Range) (SL Bending Stress Range)

<

16.0 MPa


(As Per AASHTO Table 10.3.1A # of Cyclers and Category)

Web Bolts and Web/Splice Plate Bearing Capacity Bolts:

(AASHTO 10.56.1.3)

Slip Critical Bolt Cap. (PhiRs) =

0.03 kN/Bolt

(AASHTO 10.57.3.1 - Two Slip Planes)

Bolt Shear Capacity =

0.04 kN/Bolt

(Double Shear)

1.50 mm

(Minimum of Vertical/Horizontal Clear Hole Distance

Lc =

Splice Plates:

or Edge Distance)

(Capacity) PhiR Equals Less of =

0.09 kN/Bolt 0.10 kN/Bolt Lc =

Girder Web:

(Considers Both Web Plates)

1.50 mm

(Minimum of Vertical/Horizontal Clear Hole Distance or Edge Distance)


0.05 kN/Bolt 0.06 kN/Bolt

Slip Critical Bolt Capacity = and Bolt Shear Capacity Contolling =

Summary:

0.03 kN/Bolt

(To Be Checked Against Overload)

0.04 kN/Bolt

(To Be Checked Against Design Loads)

(Controlling Bolt Shear/Plate Capacity)

Web Bolt Group Geometry Polar Moment of Inertia of Bolt Group = Dist ance From Centroid to Outermost Bolt =

22908.7 mm^2 36.46 mm

Web Moments for Bolts Eccentricity =

6 mm

Slip Critical Check (Overload Forces): M V=

1.02 kN-m

P s=

3.32 kN

M W=

444.00 kN-m

P m=

708.29 kN

445.02 kN-m

P v=

77.70 kN

P h=

704.02 kN

P Total =

708.67 kN/Bolt

<

0.03 kN/Bolt

(Load Due to Shear) (Load On Outermost Bolt Due to Moment) (Vertical Component of Load) (Horizontal Component of Load)


(Slip Critical Capacity)

Bolt Shear and Bearing Check (Design Forces): M V=

0.66 kN-m

P s=

2.16 kN

M W=

288.62 kN-m

P m=

460.41 kN

.

v=

-

P h= P Total =

460.66 kN/Bolt

<

. 457.63 kN

0.04 kN/Bolt (Controlling Bolt Shear/Plate Capacity)


(Load Due to Shear) (Load On Outermost Bolt Due to Moment) er ca

omponen o

oa

(Horizontal Component of Load)



Project Subject


OF

Job # Name Name

DATE: DATE:

Date Date

Flange-Splice Design FS Calculation

Top Splice Plates- F b Top = P Top =

Sheet 4 of 7

491313.51 MPa 29478.81 kN

Gross Area Required Top Splice = Net Area Required Top Splice =

(Average Stress in Top Flange) (Total Top Flange Force)

589576.21 mm^2 453520.16 mm^2

Diagram Dimensions = millimeters

Typical

(1.0 Fy) (1.0 Fu)

Bolt Hole Diameter =

1.000

mm

0.00

"I" 54.00

"C" Bolt Spaces @ "D" 24.00

28.00 "H" 2.188

"E"

"F"

"G" "A" Bolt Spaces @ "B" (AASHTO 10.18.2.1 Requires Min. of Two Bolt Rows)

9.50

Top Flange Plan Outer Splice Plate Thickness = Inner Splice Plates Thickness =

1.500 0.750

A= B=

3.75

C= D=

4.50

6

1

= Total # of Bolt Rows =

4

# of Bolt s in Top Flange Splice =

56

mm mm Spaces mm

50.25 mm^2 9 mm^2

Gross Area Provided Top Splice = Net Area Provided Top Splice =

48.788 mm^2 41.250 mm^2

.


. ^ 41.25 mm^2

>

mm mm 2.00 mm 2.50 mm 2.50 mm

24.00 2.50

Space(s) mm

Area Plates Top Splice = Area Bolts Top Splice =

(1.0 Fu)

E= F= G= H= I=

(Includes Reduction of Percentage Greater Than 15%)

. ^ 453520.16 mm^2

- WARNING - Design Insufficient


Project Subject


OF

Job # Name Name

DATE: DATE:

Date Date

Bottom Splice Plates- Bottom

P Bottom

= =

439480.70 MPa 30763.65 kN

Gross Area Required Bottom Splice = Net Area Required Bottom Splice =


(Average Stress in Bottom Flange) (Total Bottom Flange Force)

615272.99 mm^2 473286.91 mm^2

(1.0 Fy) (1.0 Fu)

Diagram Dimensions = m illimeters

Bolt Hole Diameter =

1.000

m

All Dimensions Typical

0.00

"I" 41.00

"C" Bolt Spaces @ "D" 28.00

28.00 "H" 2.688

"E"

"F"

"G" "A" Bolt Spaces @ "B" (AASHTO 10.18.2.1 Requires Min. of Two Bolt Rows)

11.00

Bottom Flange Plan Outer Splice Plate Thickness = Inner Splice Plates Thickness =

1.500 0.750

A= B=

4.00

C= D=

3.50

4

2

Total # of Bolt Columns = Total # of Bolt Rows =

10 6

# of Bolts in Bottom Flange Splice =

60

Area Plates Area Bolts

mm mm Spaces mm

58.5 mm^2 13.5 mm^2

Gross Area Provided Bottom Splice = Net Area Provided Bottom Splice =

53.775 mm^2 45.000 mm^2

53.78 mm^2 45.00 mm^2

(1.0 Fy) (1.0 Fu)

mm mm 2.00 mm 2.00 mm 2.00 mm

28.00 2.50

Space(s) mm

= Bottom Splice = Bottom Splice

E= F= G= H= I=

> >

(Includes Reduction of Percentage Greater Than 15%)

615272.99 mm^2 473286.91 mm^2

WARNING - Design Insufficient WARNING - Desi n Insufficient

Splice Plate Checks- Service Load Moment Range = Top Flange f Bottom Flange f

ST =

Top Flange Splice f Bottom Flange Splice f

ST =

ST =

ST =

4483.00 kN-m 824887.49 MPa 737863.15 MPa 968524.61 MPa 868197.95 MPa

(Average Stress in Top/Bottom Flange)

< <

(Average Corresponding Stress in Top/Bottom Flange Splice Plates)


16.0 MPa 16.0 MPa

WARNING - Design Insufficient WARNING - Design Insufficient


Project Subject


OF

Job # Name Name

DATE: DATE:

Date Date

Flange Bolts and Flange/Splice Plate Bearing Capacity (AASHTO 10.56.1.3)


Top Flange- Bolts:


0.03 kN/Bolt



0.03 kN/Bolt

(Double Shear With UnEqual Area Plate Ratio Considered)

1.50 mm


Lc =

Splice Plates:

or Edge Distance)



(Both Inner and Outer Plates are Considered. Assume Both Plates to Take Equal Loading - Slightly Conservative))

Lc =

Girder Flange:

2.00 mm




Slip Critical Bolt Capacity = and Bolt Shear Capacity Contolling =

Summary:

0.03 kN/Bolt

(To Be Checked Against Overload)

0.03 kN/Bolt



Slip Critical Check (Overload Forces): F b= P Top =

755829.58 MPa 45349.77 kN

Bolts Required =

1795642.4 Bolts

Controlling # of Bolts Required =

Bolt Shear and Bearing Check (Design Forces):

or

1795642.4 Bolts

F b= P Top =

491313.51 MPa 29478.81 kN

Bolts Required =

1018669.3 Bolts

<

28 Bolts Used

(Average Stress in Top Flange) (Top Flange Force)


Bottom Flange- Bolts:


0.03 kN/Bolt



0.03 kN/Bolt

(Double Shear With UnEqual Area Plate Ratio Considered)

1.50 m


Lc =

Splice Plates:

or Edge Distance)



(Both Inner and Outer Plates are Considered. Assume Both Plates to Take Equal Loading - Slightly Conservative))

Lc =

Girder Flange:

2.00 mm




p

r t ca o t apac ty = and Bolt Shear Capacity Contolling =

ummary:

.

ot

o e

0.03 kN/Bolt

ec e

gan st

veroa



Slip Critical Check (Overload Forces): F b= P Top =

676090.74 MPa 47326.35 kN

Bolts Required =

1873905.8 Bolts

Controlling # of Bolts Required =


1873905.8 Bolts

Bolt Shear and Bearing Check (Design Forces):

or

<

F b= P Top =

439480.70 MPa 30763.65 kN

Bolts Required =

1071927.1 Bolts

30 Bolts Used

(Average Stress in Bottom Flange) (Bottom Flange Force)



Project Subject


OF

Job # Name Name

DATE: DATE:

Date Date


Field Splice Summary Web Splice-

2 Plates -

72.00 mm High x

Includes

102 Bolts with a

24.00 mm Wide x

0.50 mm Thick

0.875 mm Bolt Diameter

Top Flange Splice-

Outer Plate -

54.00 mm Long x

24.00 mm Wide x

1.500 mm Thick

2 - Inner Plates -

54.00 mm Long x

9.50 mm Wide x

0.750 mm Thick

Includes

56 Bolts with a

0.875 mm Bolt Diameter

Bottom Flange Splice-

Outer Plate -

41.00 mm Long x

28.00 mm Wide x

1.500 mm Thick

2 - Inner Plates -

41.00 mm Long x

11.00 mm Wide x

0.750 mm Thick

Includes

60 Bolts with a WARNING - Design Insufficient


0.875 mm Bolt Diameter Load Factor Design

Sample Splice for Plate Girder Design

Recommend Documents