Splice LRFD-LFD Design

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SPLICE DESIGN By LRFD/LFD

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Bolted Splice Design Input Data

Current span number 2Current span length (in feet) 93.00 ft

Distance from left support to splice on the current span (in feet) 25.00 ft

Girder plate sizes Top flange Width Thickness(inch x inch) 14.00 1.250 in.

Bottom flange Width Thickness(inch x inch) 16.00 1.500 in.

Web Height Thickness(inch x inch) 48.00 0.625 in.

Stresses (Strength I) Total positive Top flange Bottom flange(ksi) -11.24 9.48 ksi

Total negative Top flange Bottom flange(ksi) 12.14 -10.24 ksi

Stresses (Service II) Total positive Top flange Bottom flange(ksi) -8.45 7.16 ksi

Total negative Top flange Bottom flange(ksi) 9.49 -7.92 ksi

Resistance factors 1.00 (LRFD Art. 6.5.4.2; Default =1.0)

1.00 (LRFD Art. 6.5.4.2; Default =1.0)

0.90 (LRFD Art. 6.5.4.2; Default =0.9)

0.80 (LRFD Art. 6.5.4.2; Default =0.8)

0.95 (LRFD Art. 6.5.4.2; Default =0.95)

0.80 (LRFD Art. 6.5.4.2; Default =0.8)

Flange plate general Top flange Bottom flange

1.00 1.00 (LRFD Art. 6.10.1,10.1; For homogeneous section, default =1.0)

50.00 50.00

65.00 65.001.00 1.00 (LRFD Art. 6.13.6.1.4c; Default =1.0)

Splice bolt general Bolt material 1 (AASHTO M164 [ASTM A325] = 1 or AASHTO M253 [ASTM A490] = 2)Bolt Shear Design Strength (ksi) 36.50

0.875 in.

1.000 in. (LRFD Table 6.13.2.4.2-1, for standard hole = bolt size + 1/16)

1.00 (LRFD Table 6.13.2.8-2)

2 LRFD Art. 6.13.2.8)

0.50 (LRFD Table 6.13.2.8-3)

39.00 (LRFD Table 6.13.2.8-1)

Bottom splice design Width Thickness NumberSplice outside plate (inch x inch) 16.00 0.63 1 in.Splice inside plate (inch x inch) 7.25 0.63 2 in.

Filler plate (inch x inch) 16.00 0.25 in.Number of bolt row 4

minimum yield strength of splice plates (ksi) 50Reduction Factor, U 1

Total number of bolt used for each side 24 (after design)

Top splice design Width Thickness NumberSplice outside plate (inch x inch) 14.00 0.50 1 in.Splice inside plate (inch x inch) 6.25 0.50 2 in.

Filler plate (inch x inch) 14.00 0.50 in.Number of bolt row 4

Total number of bolt used for each side 20 (after design)

Web splice design Height Thickness NumberWeb splice plate (inch x inch) 39.00 0.500 2

No. of vertical rows of bolts for each side m 3No. of bolts in one vertical row n 13

The vertical pitch s (inch) 3.00

The horizontal pitch g (inch) 3.00

Web splice design Shear Distance (LRFD Art. 6.13.6.14b)

240.51

671.60

4.88

Flexural specified ff

Shear specified fv

Axial compression specified fc

Fracture of tension members fu

Yielding of tension members fy

Bolts bearing on material fbb

Reduction factor for hybrid girders Rh

Specific minimum yield strength of the flange Fyf (LRFD Table 6.4.1-1, For grade 50, Fyf = 50 ksi)

Specific ultimate strength of the flange Fu (LRFD Table 6.4.1-1, For grade 50, Fu = 65 ksi)Factor for flange splice design a

Bolt size db

Hole size dh

Hole size factor Kh

Number of slip planes per bolt Ns

Surface condition factor Ks

Min. required bolt tension Pt (kips)

(LRFD Art. 6.13.2.6.1; For Std. holes, ≥3db)

(LRFD Art. 6.13.2.6.1; For Std. holes, ≥3db)

LRFD Max. Shear Vu (in kips)

Unstiffened/Stiffened Shear Capacity Vn (in kips)Distance from the centerline of the splice to the centroid of the

connection on the side of the joint under consideration e

document.xls printed on 04/19/2023 @ 09:38:53 6 of 23

Splice Design - LRFD/LFD COMPUTATION SHEET Page ........ of .........

Made By : C. C. Fu, Ph.D., P.E. Subject : ROUTE 1 OVER CONRAIL Date :

Splice Design Checked By :S-1 No. 1 Splice Date :

Splice Design for Maximum Positive

25.00 ft

93.00 ftspan 1

Splice at span2Span No. 2

Span Length 93.00 ftDistance from left support 25.00 ft

Top flange plate 14 in x 1.25 inBottom flange plate 16 in x 1.5 in

Web plate 48 in x 0.625 in

Plate Sizes Width, in Thickness, inTop Plate 14.00 1.250

Bottom Plate 16.00 1.500Web Plate 48.00 0.625

StressesActual Factored Stresses (ksi) (Strength I)

Total Positive Total Negative Top Flange Bottom Flange Top Flange Bottom Flange

-11.24 9.48 12.14 -10.24

36.50 ksi

Actual Factored Stresses (ksi) (Service II)


-8.45 7.16 9.49 -7.92

Bolt Shear Design Strength =





1. Flange Allowable Stress/ Force

1.A: Top flange Flange: Top

-11.24 ksi

(AASHTO LRFD 6.13.6.1.4C)

1.00 (or AASHTO Std 10.53.1.2)

50.00 ksi 65.00 ksi

a = 1.00

1.00 for flexural

(AASHTO LRFD 6.13.6.1.4C-1)

30.62 ksi (or AASHTO Std 10-4b)

OR


37.50 ksi (governs) (or AASHTO Std 10-4b)

1.B: Bottom flange Flange: Top

9.48 ksi

3.34

50.00 ksi 65.00 ksi

a = 1.00

1.00 for flexural


31.63 ksi (or AASHTO Std 10-4c)

OR


37.50 ksi (governs)

fcf = Maximum elastic flexural stress due to the factored loads at the mid-thickness of the controlling flange at the point of splice

fcf =

Rh = Reduction factor for hybrid girders

Rh =

Fyf = Specific minimum yield strength of the flange

Fyf = Fu =

a = Factor for flange splice design

ff = Resistance factor for flexural specified ff =

Fcf = Design strength for the controlling flange at a point of splice

Fcf = 1/2(|fcf/Rh|+affFyf)

Fcf =

Fcf = 0.75affFyf

Fcf =

fncf = Flexural stress due to the factored loads at the mid-thickness of the non-controlling flange at a point of splice concurrent with fcf

fncf =

Rcf = Absolute value of the ratio of Fcf to fcf for the controlling flange

Rcf = |Fcf/fcf|

Rcf =


Fyf = Fu =



Fncf= Design stress for the non-controlling flange at apoint of splice

Fncf = Rcf(|fncf/Rh|)

Fncf =

Fncf = 0.75affFyf

Fncf =





2. Design force for the flange at a point of splice

2.A: Top Flange in compression and in control Flange: Top

0.875 in. # Bolt Row = 4

1.00 in.

gross area of Top flange = 17.50

net area of the flange

12.50

resistance factor for fracture of tension members = 0.80

resistance factor for yielding of tension members = 0.95

(AASHTO LRFD 6.5.4.2)

Effective area of the top flange with holes

13.68 < 17.50 OK

Is flange in compression? Yes 17.50

656.25 Kips

2.B: Bottom Flange in tension and in noncontrol Flange: Bottom

0.875 in. # Bolt Row = 4

1.00 in.

gross area of Bottom flange = 24.00


18.00




Effective area of the bottom flange with holes

19.71 < 24.00 OK

Is flange in compression? No 19.71

738.95 Kips

Bolt size = db =

Hole size = dh =

Ag = in2

An = (AASHTO LRFD 6.8.3 or Std 10.16.4)

An = Ag - # bolt row *dh*t= (<=0.85Ag) in2

fu =

fy =

Ae =

Ae = (fuFu/fyFyf)*An <= Ag (AASHTO LRFD 6.13.6.1.4C-2 or Std 10-4g)

Ae = in2 Ag = in2

Ae = in2

Pcf = Design force for the controlling flange at a point of splice

Pcf = Fcf * Ae

Pcf =

Bolt size = db =

Hole size = dh =

Ag = in2



fu =

fy =

Ae =


Ae = in2 Ag = in2

Ae = in2

Pncf= Design force in the non-controlling flange at a point of splice

Pncf = Fncf * Ag

Pncf =





3. Calculate numbers of bolts on top and bottom flanges

3.A: Top Splice in compression and in control Flange: TopOutside Plate : 1 PL - 14 in x 0.5 inInside Plate : 2 PL - 6.25 in x 0.5 in

Plate Width, in Thickness, in # of platesOutside Plate : 14.000 0.500 1Inside Plate : 6.250 0.500 2

65.00 ksi 50.00 ksi

50.00 ksi

656.25 Kips 13.13



resistance factor for axial compression = 0.90

U = Reduction Factor 1.00 AASHTO LRFD 6.13.5.2

gross ares of top splice plates = 13.25

net area of splice plates

9.25

10.13

Is flange in compression? Yes

Ae = Ag = 13.25 > 13.13 OK

0.875 in.

0.60

43.90 kips

14.95 bolts

Fu = Fyf =

Fy = Specific minimum yield strength of splice plates Fy =

Pcf = Ae,req = in2

fu =

fy =

fc =

Ag = in2



Ae = Effective area of splice plates

Ae = (fuFu/fyFy)*An <= Ag (AASHTO LRFD 6.13.6.1.4C-2 or Std 10-4g)

Ae = in2

in2 Ae,req = in2

Bolt diameter = db =

Bolt Area = Ab = pdb2/4 = in2

Bolt Strength(double shear)= Pv-bolt = Bolt Shear Strength*2*Ab

Case (1) - # Bolts required = Pcf/Pv-bolt =





Check if bolts carry loads pass through fillers 0.25 inches or more in thickness:Option (1): Reduction Factor Approach

Filler width= 14.00 in. Filler thickness = 0.50 in.

gross area of filler = 7.00

smaller of either the girder flange of the splice plate areas= 17.50

0.40 R= 0.78

Reduced Bolt Strength 34.14 kips

19.22 bolts

Option (2): Extended Filler Plate

Check for slip critical connection:

-8.45 ksi

-147.87 kips

1.00

2.00

0.50

39.00 kips

39.00 kips

Case (3) - Min. # of bolts to prevent slip 0.00 bolts

Min. # of bolts to use from all cases = 19.22 boltsUse 20 bolts each side for top splice OK

3.B: Bottom Splice in tension and in noncontrol Flange: BottomOutside Plate : 1 PL - 16 in x 0.625 in Use the same width Inside Plate : 2 PL - 7.25 in x 0.625 in Reduce by the web and clearence for the weld


65.00 ksi 50.00 ksi

50.00 ksi

738.95 kips 14.78





Af = in2

Ap= in2

g=

Case (2) - # Bolts required = Pcf/Reduced Pv-bolt =

Design Stress= Fs = fs/Rh =

Design Force = Ps = Fs*Ag =

Hole size factor = Kh =

Number of slip planes per bolt = Ns =

Surface conditiion factor = Ks =

Min. required bolt tension = Pt =

Flange slip resistance = Rr =

Fu = Fyf =


Pncf = Ae,req = in2

fu =

fy =

fc =




Splice Design Checked By :S-1 No. 1 Splice Date : gross ares of bottom splice plates = 19.06


14.06

15.39

Is flange in compression? No

Ae = 15.39 > 14.78 OK

0.875 in.

0.60

43.90 kips

Case (1) - # Bolts required 16.83 boltsCheck if bolts carry loads pass through fillers 0.25 inches or more in thickness:Option (1): Reduction Factor Approach




0.17 R= 0.88


19.24 bolts


Ag = in2





Ae = in2

in2 Ae,req = in2




Af = in2

Ap= in2

g=

Case (2) - # Bolts required = Pncf/Reduced Pv-bolt =





Check for slip critical connection:

7.16 ksi

171.84 kips

1.00

2.00

0.50

39.00 kips

39.00 kips


Min. # of bolts to use from all cases= 19.24 boltsUse 20 bolts each side for bottom splice OK

4. Design force on web

4A: Design force due to moment

Web Plate = 48 in x 0.625 in

1.00 37.50 ksi

3.34 9.48 ksi

(AASHTO LRFD C6.13.6.1.4b-1)

704.63 kips-in. (AASHTO Std 10-4l)

58.719 kips-ft

0.875 in.

0.60

43.90 kips


bolt bearing on material = 0.80 (AASHTO LRFD 6.5.4.2)

68.25 kips

Horizontal design force resultant in the web at a point of splice


1036.92 kips (AASHTO Std 10-4m)








Rh = Fcf =

Rcf = fncf =

Muw = Design moment at the point of splice representing the portion of the flexural moment assumed to be resisted by the web

Muw = twD2/12*|RhFcf-Rcffncf|

Muw =

Muw =



Bolt strength (double shear) = 0.6Fu*2*Ab =

Bolt strength (bearing) Rr = fbbRn = fbb*(2.4*Fu*db*tw)

fbb =

Rr =

Huw =

Huw = twD/2*(RhFcf+Rcffncf)

Huw =





4B: Design force due to shear

LRFD Max. Shear Table 1.2.22.16

240.51 Kips

Unstiffened or Stiffened Shear Capacity

671.60 Kips

671.60 kips

Design shear in the web at the point of splice

360.77 kips (AASHTOLRFD 6.13.6.1.4b-1,2)

456.06 Kips (AASHTO Std 10-4i & 10-4j)

e =

e = 4.88 in.

Design Moment due to the eccentricity of the design shear at the point of splice

146.56 Kips-ft

205.28 Kips-ft

m = no. of vertical rows of bolts = 3n = no. of bolts in one vertical row = 13s = the vertical pitch = 3.00 in.g = the horizontal pitch = 3.00 in.

5148.00 (AASHTO LRFD C6.13.6.1.4b-3)

9.25 Kips

26.59 Kips

x= 3.0 in.y= 18.0 in.

1.44 Kips

8.61 Kips

36.79 Kips < 43.90 kips OK

Vu =

Vu =

Vn =

Vn =

Vr = fvVn = 1.0*Vn =

Vuw =

Vuw = 1.5*Vu = (Vu<0.5Vr)

Vuw = 1/2*(V+Vu) = (Vu>0.5Vr)

Distance from the centerline of the splice to the centroid of the connection on the side of the joint under consideration

Muv =

Muv = Vuw*e

Muv =

Mtotal = Total design moment ( due to web flexure and eccentricity )

Mtotal = Muv+Muw =

Ip = nm/12*[s2(n2-1)+g2(m2-1)] = in4

Ps = Vuw/Nb = Vuw/(n*m) =

PH = Huw/Nb = Huw/(n*m) =

PMV = Mtotal*x/Ip =

PMH = Mtotal*y/Ip =

Pr = (Ps + PMV)2 + (PH + PMH)2

Pr = Pvb =

√ ¿ ¿¿





5.Check flexural yielding of the web splice plates:Web Splice Plate = 2 PL - 39 in x 0.5 in

Plate d, in. t, in. # of plates39.00 0.500 2

253.50

39.00

36.31 ksi < 50.00 ksi

6. Check the factor resistance shear, (AASHTO LRFD 6.13.5.3)(AASHTO Std 10.48.8)

1.00 (AASHTO LRFD 6.5.4.2)

456.06 kips

1131.00 kips

456.06 kips < 1131.00 kips OK

Spl = 2*t*d2/6 = in3

Apl = 2*t*d = in2

(Mvu+Muw)/Spl+Huw/Apl < Fy

(Mvu+Muw)/Spl+Huw/Apl= Fy =

Vuw < Rr = fvRn = fv*0.58Apl.Fy (AASHTO LRFD 6.13.5.3-2 or Std 10-115)

fv =

Vuw =

Rr = fv*0.58Apl.Fy =

Vuw = Rr =



Made By :C. C. Fu, Ph.D., P.E. Subject : ROUTE 1 OVER CONRAIL Date


Splice Design for Maximum Negative

25.00 ft

93.00 ftspan 1

Splice at span2Span No. 2

Span Length 93.00 ftDistance from left support 25.00 ft

Top flange plate 14 in x 1.25 inBottom flange plate 16 in x 1.5 in

Web plate 48 in x 0.625 in

Plate Sizes Width, in Thickness, inTop Plate 14.00 1.250

Bottom Plate 16.00 1.500Web Plate 48.00 0.625

StressesActual Factored Stresses (ksi) (Strength I)


-11.24 9.48 12.14 -10.24

36.50 ksi

Actual Factored Stresses (ksi) (Service II)


-8.45 7.16 9.49 -7.92

Bolt Shear Design Strength =





1. Flange Allowable Stress/ Force

1.A: Top flange Flange: Top

12.14 ksi

(AASHTO LRFD 6.13.6.1.4C)

1.00 (or AASHTO Std 10.53.1.2)

50.00 ksi 65.00 ksi

a = 1.00

1.00 for flexural


31.07 ksi (or AASHTO Std 10-4b)

OR


37.50 ksi (governs) (or AASHTO Std 10-4b)

1.B: Bottom flange

-10.24 ksi

3.09

50.00 ksi 65.00 ksi

a = 1.00

1.00 for flexural


31.63 ksi (or AASHTO Std 10-4c)

OR


37.50 ksi (governs)

fcf = Maximum elastic flexural stress due to the factored loads at the mid-thickness of the controlling flange at the point of splice

fcf =

Rh = Reduction factor for hybrid girders

Rh =


Fyf = Fu =



Fcf = Design strength for the controlling flange at a point of splice

Fcf = 1/2(|fcf/Rh|+affFyf)

Fcf =

Fcf = 0.75affFyf

Fcf =

fncf = Flexural stress due to the factored loads at the mid-thickness of the non-controlling flange at a point of splice concurrent with fcf

fncf =

Rcf = Absolute value of the ratio of Fcf to fcf for the controlling flange

Rcf = |Fcf/fcf|

Rcf =


Fyf = Fu =



Fncf= Design stress for the non-controlling flange at apoint of splice

Fncf = Rcf(|fncf/Rh|)

Fncf =

Fncf = 0.75affFyf

Fncf =





2. Design force for the flange at a point of splice

2.A: Top Flange in tension and in control Flange: Top

0.875 in. # Bolt / Row = 4

1.00 in.

gross area of Top flange 17.50


12.50




Effective area of the top flange with holes

13.68 < 17.50 OK

Is flange in compression? No 13.68

513.16 Kips

2.B: Bottom Flange in compression and in noncontrol Flange: Bottom

0.875 in. # Bolt / Row = 4

1.00 in.

gross area of Bottom flange 24.00


18.00




Effective area of the bottom flange with holes

19.71 < 24.00 OK

Is flange in compression? Yes 24.00

900.00 Kips

Bolt size = db =

Hole size = dh =

Ag = in2


An = Ag - # bolt row *dh*t = (<=0.85Ag) in2

fu =

fy =

Ae =


Ae = in2 Ag = in2

Ae = in2

Pcf = Design force for the controlling flange at a point of splice

Pcf = Fcf * Ae

Pcf =

Bolt size = db =

Hole size = dh =

Ag = in2


An = Ag - # bolt row *dh*t = (<=0.85Ag) in2

fu =

fy =

Ae =


Ae = in2 Ag = in2

Ae = in2

Pncf= Design force in the non-controlling flange at a point of splice

Pncf = Fncf * Ae

Pncf =





3. Calculate numbers of bolts on top and bottom flanges

3.A: Top Splice in tension and in control Flange: TopOutside Plate : 1 PL - 14 in x 0.5 inInside Plate : 2 PL - 6.25 in x 0.5 in


65.00 ksi 50.00 ksi

50.00 ksi

513.16 Kips 10.26





gross ares of top splice plates = 13.25


9.25

10.13

Is flange in compression? No

Ae = 10.13 < 10.26 CHECK!

0.875 in.

0.60

43.90 kips

11.69 bolts

Fu = Fyf =


Pcf = Ae,req = in2

fu =

fy =

fc =

Ag = in2





Ae = in2

in2 Ae,req = in2




Case (1) - # Bolts required = Pcf/Pv-bolt =





Check if bolts carry loads pass through fillers 0.25 inches or more in thickness:Option (1): Reduction Factor Approach

Filler width = 14.00 in. Filler thickness = 0.50 in.



0.40 R= 0.78


15.03 bolts


Check for slip critical connection:9.49 ksi

166.08 kips

1.00

2.00

0.50

39.00 kips

39.00 kips


Min. # of bolts to use from all cases= 15.03 boltsUse 16 bolts each side of top splice OK

3.B: Bottom Splice in compression and in noncontrol Flange: BottomOutside Plate : 1 PL - 16 in x 0.625 in Use the same width Inside Plate : 2 PL - 7.25 in x 0.625 in Reduce by the web and clearence for the weld


65.00 ksi 50.00 ksi

50.00 ksi

900.00 kips 18.00



resistance factor for axial compression = 0.90U = Reduction Factor 1.00 AASHTO LRFD 6.13.5.2

Af = in2

Ap= in2

g=

Case (2) - # Bolts required = Pcf/Reduced Pv-bolt =








Fu = Fyf =


Pncf = Ag,req = in2

fu =

fy =

fc =





gross ares of bottom splice plates = 19.06


14.06

15.39

Is flange in compression? Yes

Ae = Ag = 19.06 > 18.00 OK

0.875 in.

0.60

43.90 kips

Case (1) - # Bolts required 20.50 boltsCheck if bolts carry loads pass through fillers 0.25 inches or more in thickness:Option (1): Reduction Factor Approach




0.17 R= 0.88


23.43 bolts


Ag = in2





Ae = in2

in2 Ae,req = in2




Af = in2

Ap= in2

g=

Case (2) - # Bolts required = Pncf/Reduced Pv-bolt =





Check for slip critical connection:-7.92 ksi

-190.08 kips

1.00

2.00

0.50

39.00 kips

39.00 kips


Min. # of bolts to use from all cases= 23.43 boltsUse 24 bolts each side for bottom splice OK

4. Design force on web

4A: Design force due to momentWeb Plate = 48 in x 0.625 in

1.00 37.50 ksi

3.09 -10.24 ksi


8295.72 kips-in. (AASHTO Std 10-4l)

691.310 kips-ft

0.875 in.

0.60

43.90 kips


bolt bearing on material = 0.80 (AASHTO LRFD 6.5.4.2)

68.25 kips

Horizontal design force resultant in the web at a point of splice


= 88.04 kips (AASHTO Std 10-4m)








Rh = Fcf =

Rcf = fncf =

Muw = Design moment at the point of splice representing the portion of the flexural moment assumed to be resisted by the web

Muw = twD2/12*|RhFcf-Rcffncf|

Muw =

Muw =



Bolt strength (double shear) = 0.6Fu*2*Ab =

Bolt strength (bearing) Rr = fbbRn = fbb*(2.4*Fu*db*tw)

fbb =

Rr =

Huw =

Huw = twD/2*(RhFcf+Rcffncf)





4B: Design force due to shear

LRFD Max. Shear Table 1.2.22.16

240.51 Kips

Unstiffened or Stiffened Shear Capacity

671.60 Kips

671.60 kips

Design shear in the web at the point of splice

360.77 kips (AASHTOLRFD 6.13.6.1.4b-1,2)

456.06 Kips (AASHTO Std 10-4i & 10-4j)

e =

e = 4.88 in.

Design Moment due to the eccentricity of the design shear at the point of splice

146.56 Kips-ft

837.87 Kips-ft

m = no. of vertical rows of bolts = 3n = no. of bolts in one vertical row = 13s = the vertical pitch = 3.00 in.g = the horizontal pitch = 3.00 in.

5148.00 (AASHTO LRFD C6.13.6.1.4b-3)

9.25 Kips

2.26 Kips

x= 3.00 in.y= 18.00 in.

5.86 Kips

35.16 Kips

40.35 Kips < 43.90 kips OK

Vu =

Vu =

Vn =

Vn =

Vr = fvVn = 1.0*Vn =

Vuw =

Vuw = 1.5*Vu = (Vu<0.5Vr)

Vuw = 1/2*(V+Vu) = (Vu>0.5Vr)

Distance from the centerline of the splice to the centroid of the connection on the side of the joint under consideration

Muv =

Muv = Vuw*e

Muv =

Mtotal = Total design moment ( due to web flexure and eccentricity )

Mtotal = Muv+Muw =

Ip = nm/12*[s2(n2-1)+g2(m2-1)] = in4

Ps = Vuw/Nb = Vuw/(n*m) =

PH = Huw/Nb = Huw/(n*m) =

PMV = Mtotal*x/Ip =

PMH = Mtotal*y/Ip =

Pr = (Ps + PMV)2 + (PH + PMH)2

Pr = Pvb =

√ ¿ ¿¿





5.Check flexural yielding of the web splice plates:

Web Splice Plate = 2 PL - 39 in x 0.5 in

Plate d, in. t, in. # of plates39.00 0.500 2

253.50

39.00

41.92 ksi < 50.00 ksi

6. Check the factor resistance shear, (AASHTO LRFD 6.13.5.3)(AASHTO Std 10.48.8)

1.00 (AASHTO LRFD 6.5.4.2)

456.06 kips

1131.00 kips

456.06 kips < 1131.00 kips OK

Spl = 2*t*d2/6 = in3

Apl = 2*t*d = in2

(Mvu+Muw)/Spl+Huw/Apl < Fy

(Mvu+Muw)/Spl+Huw/Apl= Fy =

Vuw < Rr = fvRn = fv*0.58Apl.Fy (AASHTO LRFD 6.13.5.3-2 or Std 10-115)

fv =

Vuw =

Rr = fv*0.58Apl.Fy =

Vuw = Rr =

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Splice LRFD-LFD Design