splice lrfd-lfd design
DESCRIPTION
Design SpliceTRANSCRIPT
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SPLICE DESIGN By LRFD/LFD
COPYRIGHT NOTICE AND DISCLAIMER
1. NOTICE : COPYRIGHT 2001-2008 C. C. FU, Ph.D., P.E.
2. DISCLAIMER : THE SOFTWARE IS A PROPRIETARY PRODUCT OF DR. FU AND ONLY CONDITIONALLY ISSUED. POSSESSION, ACCESS AND USE IS PROHIBITED EXCEPT AS EXPRESSLY AUTHORIZED BY DR. FU.
3. WARRANTY AND LIMITATION OF LIABILITY :
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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)
Total Positive Total Negative Top Flange Bottom Flange Top Flange Bottom Flange
-8.45 7.16 9.49 -7.92
Bolt Shear Design Strength =
document.xls printed on 04/19/2023 @ 09:38:53 7 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 :
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
(AASHTO LRFD 6.13.6.1.4C-1)
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
(AASHTO LRFD 6.13.6.1.4C-3)
31.63 ksi (or AASHTO Std 10-4c)
OR
(AASHTO LRFD 6.13.6.1.4C-3)
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 = Specific minimum yield strength of the flange
Fyf = Fu =
a = Factor for flange splice design
ff = Resistance factor for flexural specified ff =
Fncf= Design stress for the non-controlling flange at apoint of splice
Fncf = Rcf(|fncf/Rh|)
Fncf =
Fncf = 0.75affFyf
Fncf =
document.xls printed on 04/19/2023 @ 09:38:53 8 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 :
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
net area of the flange
18.00
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 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
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
Pncf= Design force in the non-controlling flange at a point of splice
Pncf = Fncf * Ag
Pncf =
document.xls printed on 04/19/2023 @ 09:38:53 9 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 :
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 fracture of tension members = 0.80
resistance factor for yielding of tension members = 0.95
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
An = (AASHTO LRFD 6.8.3 or Std 10.16.4)
An = Ag - # bolt row *dh*t= (<=0.85Ag) 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 =
document.xls printed on 04/19/2023 @ 09:38:53 10 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 :
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
Plate Width, in Thickness, in # of platesOutside Plate : 16.00 0.625 1Inside Plate : 7.25 0.625 2
65.00 ksi 50.00 ksi
50.00 ksi
738.95 kips 14.78
resistance factor for fracture of tension members = 0.80
resistance factor for yielding of tension members = 0.95
resistance factor for axial compression = 0.90
U = Reduction Factor 1.00 AASHTO LRFD 6.13.5.2
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 =
Fy = Specific minimum yield strength of splice plates Fy =
Pncf = Ae,req = in2
fu =
fy =
fc =
document.xls printed on 04/19/2023 @ 09:38:53 11 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 : gross ares of bottom splice plates = 19.06
net area of splice plates
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
Filler width= 16.00 in. Filler thickness = 0.25 in.
gross area of filler = 4.00
smaller of either the girder flange of the splice plate areas= 24.00
0.17 R= 0.88
Reduced Bolt Strength 38.41 kips
19.24 bolts
Option (2): Extended Filler Plate
Ag = in2
An = (AASHTO LRFD 6.8.3 or Std 10.16.4)
An = Ag - # bolt row *dh*t= (<=0.85Ag) 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
Af = in2
Ap= in2
g=
Case (2) - # Bolts required = Pncf/Reduced Pv-bolt =
document.xls printed on 04/19/2023 @ 09:38:53 12 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 :
Check for slip critical connection:
7.16 ksi
171.84 kips
1.00
2.00
0.50
39.00 kips
39.00 kips
Case (3) - Min. # of bolts to prevent slip 4.41 bolts
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
(AASHTO LRFD 6.13.2.9)
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
(AASHTO LRFD C6.13.6.1.4b-2)
1036.92 kips (AASHTO Std 10-4m)
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 =
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 diameter = db =
Bolt Area = Ab = pdb2/4 = in2
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 =
document.xls printed on 04/19/2023 @ 09:38:53 13 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 :
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 =
√ ¿ ¿¿
document.xls printed on 04/19/2023 @ 09:38:53 14 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 :
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 =
document.xls printed on 04/19/2023 @ 09:38:53 15 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. 2 Splice 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)
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)
Total Positive Total Negative Top Flange Bottom Flange Top Flange Bottom Flange
-8.45 7.16 9.49 -7.92
Bolt Shear Design Strength =
document.xls printed on 04/19/2023 @ 09:38:53 16 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. 2 Splice Date :
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
(AASHTO LRFD 6.13.6.1.4C-1)
31.07 ksi (or AASHTO Std 10-4b)
OR
(AASHTO LRFD 6.13.6.1.4C-1)
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
(AASHTO LRFD 6.13.6.1.4C-3)
31.63 ksi (or AASHTO Std 10-4c)
OR
(AASHTO LRFD 6.13.6.1.4C-3)
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 = Specific minimum yield strength of the flange
Fyf = Fu =
a = Factor for flange splice design
ff = Resistance factor for flexural specified ff =
Fncf= Design stress for the non-controlling flange at apoint of splice
Fncf = Rcf(|fncf/Rh|)
Fncf =
Fncf = 0.75affFyf
Fncf =
document.xls printed on 04/19/2023 @ 09:38:53 17 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. 2 Splice Date :
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
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? 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
net area of the flange
18.00
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 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 = (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
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
Pncf= Design force in the non-controlling flange at a point of splice
Pncf = Fncf * Ae
Pncf =
document.xls printed on 04/19/2023 @ 09:38:53 18 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. 2 Splice Date :
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
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
513.16 Kips 10.26
resistance factor for fracture of tension members = 0.80
resistance factor for yielding of tension members = 0.95
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? No
Ae = 10.13 < 10.26 CHECK!
0.875 in.
0.60
43.90 kips
11.69 bolts
Fu = Fyf =
Fy = Specific minimum yield strength of splice plates Fy =
Pcf = Ae,req = in2
fu =
fy =
fc =
Ag = in2
An = (AASHTO LRFD 6.8.3 or Std 10.16.4)
An = Ag - # bolt row *dh*t= (<=0.85Ag) 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 =
document.xls printed on 04/19/2023 @ 09:38:53 19 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. 2 Splice Date :
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
15.03 bolts
Option (2): Extended Filler Plate
Check for slip critical connection:9.49 ksi
166.08 kips
1.00
2.00
0.50
39.00 kips
39.00 kips
Case (3) - Min. # of bolts to prevent slip 4.26 bolts
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
Plate Width, in Thickness, in # of platesOutside Plate : 16.00 0.625 1Inside Plate : 7.25 0.625 2
65.00 ksi 50.00 ksi
50.00 ksi
900.00 kips 18.00
resistance factor for fracture of tension members = 0.80
resistance factor for yielding of tension members = 0.95
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 =
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 =
Fy = Specific minimum yield strength of splice plates Fy =
Pncf = Ag,req = in2
fu =
fy =
fc =
document.xls printed on 04/19/2023 @ 09:38:53 20 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. 2 Splice Date :
gross ares of bottom splice plates = 19.06
net area of splice plates
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
Filler width= 16.00 in. Filler thickness = 0.25 in.
gross area of filler = 4.00
smaller of either the girder flange of the splice plate areas= 24.00
0.17 R= 0.88
Reduced Bolt Strength 38.41 kips
23.43 bolts
Option (2): Extended Filler Plate
Ag = in2
An = (AASHTO LRFD 6.8.3 or Std 10.16.4)
An = Ag - # bolt row *dh*t= (<=0.85Ag) 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
Af = in2
Ap= in2
g=
Case (2) - # Bolts required = Pncf/Reduced Pv-bolt =
document.xls printed on 04/19/2023 @ 09:38:53 21 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. 2 Splice Date :
Check for slip critical connection:-7.92 ksi
-190.08 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= 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
(AASHTO LRFD C6.13.6.1.4b-1)
8295.72 kips-in. (AASHTO Std 10-4l)
691.310 kips-ft
0.875 in.
0.60
43.90 kips
(AASHTO LRFD 6.13.2.9)
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
(AASHTO LRFD C6.13.6.1.4b-2)
= 88.04 kips (AASHTO Std 10-4m)
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 =
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 diameter = db =
Bolt Area = Ab = pdb2/4 = in2
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)
document.xls printed on 04/19/2023 @ 09:38:53 22 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. 2 Splice Date :
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 =
√ ¿ ¿¿
document.xls printed on 04/19/2023 @ 09:38:53 23 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. 2 Splice Date :
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 =