Scribd
Upload
67 views2 pages

Structural Load Analysis Calculations

1) The document analyzes two cases for calculating maximum shear and moment for a bridge girder under live load plus impact. 2) Case I considers a design lane load plus a design tandem load, resulting in a maximum shear of 389.08 kN. 3) Case II considers a design truck plus design lane load, also resulting in a maximum shear of 389.08 kN. 4) The document also calculates the maximum moment under each case, with Case I governing with a maximum moment of 970.92 kN-m.

Uploaded by

MARICRIS AQUINO
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
67 views2 pages

Structural Load Analysis Calculations

1) The document analyzes two cases for calculating maximum shear and moment for a bridge girder under live load plus impact. 2) Case I considers a design lane load plus a design tandem load, resulting in a maximum shear of 389.08 kN. 3) Case II considers a design truck plus design lane load, also resulting in a maximum shear of 389.08 kN. 4) The document also calculates the maximum moment under each case, with Case I governing with a maximum moment of 970.92 kN-m.

Uploaded by

MARICRIS AQUINO
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
You are on page 1/ 2

LIVE LOAD + IMPACT ( SHEAR )

CASE 1: Design Lane + Design Tandem(1.33)

Design Lane

A B Ra1 = wL /2
Ra1 = 9.34(12.25 /2) = 57.2075 kN
12.25 m

143.64 kN 143.64 kN
(108*1.33 kN) (108*1.33 kN)
Ra2(12.25) = 143.64(12.25) + 143.64(12.25-1.2)
1.2
Ra2 = 273.2091 kN
A B

12.25 m
V = Ra1 + Ra2
V = 57.2075 + 273.2091
V = 330.4166 kN

CASE 2: Design Truck + Design Lane

Design Lane

A B Ra1 = wL /2
Ra1 = 9.34(12.25 /2) = 57.2075 kN
12.25 m

192.85 kN 192.85 kN 46.55 kN


Ra2(12.25) = 192.85(12.25) + 192.85(12.25-4.3)
(145*1.33 kN) (145*1.33 kN) (35*1.33 kN)
+ 46.55(12.25-4.3-4.3)
4.3 4.3 Ra2 = 331.8757 kN

A B V = Ra1 + Ra2
V = 57.2075 + 331.8757
12.25 m
V = 389.0832 kN

CASE II governs, use V = 389.0832

For interior girders, Max Shear = V(distribution factor) = 389.0832(0.8164) = 317.6475 kN


Max Shear for LL + IM
For exterior girders, Max Shear = V(distribution factor) = 389.0832(0.624) = 242.7879 kN
LIVE LOAD + IMPACT ( SHEAR )

Design Lane = 9.34 kN/m


Mmax = w(L^2)/8
A B
Mmax = 9.34(12.25^2)/8
12.25 m
Mmax= 175.198 kN-m
Mmax
M

287.28 kN

143.64 kN 143.64 kN
0.3 0.3 0.6 6.125 - 0.9 =5.225 Ra(12.25) = 143.64(5.225) + 143.64(5.225 + 1.2)
Ra = 136.6046 kN

A B
Mtruck = 136.6046(5.825) = 795.722 kN
6.125 m 6.125 m

6.125 - 0.3 = 5.825 M Case I M = Mmax lane + Mtandem (or M lane + Mtandem)
= 175.198 + 795.722
Case I M = 970.92 kN-m
Ra = 136.6046

Design Lane = 9.34 kN/m

A B
Mmax = w(L^2)/8
12.25 m
Mmax = 9.34(12.25^2)/8

Mmax Mmax= 175.198 kN-m


M

R = 432.25 kN

2.8446
2.8446 192.85 kN 192.85 kN 46.55 kN

192.85 kN 4.3 4.3


192.85 kN 46.55 kN
4.3 4.3

A B R(x) = 192.85(4.3) + 46.55(2*4.3)

6.125 m 6.125 m 432.25(x) = 192.85(4.3) + 46.55(2*4.3)


x = 2.8446

You might also like