Applied Loads and Stability of Steel and Steel-Concrete Composite Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 158

Table 3.16 Load Factors for Permanent Loads, g p , Specified in AASHTO [1.24]

Load Factor
Maximum Minimum

Type of Load

DC : component and attachments 1.25 0.90

DC : STRENGTH IV only 1.50 0.90

DD : downdrag, piles, a Tomlinson method 1.40 0.25

DD : downdrag, l method 1.05 0.30

DD : downdrag, drilled shafts, O'Neil and Reese (1999)
method

1.25 0.35

DW : wearing surfaces and utilities 1.50 0.65

EH : horizontal earth pressure
￿ Active
￿ At rest
￿ AEP for anchored walls

1.50
1.35
1.35

0.90
0.90
N/A

EL: locked-in erection stresses 1.00 1.00

EV : vertical earth pressure
￿ Overall stability
￿ Retaining walls and abutments
￿ Rigid buried structure
￿ Rigid frames
￿ Flexible buried structures
○

1.00
1.35
1.30
1.35
1.50
1.30
1.95

N/A
1.00
0.90
0.90
0.90
0.90
0.90

Metal box culverts and structural plate culverts
with deep corrugations

Thermoplastic culverts ○

All others ○

ES: earth surcharge 1.50 0.75

combinations and load factors adopted by AASHTO for different loads and
permanent loads, respectively.

3.6.3 Groups of Traffic Loads for Railway Bridges
The load combinations on railway bridges are also specified in EC1 [ 3.1 ]
such that the simultaneity of the loading may be taken into account by con-
sidering the groups of loads defined in Table 3.17 specified in the code. EC1
recommends that each of these groups of loads, which are mutually exclu-
sive, should be considered and applied as defining a single-variable charac-
teristic action for combination with nontraffic loads. In some cases, it is
necessary to consider other appropriate combinations of unfavorable indi-
vidual traffic actions as specified by EC0 (BS EN 1990) [ 3.4 ] . The factors
given in the table should be applied to the characteristic values of the