1. April 5, 2006CHBDC-S6 Bridge Loading1 Loading Summary for a Slab on Girder Bridge According to the CAN/CSA-S6 Presented By: Andrew Chad 2006

2. April 5, 2006CHBDC-S6 Bridge Loading2 Outline Introduction Refresher: Limit States Load Combinations Introduce Example Bridge Simplified Method of Analysis Typ. Formatted Spreadsheet Layout Load Descriptions and Design Values Conclusion Basically: A comprehensive load summary, takedown and analysis procedure for a new highway bridge according to CAN/CSA-S6

3. April 5, 2006CHBDC-S6 Bridge Loading3 Limit States S6 Limit States Criteria: Ultimate Limit States (ULS) Fatigue Limit States (FLS) Serviceability Limit States (SLS) The chief advantages of LS Design Method are: The recognition of the different variabilities of the various loads, for the Working Stress Method (AASHTO) encompassed both in the same factor of safety; The recognition of a range of limit states The promise of uniformity by the use of statistical methods to relate all to the probability of failure.

4. April 5, 2006CHBDC-S6 Bridge Loading4 Limit States Disadvantages: Necessity to choose an acceptable risk of failure; for example, to quantify the acceptability of some risk that involves only structural collapse, with a risk that leads to loss of life. The probability of failure must be applied to the number of events that may occur during the life of the structure. There is an essential difficulty in predicting an event that may not occur until 75-100 years from the point of design.

5. April 5, 2006CHBDC-S6 Bridge Loading5 Bridge Load Types Dead Loads (D) Earth & Hydrostatic Pressure (E) Secondary Prestress (P) Live Loads (L) Strains, Deformations and Displacement Associated Loads (K) Wind Load on Structure (W) Wind on Traffic (V) Load due to Differential Settlement (S) Earthquake Loads (EQ) Stream and Ice Pressure, Debris Torrents (F) Ice Accretion Load (A) Collision Load (H)

6. April 5, 2006CHBDC-S6 Bridge Loading6 Load Types: Superstructure Only Dead Loads (D) Live Loads (L) Wind Load on Structure (W) Wind on Traffic (V) Earthquake Loads (EQ)

7. April 5, 2006CHBDC-S6 Bridge Loading7 Load Combinations Load Factors based on a service life of 75 yrs Based on minimum reliability index of 3.75

8. April 5, 2006CHBDC-S6 Bridge Loading8 Load Combinations

9. April 5, 2006CHBDC-S6 Bridge Loading9 Design Example A “Simple” Bridge: 2 span, 4 lane bridge 225mm R/C Slab, on 5 continuous steel girders Span length 20m x 2 Typical highway overpass structure Superstructure only! A-A 3.5m

10. April 5, 2006CHBDC-S6 Bridge Loading10 Formatted Spreadsheet S

11. April 5, 2006CHBDC-S6 Bridge Loading11 Simplified Method of Analysis Simplified Method of Analysis: The bridge width is constant The support conditions are closely equivalent to line support, both at the ends of the bridge and, in the case of multispan bridges, at intermediate supports For slab and slab on girder bridges with skew, the provisions of A5.1(b)(i) are met For bridges that are curved in plan, the radius of curvature, span, and width satisfy the relative requirements of A5.1(b)(ii) A solid or voided slab is of substantial uniform depth across a transverse section, or tapered in the vicinity of a free edge provided that the length of the taper in the transverse direction does not exceed 2.5m

12. April 5, 2006CHBDC-S6 Bridge Loading12 Simplified Method of Analysis Simplified Method of Analysis: For slab-on-girder bridges, there shall be at least three longitudinal girders that are of equal flexural rigidity and equally spaced, or with variations from the mean of not more than 10% in each case For a bridge having longitudinal girders and an overhanging deck slab, the overhang does not exceed 60% of the mean spacing betweeen the longitudinal girders or the spacing of the two outermost adjacent webs for box girders, and, also, is not more than 1.8m For a continuous span bridge, the provisions of A5.1(a) shall apply In the case of multispine bridges, each spin has only two webs. Also, the conditions of Cl. 10.12.5.1 shall apply for steel and steel-composite multispine bridges. CON’T

13. April 5, 2006CHBDC-S6 Bridge Loading13 Dead Load 225mm If bridge satisfies Cl.5.6.1.1 use “Simplified Method of Analysis” The Beam Analogy Method: “it is permitted to the whole of the bridge superstructure, or of part of the bridge superstructure contained between two parallel vertical planes running in the longitudinal direction, as a beam” Take 3 interior girders & associated T.W., 9” R/C Concrete Typ. Take 2 exterior girders & associated T.W., 9” R/C Concrete Typ. Takes less Dead load, more live load due to deck support conditions α Varies with different materials  1.5 for wearing surfaces  1.1 for steel girders

14. April 5, 2006CHBDC-S6 Bridge Loading14 Formatted Spreadsheet S

15. April 5, 2006CHBDC-S6 Bridge Loading15 Live Load Originally used Live Loads specified in AASHTO, changed in 1979 to maximum legal limits observed loads in all provinces. Ontario uses maximum observed loads (MOL) vs. Canadian Legal Limits in other provinces Load based on CL-W Loading CL-W Truck as specified in Cl. 3.8.3.1  Not less than CL-625 (kN) for national highway network.  Weight to 625kN in 2000, LL factor increased to 1.7 max CL-W Lane Load as specified in CL. 3.8.3.2  9kN/m based on work done by Taylor at Second Narrows Bridge  80% Truck load included in analysis Dynamic Load Allowance Factors to account for more concentrated loading Vary with amount of truck being used, size of bridge feature

16. April 5, 2006CHBDC-S6 Bridge Loading16 Live Load Load Cases: 3 Load Cases ULS  Worst case of truck load, lane load including DLA  Pedestrian loads, maintenance + sidewalk loads omitted 2 Load Cases SLS 1 Load Case FLS  2 lines of wheel loads in 1 lane Multi-lane loading modification factor When >1 lane is loaded, reduce loads per Table 3.8.4.2 1 lane = 1.0 2 lane = 0.9 3 lane = 0.8

17. April 5, 2006CHBDC-S6 Bridge Loading17 Live Load: Analysis Longitudinal Moment M g = F m * M gavg Where:  F m =Amplification Factor to account for tranverse variation in max moment intensity  M gavg = Average moment per girder by sharing equally the total moment, including multiple lane load factor Longitudinal Moment FLS: Loaded with 1 truck at center of 1 lane M g = F m * M gavg Where:  F m =Amplification Factor to account for tranverse variation in max moment intensity  M gavg = Average moment per girder by sharing equally the total moment Shear is Found in Similar Manner

18. April 5, 2006CHBDC-S6 Bridge Loading18 Formatted Spreadsheet S

19. April 5, 2006CHBDC-S6 Bridge Loading19 Formatted Spreadsheet

20. April 5, 2006CHBDC-S6 Bridge Loading20 Formatted Spreadsheet

21. April 5, 2006CHBDC-S6 Bridge Loading21 Cl.-3.10 Wind Loads “Superstructure shall be designed for wind induced vertical and horizontal drag loads acting simultaneously” F h =qC e C g C h F v =qC e C g C v Where: q = reference wind pressure  1/50 for L<125m Ce = Exposure Factor  (.1H) 2 Cg = Gust Effect Coefficient  2.0 for L < 125m, 2.5 for more slender bridges/structures Ch,Cv = Horizontal, Vertical drag coefficients Bridge type not typically sensitive to wind Not: Flexible, Slender, Lightweight, Long Span, or of Unusual Geometry.

22. April 5, 2006CHBDC-S6 Bridge Loading22 Cl.-3.10 Wind Loads

23. April 5, 2006CHBDC-S6 Bridge Loading23 Exceptional Loads Low Frequency/Probability of Occurrence Earthquake Collision Stream and Ice Pressure/Debris Ice Accretion

24. April 5, 2006CHBDC-S6 Bridge Loading24 Earthquake Loads For a “Lifeline”, Slab on Girder, L<125m, located in Seismic Zone 4:  Minimum Analysis = Multi Mode Spectral (MM) Analysis  No analysis necessary for SOG single span bridges  Not performed due to scope Same principles as a multi-degree of freedom structure would apply  Structure analyzed in 2 principal directions  Find principal modes, modal mass, modal participation, combine to 90% mass participation (SRSS, CQC) Vertical motions taken by including dead load factor in ULS CAN/CSA-S6 Section 4 Prescribes Analysis based on:  Bridge Geometry  Type  Location  Importance  Regular vs. Irregular

25. April 5, 2006CHBDC-S6 Bridge Loading25 Collision Loads Superstructures to be design for “Vessel Collision” Substructure to be designed for vehicle collision load, Vessel Collision Not to be included in spreadsheet, see S6-3.14

26. April 5, 2006CHBDC-S6 Bridge Loading26 Conclusions C.H.B.D.C. based on O.H.B.D.C. which was revolutionary in its use of LSD and design vehicle based on legal limits C.H.B.D.C. complicated but well written code Many loads were omitted for this “simple” bridge, only a basic design/analysis was performed Easy to get confused, make “small” mistakes Simplified methods of design are a good start, although still somewhat tricky.

27. April 5, 2006CHBDC-S6 Bridge Loading27 Conclusions QUESTIONS?