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.

Slides:



Advertisements
Similar presentations
Agenda – Day 1 8:00 am – 8:15 am Introductions and House Keeping
Advertisements

Overview of New Practices & Policy Deck Issues. Topics Stakeholder Responsibilities Stakeholder Responsibilities Deflection Control Measures Deflection.
Understanding Skewed Bridge Behavior
Introduction to Bridge Engineering
Ying Tung, PhD Candidate
Reinforced Concrete Design-8
Lecture 9 - Flexure June 20, 2003 CVEN 444.
Bridge Engineering (6) Superstructure – Concrete Bridges
By : Prof.Dr.\Nabil Mahmoud
Loads and Load Paths "Architecture is inhabited sculpture."
Lecture 33 - Design of Two-Way Floor Slab System
SEMINAR IN ADVANCED STRUCTURE analysis and design of box culvert
VOBUG Conference August 3 rd, 2010 Nashville, Tennessee Robert LeFevre, P.E. Adam Price, P.E. Tennessee Department of Transportation Structures Division.
Overview Waffle Slab.
Reinforced Concrete Design
Chapter 3 LOADS ON BRIDGES.
Reinforced Concrete Flexural Members
Chapter-7 Bond Development Length & Splices
ONE-WAY SLAB. ONE-WAY SLAB Introduction A slab is structural element whose thickness is small compared to its own length and width. Slabs are usually.
Load Models for Bridges Outline Dead load Live load Extreme load events Load combinations Andrzej S. Nowak University of Michigan Ann Arbor, Michigan.
Bridge Engineering (7) Superstructure – Reinforced Concrete Bridges
CTC 422 Design of Steel Structures
COMPOSITE BEAMS-II ©Teaching Resource in Design of Steel Structures –
CEE Capstone II Structural Engineering
UNIT-I STANDARD SPECIFICATION FOR ROAD BRIDGE
Shear Capacity of Composite Steel Girder at Simple Support Virtis/Opis User Group Conference Nashville, TN, August 3-4, 2010 George Huang, PhD, PE California.
Beams Beams: Comparison with trusses, plates t
Reinforced Concrete Design II
COLUMNS. COLUMNS Introduction According to ACI Code 2.1, a structural element with a ratio of height-to least lateral dimension exceeding three used.
Shearing Stresses in Beams and Thin-Walled Members
5 april 2004 J.M. Zwarthoed Workshop on Cracking and Durability of Reinforced Concrete Concerning the Serviceability Limit State.
Lecture on CE 4014 Design of Concrete Structures
University of Palestine
Static Pushover Analysis
Reinforced Concrete Design
1 Differences Between BRASS and AASHTO Standard Spec Engines Virtis Opis BRIDGEWare Users Group Meeting 2011 Helena, Montana.
Lecture 2 - Fundamentals. Lecture Goals Design Process Limit states Design Philosophy Loading.
1 AASHTOWare Bridge Technical Update AASHTOWare Bridge Rating/Design User Group Training Meeting Traverse City – August 2014.
FOOTINGS. FOOTINGS Introduction Footings are structural elements that transmit column or wall loads to the underlying soil below the structure. Footings.
PROJECT REPORT DESIGN CONCEPTS OF BOW STRING GIRDER (40 M SPAN) OF ROAD OVERBRIDGE AND DESIGN OF SUB STRUCTURE FOR THE SAME.
Graduation Project Thesis  
C. C. Fu, Ph.D., P.E. The BEST Center
An-Najah National University Faculty of Engineering Civil Engineering Department Graduation Project Prepared by : 1- Areej Melhem 2- Jawad Ateyani 3-Rasha.
Static Equilibrium and Elasticity
Practical Design of PT Buildings
Design of One Way Slabs CE A433 – RC Design T. Bart Quimby, P.E., Ph.D. Spring 2007.
Structural Loads.
Prof. Shrikant M. Harle Asst prof. Dept of Civil Engg PRMCEAM
Chapter 12 Lecture 22: Static Equilibrium and Elasticity: II.
1 ROAD & BRIDGE RESEARCH INSTITUTE WARSAW Juliusz Cieśla ASSESSSMENT OF PRESTRESSING FORCE IN PRESTRESSED CONCRETE BRIDGE SPANS.
SEISMIC & WIND ANALYSIS OF BRIDGES
Advisor: Dr. Bilal El Ariss
Engineering Terms Bridge Unit.
Sample Problem 4.2 SOLUTION:
Outline: Introduction: a ) General description of project b) Materials
Shearing Stresses in Beams and Thin-Walled Members
Supervied by : Eng. Ibrahim Mohammad Prepared by : Atheer Daraghmeh
Bridge modelling with CSI software.
An-Najah National University
Analysis and Design of Al-Affori hotel
Chapter-2 Parts of Steel Bridges.
  An-Najah National University Faculty of Engineering
Sample Problem 4.2 SOLUTION:
Structure II Course Code: ARCH 209 Dr. Aeid A. Abdulrazeg.
Shearing Stresses in Beams and Thin-Walled Members
EAT 415 :ADVANCED STEEL BUILDING DESIGN PLATE GIRDER
Faculty of Engineering Civil Engineering Department
AASHTOWare Bridge Design & Rating (BrDR) 3D FEM Analysis Capabilities
Structural Design I Course Code: CIVL312 Dr. Aeid A. Abdulrazeg.
Presentation transcript:

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

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

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.

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 years from the point of design.

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)

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)

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

April 5, 2006CHBDC-S6 Bridge Loading8 Load Combinations

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

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

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

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 shall apply for steel and steel-composite multispine bridges. CON’T

April 5, 2006CHBDC-S6 Bridge Loading13 Dead Load 225mm If bridge satisfies Cl 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

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

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  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  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

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 lane = lane = lane = 0.8

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

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

April 5, 2006CHBDC-S6 Bridge Loading19 Formatted Spreadsheet

April 5, 2006CHBDC-S6 Bridge Loading20 Formatted Spreadsheet

April 5, 2006CHBDC-S6 Bridge Loading21 Cl 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.

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

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

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

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

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.

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