6 edition of **Simplified live load distribution factor equations** found in the catalog.

- 368 Want to read
- 28 Currently reading

Published
**2007** by Transportation Research Board in Washington, D.C .

Written in English

- Bridges -- Live loads -- United States

**Edition Notes**

Statement | BridgeTech, Inc. in association with Tennessee Technological University, Dennis Mertz. |

Series | NCHRP report -- 592., Report (National Cooperative Highway Research Program) -- 592. |

Contributions | Mertz, D. R., BridgeTech, Inc., Tennessee Technological University., National Cooperative Highway Research Program., National Research Council (U.S.). Transportation Research Board., American Association of State Highway and Transportation Officials., United States. Federal Highway Administration. |

The Physical Object | |
---|---|

Pagination | ix, 127 p. : |

Number of Pages | 127 |

ID Numbers | |

Open Library | OL16157460M |

ISBN 10 | 0309099005 |

ISBN 10 | 9780309099004 |

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Simplified Live Load Distribution Factor Equations. Washington, DC: The National Academies Press. doi: / Below is the uncorrected machine-read text of this chapter, intended to provide our own search engines and external engines with highly rich, chapter-representative searchable text of.

Simplified Live Load Distribution Factor Equations - Dennis R. Mertz - Google Books This report contains the findings of research performed to develop recommended Load and Resistance Factor Design.

Get this from a library. Simplified live load distribution factor equations. [D R Mertz; BridgeTech, Inc.; Tennessee Technological University.; National Cooperative Highway Research Program.; National Research Council (U.S.). Transportation Research Board.; American Association of State Highway and Transportation Officials.; United States.

This report contains the findings of research performed to develop recommended Load and Resistance Factor Design (LRFD) live load distribution factor design equations for shear and moment. The report details the development of equations that are simpler to apply and have a wider range of applicability than current methods.

Simplified Live Load Distribution Factor Equations DRAFT FINAL REPORT Prepared for National Cooperative Highway Research Program Transportation Research Board National Research Council TRANSPORTATION RESEARCH BOARD NAS-NRC PRIVILEGED DOCUMENT This report, not released for publication, is furnished only for.

Simplified Live Load Distribution Factor Equations. TRB’s National Cooperative Highway Research Program (NCHRP) Report Simplified Live Load Distribution Factor Equations explores recommended Load and Resistance Factor Design (LRFD) live load distribution factor design equations for shear and moment that are simpler to apply and have a wider range of applicability.

simplified live load distribution factor equation for steel girder bridges The "S-over" equation for load distribution factor (LDF) was first introduced in the s in the AASHTO standard.

Finite element studies, however, have shown it to be unsafe in some cases and too conservative in by: 8. This report contains the findings of research performed to develop recommended Load and Resistance Factor Design (LRFD) live load distribution factor design equations for shear and moment.

The report details the development of equations that are simpler to apply and have a wider range of applicability than current methods. Dicleli, in Innovative Bridge Design Handbook, Live load distribution in integral bridges.

The maximum live load effect in a bridge is based on the position of the truck both in the longitudinal and transverse directions, the number of loaded design lanes, and the probability of Simplified live load distribution factor equations book presence of multiple loaded design lanes.

TRB's National Cooperative Highway Research Program (NCHRP) Report Simplified Live Load Distribution Factor Equations explores recommended Load and Resistance Factor Design (LRFD) live load distribution factor design equations for shear and moment that are simpler to apply and have a wider range of applicability than current methods.

CONTENTS Preface xi Acknowledgments xiii How to Use This Book xv Chapter 1. Conversion Factors for Civil Engineering Practice 1 Chapter 2. Beam Formulas 11 Continuous Beams / 11 Ultimate Strength of Continuous Beams / 46 Beams of Uniform Strength / 52 Safe Loads for Beams of Various Types / 53 Rolling and Moving Loads / 53 Curved Beams / 65 Elastic Lateral Buckling of Beams / Introduction to LRFD Basic LRFD Design Equation Ση iγ iQ i ≤φR n = R r Eq.

() where: η i = η D η R η I η i ≥ for maximum γ’s η i = Load factor φ = Resistance factor Q i = Nominal force effect R n = Nominal resistance R r = Factored resistance = φR n D R I 1 ηηη LRFD Limit States The LRFD Specifications require.

AASHTO LRFD specifications first introduced a new load distribution factor equation as a result of the NCHRP Simplified live load distribution factor equations book. However, this equation involves a longitudinal stiffness parameter, which is not initially known in design and thus introduces an iterative procedure.

Practicing engineers perceive this need for an iterative design procedure as the major impediment to wides pread. Live load distribution factors are computed for moment, shear, and reactions for interior and exterior girders.

The distribution factors are computed for strength, service, extreme event, and the fatigue limit state. This design example is part of the BridgeSight Solutions™ series. Live load distribution factor (LDF) equations are among the most important bridge design calculations because they provide the distributed moment and forces, which are needed for designing new or.

Simplified Load Distribution Factor for Use in LRFD Design Introduction The “S-over” equation for the load distribution factor (LDF) was first introduced in the s in the AASHTO Standard specifications. Finite element studies, however, have shown it to be unsafe in some cases and too conservative in others.

AASHTO. Note that the LRFD skew factor equations are still applied, however, any ROA requirements for the skew equations are ignored. Again, use caution when using this option. Option 3 - Directly Input All Live Load Distribution Factors. When this option is selected, you input the live load distribution factors that are to be used in the analysis.

The live load distribution-factor (LLDF) equations in the AASHTO-LRFD specifications were developed under National Cooperative Highway Research Program (NCHRP) Project These equations include limited ranges of applicability, and when these ranges are exceeded, a refined analysis must be used.

Distribution of Live Load Moment The live load moment distribution factor equations for selected bridges are shown in Table D-1 and Table D-2 for interior and exterior beams, respectively.

The equations for slab bridges are shown in Table D The range of applicability of each equation is also included in these tables. TRB's National Cooperative Highway Research Program (NCHRP) is conducting a project to develop new recommended AASHTO LRFD Bridge Design Specifications live-load distribution-factor design equations for shear and moment that are simpler to apply and have a wider range of applicability than those in the current publication.

The “S-over” Load Distribution Factor (LDF) has been used for many years for determining the distributed moments and shear forces of a girder.

Only until recently after the adaptation of the AASHTO LRFD Bridge Design Specification, new LDF equations are proposed using power functions. Although these new equations can more accurately predict the distributed moments and. The equations are based on mechanics principles and are not given in the design code format found in Allowable Stress Design or Load and Resistance Factor Design specifications.

Deformation Equations Equations for deformation of wood members are presented as functions of applied loads, moduli of elasticity and rigidity, and member dimensions. For the particular case of the point load, all planes containing the line of action of the point load, i.e., all vertical planes through the point load, are principal planes by reason of symmetry.

Thus, the r-t-z coordinate system is used and one of the principal stresses is given by Eq. The other two principal stresses are the roots of: σ. The Distribution Factor Analysis feature computes live load distribution factors for a vehicle traveling in a specified path along the length of the superstructure.

This feature allows you to analyze a bridge for non-standard gage. For example, the equation for the shear, multiple lane distribution factor equation for exterior type K beams is g exterior =eg interior; however if S>, g interior will be computed using the lever rule.

For this case, PGSuper will compute g exterior using the lever rule for the exterior beam directly and ignore the e factor.

Similar cases. The system shall be designed to carry E live load consisting of 80 kips axles spaced 5 ft. on centers ( kN axles spaced m on centers). A lower value load can be used if the railroad indicates, in writing, that the lower value is acceptable for the specific site.

simplified moment live load distribution factors. This project seeks to calculate live load distribution factors via live load test, and determine what, if any, category the NEXT section can fall under for simplified moment live load distribution factors.

A future research project will assess the durability of the UHPC shear keys for both the. The live load fraction carried by a beam (girder) in a bridge superstructure is usually determined using the simplified equations from current AASHTO standards.

Many of these formulas are known to be conservative. Inthe AASHTO Subcommittee on Bridges approved a substantial change in the way future bridges will be designed. The. Amplification of Live Load Effects C Load effects based upon simplified methods of Articles shall be amplified by the live load distribution simplification factors, γs.

Bridges rigorously analyzed with methods of Article may use a live load analysis factor of Bridges analyzed using. I >the live load may be reduced according to the live load reduction equation: Element K L = L o { + (15 / √A I)} Where L = Reduced Live Load L o = Code specified design live load A I =Influence Area =K LL (A T) K LL = Live Load Element Factor (See Table) Table – Live load element factor, K LL LL Interior columns 4.

Concepts and Formulas. Meyerhof's bearing capacity theory: Meyerhof () proposed a formula for calculation of bearing capacity similar to the one proposed by Terzaghi but introducing further foundation shape coefficients.

He introduced a coefficient s q that multiplies the N q factor, depth factors d i and inclination factors i i depth factors di and inclination factors ii for the cases. Simplified fatigue design provisions Areas of Major Change - (cont’d) i = Load factor Table b-1 Distribution of Live Loads Per Lane for Moment in Interior Beams.

Type of Beams Applicable Cross-Section from Table Distribution Factors Range of. Design Step 5 – Design of Superstructure Prestressed Concrete Bridge Design Example Task Order DTFHT Design Step LIVE LOAD DISTRIBUTION FACTORS (S) The AASHTO-LRFD Specifications allow the use of advanced methods of analysis to determine the live load distribution factors.

Evaluation of Live-Load Distribution Factors (LLDFs) of Next Beam Bridges Abhijeet Kumar Singh University of Massachusetts Amherst Follow this and additional works at: Part of theCivil Engineering Commons This thesis is brought to you for free and open access by [email protected] Amherst.

Strength III is used as a construction check for steel girder bridges with wind load but no live load. When checking this limit state during a deck pour, use a multiplier of on the wind speed to account for the unlikelihood that a deck would be poured under extremely windy conditions.

THREE-SPAN CONTINUOUS STRAIGHT COMPOSITE I GIRDER Load and Resistance Factor Design (Third Edition -- Customary U.S. Units) by Michael A. Grubb, P.E. Bridge Software Development International, Ltd. Cranberry Township, PA and Robert E.

Schmidt, E.I.T. SITE. culverts which states “The design load is always an axle load; single wheel loads are not considered.” Live Load Distribution For Fills live load distribution shall be according to Article For the typical application where the traffic is moving parallel to the span, the dimensions of the.

Basics of Retaining Wall Design 10 Editionth A Design Guide for Earth Retaining Structures Contents at a glance: 1. About Retaining Walls; Terminology 2. Design Procedure Overview 3.

Soil Mechanics Simplified 4. Building Codes and Retaining Walls 5. Forces on Retaining Walls 6. Earthquake (Seismic) Design 7. Soil Bearing and Stability 8.

L = live load symbol L r = live roof load symbol Loads used in design load equations are given letters by type: D = dead load L = live load L r = live roof load W = wind load or S or R) a load factor of when adding to load 6b.

D + L + (E) + S 7. This gets even more complicated when you consider the effect on load combination equations. One method for comparing loads is to compute a composite load factor (CLF) that is the ratio of load combination result (P u or P a) to the algebraic sum of the individual load components (P s,equiv or P s,eq).

The load combination with the lowest CLF is. FEMA B Topic 3 Notes Slide 2 Instructional Material Complementing FEMADesign Examples SDOF Dynamics 3 - 2 Structural Dynamics •Equations of motion for SDOF structures •Structural frequency and period of vibration •Behavior under dynamic load •Dynamic magnification and resonance •Effect of damping on behavior •Linear elastic response spectra.The live load distribution width equations for the overhang (S) are based on assuming that the distance from the design section in the overhang to the face of the parapet exceeds 12 in.

such that the concentrated load representing the truck wheel is located closer to .distribution of floor loads on floor beams is based on the geometric configuration of the beams forming the grid. 1. 3 Building Live Load Reduction Recognizing that the probability of supporting a large, fully loaded manner and increased by a load factor in order to provide a level of safety or safety factor.