# 4- Easy introduction to structural loads-LRFD and ASD.

## Introduction to structural loads-LRFD and ASD.

### Content of lecture.

Two approaches will be employed: the first will make use of the LRFD coefficients. The acronym for load factor resistance design is LRFD.

We shall simultaneously increase the dead loads and live loads in this design strategy. We are going to lessen the element’s strength. As we shall see later, we will have strength reduction factors dependent on the kinds of acting forces and moments.

The acceptable strength design is shortened to ASD. This design approach is a variation of the working stress or factor of safety. To determine the allowed stress in that working design method, the yield stress was multiplied by a safety factor.

Thus, the working stress design approach, or WSDM, has been modified.

Table 17-12 on this slide contains the usual material densities, which we utilize to determine the dead load value. We also offer another item such as the cast and hammered aluminum It weighs between 159 and 171 pounds per square foot.

Different materials exist, such as lead, copper, and iron. A manufacturer’s comment is attached to our steel deck.

The stone structural lightweight, Suspended system, for which the weight is given in lb/square foot.

We have other items like partition and drywall partitions, that contain studs and sheets.

There is a category for walls, whether made from brick or CMU block. The 4-inch CMU blocks weigh 29 lb/square ft. The different finishes category is also given, Terrazzo 1 inch weight 13 lb/ft2

The next table source is ASCE-02. The title is given as the minimum uniformly distributed live loads, L0, and minimum concentrated live loads. The Access floor system office’s uniform loads are estimated at 50 lb/ft2. The corresponding KN/m2 is 50.0.

For the assembly areas and theaters, fixed seats are fastened to the floor). The uniform weight in lb/ft2 is 60.00. The corresponding weight in KN/m2 is 2.87. For balconies (exterior). The uniform lb/ft2 is 100.00. The Si units’ corresponding uniform load is 4.79 KN/m2. For corridors, the weight as a uniform load is 100 lb/ft2.

We continue checking table-4-1. For hospitals, its operating room weight as uniform load =60lb/ft2, which is equivalent to 2.87 KN/m2. Private rooms weight as uniform load =40 lb/ft2, equivalent to 1.92 KN/m2. For Office building live loads, file and computer rooms shall be designed based on anticipated occupancy. For Lobbies, weight as uniform load =100 lb/ft2, equivalent to 4.97 KN/m2.

## Introduction to LRFD design

The next subject is the Load and Resistance Factor Design. LRFD is a method for designing structures so that no applicable limit state is exceeded when a structure is subjected to all appropriate combinations of factored loads. The Limit state is a condition in which a structure becomes unfit.

Structural members can have several limit states. Strength limits state concerns about safety and relates to the maximum load-carrying capacity (e.g., Plastic hinge and buckling).

Servacibilty limit states related to performance under normal service load (e.g., excessive Deformation and vibration). The formula may summarize the LRFD method as applied to each limit state

Σγi Qi <=φRn. γi are factors that are multiplied by loads. Qs are loads whether dead load, live loads, wind, earthquake, etc. Φ is a reduction factor for the strength. While R strength capacity of the member. Φ is a reduction factor for the strength. While R strength capacity of the member. The raised loads, ultimate loads, should be less or equal to the modified strength.

In the next slide, we will check the types of loads and symbols. We start with the dead load, which is denoted as D. The next load is the live load, denoted by L, the gravity load due to the intended usage and occupancy, including the weight of people, furniture, and movable equipment and partitions.

In LRFD, the notation L refers to floor live loads, and Lr, live roof loads. R. denotes rain loads. The snow loads are indicated by S. E. denotes earthquake loads. W represents wind loads.

Snow. In the colder states, snow loads are often quite important. One inch of snow is equivalent to a load of approximately 0.5 psf. But it may be higher at lower elevations when snow is denser. For roof designs, roof design snow loads varying from 10 to 40 psf are commonly used. The snow loads are increased due to bad drainage systems due to accumulation.

### Rain as an environmental Load.

The second environmental load is Rain. Though snow loads are a more severe problem than rain loads for the usual roof, the situation may be reversed for flat roofs, particularly those in warmer climates. if water on a flat roof accumulates faster than it runs off, the result is ponding or accumulation of rainwater. The ponding causes the roof to deflect in a dish shape that can hold more water.

### Wind as an environmental Load.

The third environmental load is the wind load. A survey of engineering literature for the past 150 years reveals more references to structural failures caused by the wind. The most infamous of these have been bridge failures, such as those of the Tay bridge in Scotland in 1879, which caused the death of 75 persons.

### Earthquake as an Environmental Load.

The earthquake loads, it is necessary to consider seismic forces in the design of all types of structures.

## Another definition for the limit state.

Another definition for the limit state is used to describe a condition at which a structure or part of a structure ceases to perform its intended function. Strength limit stats define load-carrying capacity, including excessive yielding, buckling, fatigue, and gross body motion. Serviceability Limits state fine performance, including deflection, cracking, slipping, vibration, and deterioration. All limit states Must be prevented.

We will start to talk about the parameters of γi. The first formula is 1.4D. This formula is applied when there is only a dead load. No other loads exist, which is the case during construction.

In case of the presence of both dead and live load in a structure, the formula is 1.2D+1.6L and add load acting on the roof, 0.50(Lr or snow or rain). The biggest value is shown. The third formula is(1.2D+1.6(Lr or S, or R) +(0.5L or 0.80W).

The loads considered are D& w&L&Lr and roof loads. The bigger value of 0.50L or 0.80 W is to be considered. In the fourth formula, the wind direction is in the direction of the Dead load. The formula includes 1.2D+1.3W+0.5L+0.5(lr or S or R).

The earthquake is acting in the direction of the Dead load. We have 1.2D+-1.0E+0.5L+0.2S plus if the E is in the direction and minus if the E is opposite to D.

We have an exception: The load factor on l in combinations. A4-3, A4-4 and A4-5 shall equal 1.0 for garages, areas occupied as places of public assembly, and all areas where the live loads are greater than 100 psf (pound per square foot).

On the right-hand side are the abbreviations for all the loads used in the different combinations.

Symbols are γ load factor,φ resistance factor, and Ω safety factor.

D &L&W are not necessarily to be loads only but could be shear forces or moments applied to a structure.

Torsional moments may also apply. For instance, if a given moment due to a dead load case is given plus a moment due to a live load is given, then 1.2D+1.6L means multiplying the dead moment value by 1.20 and the live load Moment by 1.60.

Sometimes the shear is given as Ql as alive load shear force acting.

This is explained in the next slide. Note that D, L, W, S, etc are loads in a general sense, which includes bending moment, shear, axial force, and torsional moment. Sometimes these internal forces are called load effects.

Thus, the symbol D means dead load, load moment, load shear, and axial force. So for moments, we estimate the ultimate moments as 1.2Md+1.6Ml. The previous load factors were considered as 1.4D+1.7L can be found in earlier versions of books.

### LRFD Resistance Factors

The reduction factor Φ is not a constant value, but it differs based on the condition of load, tension members, compression members, beams under flexure, and fasteners. Φ=0.90 for tension members (yielding state), and Φ=0.75 is used for tension members (fracture state).Φ=0.90, for compression members.

For the ASD Design method, the loads D&L&W&E are left without multiplying in the load factor. For the strength factor, instead of multiplying by Φ, the design is divided by Ω, which is the safety factor as shown. The first formula: is ΣγQ=D. The second formula is ΣγQ=D+L+H.

The third formula is represented by  ΣγQ=D+(Lr or S or R)+H. The fourth formula is given  ΣγQ=D+0.75L+H +0.75(Lr or S or R). If we draw a graph for the relationship between displacement and load. Rn is the nominal strength.

In the case of LRFD, we multiply by φ so that we will have φ*Rn.  In the case of ASD, we divide by Ω, which is 1.67 for the moment. The values of Ω are shown in the slide, Ω =1.67 in the case of compression. Ω =1.67 in the case of tensile yielding.

The initial slope of the curve starts as a line starting from Zero to yield stress. The ASD value =Rn/Ω.The relation of the Ω value and Φ is 1.50/Φ=Ω. If we Φ =0.90 in bending, then 1.50/0.9=1.67 is the bending reduction factor in The ASD design if the Live load is equal to 3 times the Dead Load value.

This is a link for the pdf data used in this post.

In the next post, We will solve an example by using the different load factors for LRFD and ASD designs.

if you want to see the major changes between Cm#14 and CM#15 regarding the different grades of steel and their uses for steel elements and bars please refer to post 1A.

A very good reference is A Beginner’s Guide to Structural Engineering.

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