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Unformatted text preview: EGN-5439 Design of Tall Buildings
Lecture 05 Loads © L. Prieto-Portar, 2008 Outline
• Gravity Loading
– Comparison of Live Load Magnitudes
– Methods of Live Load Reduction
– Impact Gravity Loading
– Construction Loads
• Wind Loading
– Simple Static Approach
– Dynamic Methods
• Seismic Loading
– Equivalent Lateral Force Procedure
– Modal Analysis Procedure Introduction.
The effect of loads in a tall building is very different from a low-rise building.
The accumulation of gravity loads over a large number of stories will produce very
high column and shear wall loads, at least an order of magnitude above low to midrise buildings. The maximum live gravity loads however, can be approximated from
Wind loads act over large building surfaces with much higher intensities and with a
longer moment arm about the base. These effects are augmented with slender and
un-symmetrical buildings. Wind loads are random and difficult to measure. They
are even more difficult to predict.
In seismic zones, the inertial loads that ensue from the shaking ground may exceed
wind loads. Therefore, inertial loading becomes the dominant influence upon the
building’s shape and cost.
Building Codes tend to be empirical. They are hard to compare with each other
because their rational basis differ, primarily due to local experiences. (Take for
example, the experiences of Miami-Dade County versus the rest of the State of
Florida). With the exception of dead loading, the loads on a building cannot be assessed
– Maximum gravity live loads can be anticipated approximately from previous
– Wind and seismic loadings are random in nature, more difficult to measure
from past events, and even more difficult to predict with confidence.
– Probabilistic theory has helped to rationalize the approaches to estimating
wind and seismic loading.
– There are a variety of approaches to the estimation of loading in the different
Codes of Practice, and most are empirical.
Codes Gravity Loading.
• Dead loading is calculated from the designed member sizes. This generates
only minor inaccuracies.
only • Live loading is specified as the intensity of a uniformly distributed live load,
according to the use of the space.
– In certain situations, such as in parking areas, offices, and plant rooms, the
floors should be considered for the alternative worst possibility of specified
– The magnitudes of live loading specified in the Codes (UBC, FBC, ACI) are
estimates based on a combination of experience and the results of field
surveys. The differences between live load magnitudes in the Codes of
different countries indicate a lack of consistency sufficient to raise
questions about their accuracy.
– Live load reductions may be allowed to account for the improbability of
total loading being applied simultaneously over larger areas.
total Dead loads are calculated just as in a low-rise building, via the tributary areas to the
supporting beams and slabs. The member sizes and the material unit weights are
used to estimate the assumed initial member sizes. Later, actual sizes and unit
weights are used to provide accurate loads during the refined analysis cycle of the
Live loads are assumptions. The intensities are chosen with the intended use in mind,
such as offices, residential, balconies, corridors, garages, etc. The worst possibility
will form the basis for the specified concentrated loads.
Different codes show a lack of uniformity in the selection of distributed floor loads.
Many engineers are concerned that this is an indication of the lack of accuracy of
these Codes. Some consider these intensities as conservative (for example, corridor
loads = 80 psf), whereas others have pointed out that load capacity experiments have
shown that some intensities are underestimating the real possible maximum values.
Finally, the effect of impact loading as a gravity live load is assumed to impose a load
2X of the static load at the point of application (from mechanics of materials theory).
For example, an elevator that is accelerating upwards or is brought to rest on its way
down will impose an impact load upon the cable support system, etc. A Comparison of Live Load Magnitudes
Comparison Methods of Live Load Reduction
• The rationale behind live load reduction is that although at some time a
small area may be subjected to the full intensity of live load, it is
improbable that the whole of a large area will be subjected
simultaneously to the full live load.
• It is reasonable to design the girders and columns supporting a large
area for less than the full live load.
• Different methods of live load reduction allow for the girders, columns,
and walls to be designed for a reduced proportion of the live load with an
increased amount of supported area.
– An upper limit is usually placed on the reduction in order to retain
an adequate margin of safety.
an Live Load Reduction Example 1
• • Simple percentages may be
specified for the reductions and
for the limiting amount.
For example, the supporting
members may be designed for
100% of the live load on the
roof, 85% of that on the top
floor, and further reductions of
5% for each successive floor
down to a minimum of 50% of
the live load.
the 100% 85% 80% 75% 70% Live Load Reduction Example 2
Live • A tributary area formula may be given, allowing a more refined
definition of the reduction, with the limit built into the formula.
• For example, the supporting members may be designed for a live load
equal to the basic live load multiplied by a factor,
equal 0.3 + 10
A where A is the accumulated area in square feet.
where Live Load Reduction Example 3
Live • An even more sophisticated formula-type method may define the
maximum reduction in terms of the dead-to-live load ratio. For
example, it may be specified that the maximum percentage reduction
shall not exceed,
shall 100 ( D + L )
4.33L where D and L are the intensities of dead and live loading,
This particular limit is intended to ensure that if the full live load
should occur over the full tributary area, the element would not be
stressed to the yield point.
stressed Impact Gravity Loading
• Impact loading occurs as a gravity live load in the case of an elevator
being accelerated upward or brought to a rest on its way down.
• An increase of 100% of the static elevator load has usually given
satisfactory Construction Loads
• Construction loads are often claimed to be the most severe loads that a
building has to withstand during its life-cycle.
• More failures occur in buildings under construction than in those that are
• Typically, the construction load that has to be supported is the weight of
the floor forms and a newly placed slab, which in total may equal twice the
floor dead load.
– This load is supported by shores that transfer it to the 3 or 4 floors
– With the possibility of as little as a 3 day cycle per story, and concrete
pumping which requires a more liquid mix, the problem is more
– The newly released slab, rather than supporting the construction
loads, is in need of support itself.
• Climbing cranes are another common construction load. In general, construction loads are the most severe loads placed upon a building.
Most failures occur in buildings under construction. For that reason, buildings that
have “survived” the construction process will rarely fail structurally, unless of
course, they are subjected to unusually high wind or seismic loads not considered
during the design.
Common construction methods will cast a floor every week. Shoring for that floor
will be in place for about four weeks, in order to permit the concrete to attain a 28day strength. That means that shoring is left in place for the four levels below the
active level. Many experienced shell-subcontractors can reduce the new floor cycle
from 7 down to 3 days, especially using concrete pumping. The combination of a
more liquid mix (higher slump) and faster cycles means that some levels
immediately below may be loaded beyond their early strengths. In addition, new
construction equipment, such as climbing cranes and pumps that are secured to the
freshly placed floors may require additional shoring to several lower levels.
The State of Florida has recognized these construction sequence dangers, and
require hi-rise projects to use a special structural engineer, called a “threshold
inspector”, to supervise and approve the construction process until the structure is
finished. This formwork collapse lead to the destruction of one bay of the Westin Hotel slab in
Charlotte, NC. The collapsed slab was of standard design, 21 ft by 21 ft bay, 7-inches thick
and using #7 and #11 rebars. The form was plywood and metal pans (ENR 13 Aug 2001). Wind Loading
• Wind loading affects the design of buildings 10 stories and higher.
• Structures have become lighter and more prone to deflect and sway under
• There are several Code methods:
– The first method is a static approach, assuming the building to be a
fixed rigid body, which is appropriate for tall buildings of
unexceptional height, slenderness or susceptibility to vibration in the
– Subsequent dynamic methods are needed for exceptional buildings,
such as those described in the Uniform Building Code (UBC) as those of
height greater than 400 feet or of height greater than five times their
width (H / W > 5).
width Modern tall building designers are increasingly using lighter concretes, cladding and
partitions. The consequence is that the increased efficiency and lightness of the
structure has also increased the hi-rise’s flexibility (lateral deflections). Increased
understanding of the effects of gust forces and their dynamic interaction with the hirise has lead to several methods of analysis.
1) The Uniform Building Code is a static approach that assumes the building
to be a fixed rigid body in the wind. This method is appropriate for mid-sized
buildings of common height, that are not particularly slender nor susceptible to
vibrations while loaded under high winds.
2) ANSI / ASCE-7, which is also known as “Minimum Design Loads for
Buildings and Other Structures”. This method differentiates between the building as a
whole and the individual structural components and cladding.
3) Dynamic Method is used for very tall buildings (greater than 400 feet, or
120 m), or slender (their height is greater than five times their width), or highly
susceptible to vibrations under wind loads (sensitive to wind-excited oscillations).
4) Wind tunnels tests are discussed as an experimental comparison with these
analytical methods. Over 160,000 windows were shattered. 1) The Static Approach: The Uniform Building Code Method.
The UBC method reduces all the dynamics into an equivalent “static” loading, that takes
into account the effects of gusting and extreme local pressures over the faces of the
building, and the effects of location and the importance of the building to the community.
The design wind pressure p is obtained from the formula,
p = Ce Cq qs I
where Ce is a coefficient that accounts for the combined effects of height, exposure and
gusting (see table on the next slide). Cq is a coefficient that allows for higher pressures for
wall and roof elements; for example, Cq has a value of 1.4 when using the projected area
method of calculating the wind loading for structures over 40 ft in height, whereas it has a
local value of 2.0 at wall corners. The pressure qs is a wind stagnation pressure for a
minimum basic 50-year wind speed at a height of 30 ft above ground, as given for
different regions of the United States in a wind speed contour map. Where local records
indicate a greater than the basic value, use the local value (such as in Miami-Dade
County). The importance factor I is taken as 1.15 for post-disaster buildings and 1.00 for
all other buildings. 2D Flow of wind around a building.
2D Gusting Components
Gusting Karman Vortex Shedding
Karman Pressure Profiles
Pressure Elevation: Positive internal pressure. Plan: Positive internal pressure. Elevation: Negative internal pressure. Plan: Negative internal pressure. The ANSI / ASCE-7 Static Analysis
The Dynamic Methods
• If the structure is exceptionally slender and/or tall, or located in
extremely severe exposure conditions, the effective wind loading on the
building may be increased by dynamic interaction between the motion
of the building and the gusting of the wind.
• The best method of assessing such effects is by wind tunnel tests. Wind Tunnel Experimental Method
• Building models are constructed to scales from 1/100 to 1/1000
depending on the size of building and wind tunnel, with 1/400 being the
• Tall buildings exhibit a combination of shear and bending behaviour
that has a sway mode comprising a flexurally shaped lower region and a
relatively linear upper region.
– This is represented by a rigid model with a flexurally sprung base.
– It is not necessary for the model to represent the distribution of mass in the
building, but only its moment of inertia about the base.
building, • Wind pressure measurements are made by flush surface pressure taps
on the faces of the models, and pressure transducers are used to obtain
the localised pressures on the cladding.
the Objectives of Wind Tunnel Tests:
1. Determine the design lateral loads.
2. Predict the response of the building under the influence of wind loading.
3. Establish the boundary layer profile and turbulence intensities.
4. Find the intensity and duration of extreme winds.
5. Find the influence upon and from nearby existing and proposed buildings.
6. Find the drag, vortex shedding and wind separation from the building surface.
7. Find the building’s dynamic response.
8. Find the loads on cladding and glass.
9. Find the near-zone effects (that is, the stability of vehicles and pedestrians).
10. Establish what is the motion tolerance (occupant’s discomfort).
11. Determine the buffeting created to downstream structures.
12. Determine the possible damage to structures from flying gravel.
13. Determine the increase potential of moisture penetration.
14. Determine the effect of snow accumulation.
15. Determine the effect upon the structure from pollution.
Find the most favorable shape that minimizes:
16. The intensity and scale of the pressure fluctuations on exterior panels and glass.
17. The floor-by-floor shear forces. At left is a model of the scaled buildings surrounding the pressure model (between the
engineers). Notice the round table that supports the cluster. It is used to rotate the
models in order to study different angles of incidence for the wind.
At right is a close-up of the model with many pressure ports visible on each surface
(Rowan, Williams, Davis and Irwin, Inc.). A model of a 600 m tall building is being tested to determine the wind loadings at different
parts of the structure, resonance and the effects upon its surroundings. At left is shown a rigid aero-elastic model from RWDI, and to the right of it is the
diagram showing the gimbal assembly below the table to rotate the model. A typical
scale for these models is 1:400 for a 50-story building. The model is rotated and
measured at 10° to 20° angle intervals, and may have 500 to 800 tiny pressure taps. The
results of these pressure measurements is shown as isobars the extreme right figure,
which is also shown as the block pressure diagram. Wind Tunnel Laboratories in North America.
1. Cermak, Peterka and Peterson (CPP Wind).
1415 Blue Spruce Drive #3, Fort Collins, Colorado 80524
Attention: Mr. Leighton Cochran.
Telephone 970-221-3371 / www.cppwind.com
2. Rowan, Williams, Davis and Irwin, Inc. (RWDI).
650 Woodlawn Road West, Guelph, Ontario, Canada N1K 1B8.
Attention: Dr. Peter Irwin.
Telephone 519-823-1311 / www.rwdi.com
3. Boundary Layer Wind Tunnel Laboratory.
University of Western Ontario, Faculty of Engineering,
London, Ontario, Canada N6A 5B9.
Attention: Mr. Erik Ito.
Telephone: 519-661-3338 / www.blwtl.uwo.ca Seismic Loading.
• Earthquake loading consists of the inertial forces of the building mass
that result from the shaking of its foundation by a seismic disturbance.
• Earthquake resistant design concentrates particularly on the translational inertia forces, whose effects on a building are more significant
than the vertical or rotational shaking components.
• The design philosophy strives that buildings should: – Resist minor earthquakes without damage.
– Resist moderate earthquakes without structural damage but accepting the
probability of nonstructural damage.
– Resist average earthquakes with the probability of structural as well as
nonstructural damage, but without collapse.
nonstructural • Two approaches are used to estimate seismic loading which take into
account the properties of the structure and the past record of
earthquakes in the region.
– Equivalent Lateral Force Procedure.
– Modal Analysis. Seismic: Equivalent Lateral Force Procedure
• This procedure uses a simple estimate of the structure’s fundamental
period and the anticipated maximum ground acceleration together with
other relevant factors to determine a maximum base shear.
• Horizontal loading equivalent to this shear is then distributed in some
prescribed manner throughout the height of the building to allow a
static analysis of the structure.
– The resulting forces are non-conservative.
• This method is simple and rapid and is recommended for:
– Unexceptionally high buildings with unexceptional structural
– Preliminary analysis for exceptional buildings. The UBC equivalent lateral force procedure:
• The structure must resist a total lateral load V, assumed to act nonThe
concurrently in orthogonal directions parallel to the main axes of the
• V is calculated from the formula ZIC
RW in which 1.25S
C = 2/3
T – This assumes that the structure will undergo inelastic deformation
during a major earthquake;
– This takes into account the seismicity of the area, the dead load, the
structural type, response of the structure, interaction of the structure
with the ground, and the importance of the structure;
– The zone coefficient Z corresponds to the effective peak ground
acceleration from a contour map with 5 levels;
– The product of Z and C represents an acceleration response spectrum
envelope having a 10% probability of being exceeded in 50 years.
envelope • The importance factor I is concerned with the number of people in the
building at risk, and the postdisaster importance of the building and C
represents the response of the structure to the acceleration spectrum.
• The curve given by the C equation is a simplified multimode
acceleration response spectrum normalized to an effective peak
ground acceleration of one.
• It is a function of the fundamental period of the structure T, and
the site coefficient S, to adjust for the site soil conditions. UBC
has designated 4 soil types.
• C is limited to a maximum of 2.75 to provide numbers where soil
evaluation is not practical.
• The structural system factor Rw is a measure of the ability of the
structural system to sustain cyclic inelastic deformations without
• W is the total dead load of the building.
• V gives the magnitude of the total base shear that must be distributed
over the height of the structure for the equivalent static analysis.
over Seismic: Modal Analysis.
• In this procedure, the modal frequencies of the structure are analyzed and
then used in conjunction with earthquake design spectra to estimate the
maximum modal responses.
• These are then combined to find the maximum values of the responses.
• This procedure is more complex and longer than the equivalent lateral
force procedure, but it is more accurate as well as accounting for the
nonlinear behaviour of the structure.
• In a modal analysis, a lumped mass model of the building with horizontal
degrees of freedom at each floor is analyzed to determine the modal shapes
and modal frequencies of vibration.
• The results are used in conjunction with an earthquake design response
spectrum, and estimates the modal damping to determine the probable
maximum response of the structure from the combined effect of its various
modes of oscillation.
• This method is applicable to linear elastic systems. Consequently, the
results are an approximation.
results Non-seismic zones in the United States. Mechanical Dampers
Mechanical An engineer checks the load in a jack that has lifted the foundation grade beam of Los Angeles’ City
Hall in order to retrofit the 452-ft tall building (32 story) with seismic base isolators (ENR 25 June 2001). Load Combinations and the factors.
factors. AISC’s Manual of Steel Construction (Third Edition) provides the following
load combinations, to choose the one that provides the largest loads:
6. 1.4 D
1.2 D + 1.6 L + 0.5 (Lr or S or R)
1.2 D + 1.6 L (Lr or S or R) + (0.5 L or 0.8 W)
1.2 D + 1.6 W + 0.5 L + 0.5 (Lr or S or R)
1.2 D ± 1.0 E + 0.5 L + 0.2 S
0.9 D ± (1.6 W or 1.0 E) Flexure without axial load = 0.90
Axial tension and axial tension with flexure = 0.90
Axial compression with flexure (with spiral reinforcement)
Axial compression with flexure (with ties) = 0.70
Shear and torsion = 0.85
Compression buckling = 0.85
0.85 = 0.75
0.75 Example. The axial forces on a building column from the code-specified loads have
been calculated as 200 kips of dead load, 150 kips (reduced) floor live load, 25 kips
from the roof (Lr or S or R), 100 kips from wind, and 40 kips from earthquake.
Determine the required strength of the column. 1. 1.4D = 1.4 ( 200) = 280 2. 1.2D +1.6L + 0.5Lr = 1.2 ( 200) +1.6 (150) + 0.5( 25) = 493 3a 1.2D +1.6Lr + 0.5L = 1.2 ( 200) +1.6 ( 25) + 0.5(150) = 355 3b 1.2D +1.6Lr + 0.8W = 1.2 ( 200) +1.6 ( 25) + 0.8(100) = 360 4. 1.2D +1.3W + 0.5L + 0.5Lr = 1.2 ( 200) +1.3(100) + 0.5(150) + 0.5( 25) = 458 5a 1.2D +1.5E + 0.5L = 1.2 ( 200) +1.5( 40) + 0.5(150) = 375
5b 1.2D +1.5E + 0.2Lr = 1.2 ( 200) +1.5( 40) + 0.2 ( 25) = 305
6a 0.9D −1.3W = 0.9 ( 200) −1.3(100) = 50 6b 0.9D −1.5E = 0.9 ( 200) −1.5( 40) = 120 The required strength for the column is 493 kips, based on the second load
Tall Building Criteria and Loading, “Monograph on Planning and Design of Tall Buildings”,
Volume CL, ASCE, 1980;
Uniform Building Code (1988), Intl. Conference of Building Officials, Whittier, CA;
Simiu E., Scanlan R.H., “Wind Effects on Structures, Wiley, New York, 1986;
Simiu E., “Equivalent static wind loads for tall building design”, J. Structural Div., Proceedings
of ASCE 102, April 1976;
Smith B.S., Coull A., “Tall Buildings”, John Wiley & Sons, New York, 1991;
Taranath B.S., “Steel, Concrete and Composite Design of Tall Buildings”, 2nd Edition, McGrawHill, New York, 1998;
Willis C., “Form Follows Finance”, Princeton Architectural Press, Princeton, 1995;
AISC Manual of Steel Construction, Load and Resistance Factor Design, Third Edition, 2001; Cherry Blossoms ...
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This note was uploaded on 08/29/2011 for the course CES 4600 taught by Professor Staff during the Fall '08 term at FIU.
- Fall '08