The Effect of Earthquakes on Reinforced Concrete Building Design

--TliE EFFEC'I' 0]!' EARTHQ,UAKES 01~ R.SI:~:?ORCED CONCRETE

BUIJ.JLDIG DESIGU

for

T1;.e ~:is in Civi l Engineer inf, Department

CaliforLi a Insti tute of '.::'ec:m10logy

Pasatena, California

by

•

•

THE EFFECT OF E.A.."l1THQ,UAKES ON RETNFORCED CONCRETE

BUP .. DING DESIGN.

The building under consideration was the

Pasadena Furniture Building, on East Colorado St. ,

Pasadena, California. It is a modern reinforced

concrete building that may be classed as a

ware-house of flat-slab construction.

Tnstead of checking up over the entire

build-ing, one wall column and one interior column of

one row of colu..~ns was taken as an example of the

existing design, and calculations made on these,

from the roof to the basement. It was thought that

this would be a fair assumption, for the building

is es~entially a warehouse with regular column

spacing.

In place of the forces that would result from

earthquakes i' o:·a ~hori?ontaL force of ten percent of

the dead weight of the building was used.This was

thought to ·be conservative, because the

earth-quakes are not always of the same magnitude. The

average quake has an accelaration of from two to

•

A ..

•

six feet per second per:. second. Computing the

accelaration that would result from a force of

ten percent of the dead weight, it would be

F = ~ , or a= .!_g , =_l_ 32.2 = 3.22 ft. per

g m 10

second per second. This is seen to be a

con-servative figure. It was found after obtaining the dead weights, that they differed very little

from each ot~r on ea.ch floor (roof excepted) • So

an even figure was used to simplify calculations,

20,000 lbs. for each floor and 40,000 lbs, for the roof .

The forces were assumed to act similarly t.o

wind forces. That is, one tenth of the dead weight

above one floor was assumed to be the shear on the

center of the column directly below that floor.

The stresses and moments were found by the Portal

~ethod. The assumption

(

1

)

is made that the moment

M M M'

M

'

iii

•

in the columns is zero at the point M. Also (2)

the horizontal shear in any plane A-A is divided

by the number of aisles, therefore the outer

col-Ut~ns take one-!:lalf the shear of an interior

col-umn. In this method of computing stresses, the

difference in crossection of the columns does

not affect the result. A diagram of the bending

moments and direct stresses in the various members

for columns?, 18, 29, and,39, will be found on

page 23 and for the ... plane of columns passing

north and south through column 18,on page 48 .

The roof beams and girders were checked and

found to be sufficiently strong for bending. The

required size of flat slab for the bending

mom-ent caused by earthquakes was found to be 28.211

deep. Such a depth would be out of the question.

It was therefore necessary to change the style

of floor construction from flat slab to beam

and girder construction.

This was one of the most important results

brought out by the investigation. This means that

if reinforced concrete buildings are to be designed

•

to withstand earthquake stresses, i t ~eans that

i t would be necessary to design for beams and

girders. This would mean deeper head room than

for the flat slab construction as designed,

neg-lecting horizontal forces, but as flat slab

con-struction, considering horizontal forces is out

of the question, i t is the only way out.

A typical design of the floor system

neg-lecting horizontal forces is given on page 29.

It was assumed that the live load of 125 pounds

per square foot as not acting, for t~is would

~ut an unnecessary burden on the members. The

bending moment caused by dead weight was added

to that caused by the horizontal forces. The

neg-ative bending moment caused by the dead weight

could have been calculated so as to neutralize

an equal amount of positive moment, but this

was considered to be negliglb~e.

The shear at the center of the columns is

the greatest and the shear at the interior

col-umns is twice as much as that on the wall colcol-umns.

As the columns are, (with hooping) thev are strong

•

enough to stand the shear. The longitudinal steel

will almost be sufficient to stand the bending

moment and the direct stress. The method followed

in finding the direct stresses gave values for

all columns, but the direct stress on the

inter-ior columns are neutralized because of the

dif-ference in direction of the forces.

All columns are square, that is the core is

circular with two inches of concrete outside of

each end of a diameter, this makes the side of

the square column four inches greater than the

core dia..~eter. In calculating for the necessary

steel,.d" will be taken as equal to the core

dia-meter plus two inches, "b" equal to one side of

the column. Taking into account a reversal of

stress, it necessary to have the same amount of

steel on opposite sides of.the col~n. The bending

moments is twice as much on the interior columns

as i t is on the wall columns.

The above calculations were made also with

horizontal forces acting north and south directions,

•

as far as they affect colurnns 7 and 18. No change

will be madein. the colunins to stand the direct

stress, for the forces cnn only act eitbil" north

and south or east and west. It will be necessary

however, to add steel on the north and sou th sidt~S

of the columns to btand the bending stresses.

The amount of stress that the steel that was

originally in the colunins would stand was

consid-ered and applied to that necessary to stand the

bending moment. The amount of stress that was in

excess of that which the original steel would

stand was assumed to act at 16,000 pounds per

square inch and the extra steel placed at thet

point. With the forces acting east and west

extra steel was needed on all floors for column

18 and on floors 8, 7, 6, and 5, for column?. For

the north and south forces steel was needed on

all except the first floor and the basement for

col 18 and on floors 8, ?, 6, and 5, for column 7.

In the calculation of the steel needed in

all beams and girders steel is needed both in the

top and bottom of the· members. Only half of the

•

steel was carried to the one quarter point on

each beam and girder. As very little steel was

needed to be added to each column, excepting

col-wnns on the 7th, and 8th floors, the extra steel

was only extended to the quarter point on each

side of the floors, excepting on floors 8, ?, and

the basement. The volume. of concrete in the

col-umns was assumed to be the same in the old and

new design.

The final results show that there is very

little difference in the amount of concrete in

both designs, but the amount of steel needed in

the new design is more than twi.ce as great as in

the old design.

There is the question that if the original

building had been of beam and girder deaign.1'.

whether there would have been as much difference

in ther·amounst of steel needed. Off hand it seems

that the amount of steel needed would be about

one and one half times as much, as when neglecting

the horizontal forces.

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