The Effect of Earthquakes on Reinforced Concrete Building Design

Citation

Fricker, Felix Oscar (1926) The Effect of Earthquakes on Reinforced Concrete Building Design. Bachelor's thesis, California Institute of Technology. doi:10.7907/RSEP-P304. https://resolver.caltech.edu/CaltechTHESIS:06232015-084609771

Abstract

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 warehouse of flat-slab construction.

Item Type:	Thesis (Bachelor's thesis)
Subject Keywords:	Civil Engineering
Degree Grantor:	California Institute of Technology
Division:	Engineering and Applied Science
Major Option:	Civil Engineering
Thesis Availability:	Public (worldwide access)
Research Advisor(s):	Unknown, Unknown
Thesis Committee:	None, None
Defense Date:	8 June 1926
Record Number:	CaltechTHESIS:06232015-084609771
Persistent URL:	https://resolver.caltech.edu/CaltechTHESIS:06232015-084609771
DOI:	10.7907/RSEP-P304
Default Usage Policy:	No commercial reproduction, distribution, display or performance rights in this work are provided.
ID Code:	9031
Collection:	CaltechTHESIS
Deposited By:	INVALID USER
Deposited On:	23 Jun 2015 16:31
Last Modified:	16 Aug 2023 22:04

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-- TliE EFFEC'I' 0]!' E ARTHQ,UAKES 01~ R.SI:~:? ORCED CONCRETE BUIJ.JLDIG DESI GU for T1;.e ~: i s in Civ i l Engi n eer inf, Depart men t Cali fo r Li a I nsti tute o f '.::'ec:m10logy Pasate na , Cal i for n i a by Felix Osc a r ~r i c ke r J une 8 , 1 926 THE EFFECT OF E.A.."l1THQ,UAKES ON RETNFORCED CONCRETE BUP..DING DESIGN . The bu i lding 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 warehouse of flat-slab construction. Tnstead of checking up over the enti re building, 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 a re not always of the same ma gnitude. The average quake has an accela ration of from two to ii 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 conservative 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 si mplify 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 di rectly below that floor. The stresses and moments were found by the Portal ~ethod. The assumption (1) is made that the moment A .. • M M' M iii M' 1 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 colUt~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 moment caused by earthquakes was found to be 28.2 11 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 me a ns that if reinforced concrete buildings are to be designed iv to withstand earthquake stresses, it ~eans that it would be necessary to design for beams and girders. This would mean deeper head room than for the flat slab construction as designed, neglecting horizontal forces, but as flat slab construction, considering horizontal forces is out of the question, it is the only way out. A typical design of the floor system neglecting horizontal forces is given on page 29. It was assumed that the live load of 125 pounds • per square foot as not acting, for ~ut t~is would an unnecessary burden on the members. The bending moment caused by dead weight was added to that caused by the horizontal forces. The negative 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 columns is twice as much as that on the wall columns. As the columns are, (with hooping) the v are strong v 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 interior columns are neutralized because of the difference 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 diameter 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 it is on the wall columns. The above calculations were made also with horizontal forces act i ng north and south directions, vi 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 a nd sou th sidt~ S of the columns to b tand the bending s tresses. The a mount of stress that the steel that was originally in the colunins would stand was considered and applied to that necessary to stand the bending moment. The amount of stress that was in • excess of tha t 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 act i ng 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 fl o ors 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 vi i 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 colwnns 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 columns 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. viii /!YDEX I D <:>we:;/ Ylle<9.b.f , ~.:,.. 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