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Professional Degree Theses Student Theses and Dissertations

1930

Data for standard curve chord steel roof trusses. Data for standard curve chord steel roof trusses.

William Hewitt Bush

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Recommended Citation Recommended Citation Bush, William Hewitt, "Data for standard curve chord steel roof trusses." (1930). Professional Degree Theses. 211. https://scholarsmine.mst.edu/professional_theses/211

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·DATA lS1 0R S~l\ND.iiRD CURVE CHORD S~rbJ~L

By

'rJilliam He'V\litt Bush

A

TELESIS

submi tted to the faclll ty of the

in partial fulfillment of th.e work required for the

D E G R E E 0 F

C I V I LEN GIN E E R

Rolla, Iiiis souri

1930

Approved by

~-"'-'"''-'-''' ,)

.'~-"--''-~,...........................Prof. of Civil Engineering.

- 1 -

The trus s layout, ellart and ta(Jles 1iVE;re

compilod for the ..~ tlEts' Iron l~rorJks, st.

Louis, Missouri hy the writer and are

presented. to tlle Department of :'01vil

l~~ngineering, I\~issouri, School of ?t1ines

and lliIetallurgy, Rolla., r~lissouri in the

form of a Thesi,s for the Degree of

Civil Engineer, 'by permissi()TI. of the

Compt~ny.

. - 2 -

Page

TRUSS DESIGN .•• curve chord steel roof ------- 5

V~IGHTS ..•determining weights for vary-ing span lengths ------------------ 9

DETAILING ... structural steel ---------------- 11

CO:NC LU[)I ON .. -.;...~------ - -- -- -- - - ----------- -- --- 12

... 3 -

Drawing Number 1.

standard curve cttord steel roof truss design,layout and calculations for shop detailing.

Drawing Number 2.

Vireights for curve cl10rd ste.el roof trussesfor different roof loadinITs and spanl~)ngt}l.s of 25 1 _0" to 100' _ou •

Graphic cJ.lart for deterrnining the allovvablestress of two steel structural anRles fordifferent roof loading •.

Drawing Number 4.

Table for the size of o~ord angles for dif­feren t trus s spans; 16 t _0" bays, 45·#/sq. ft •total roof load.

Drawing Number 5.'

Table for the size of chord angles for dif­ferent truss spans; 2·0'-Ou bays, 45:/J/sq.ft.total roof load.

Drawing Number 6.

Table for the size of chord angles for dif­ferent truss spans; 16'-Oft bays, 60:-M/sq.ft.total roof load.

Drawing Number 7.

Table for the size of chord ~ngles for dif­ferent truss spans; 20'-0" bays, 60.;~~/sq.ft.total roof load.

- 4 -

~~ TRUSS DE;SIGN ~~

In the past the Engineering Department of

the structural steel company, by which the writer is

employed, has been troubled with having to make a large

number of prelj.minary steel truss designs for the pur..

pose of esti:nating weights for competitive bid,s on

structural steel building contracts. In order to

eliminate this expenditure of time, a study was made

of the possibility of making a standard design for

curved chord steel, roof trusses that would give the

desired information by observation.

In making this design the necessary fac­

tors to be considered are the change of chord mem­

bers for the varying roof loading and spans. The

chord members would change in size for the differ­

ent spans but ~he web members, having very little or

no stress, would remain of the same section for all

span lengths.

A const~nt for the radius should be deter­

mined j in order to take care of tb.e cha.nging of the

span lengths, so that all truss di:::lOO.nsions, when re­

duced, would be proportional. By taking a truss'

- 5 -

of a 100' _0" SpHn, centr:::r to center of bearing, for

the key truss, all dimensions for the shorter spans

will then be directly proportional to the dimen-

siona of the key truss.

In determining the radius for the key truss,

the approximate bending moment of the truss would be

calC'lllated for a t~tal roof load of 45f//sq .ft., trusses

spaced fol'" 16'-0" bays, that is, the bending moment,.,·

is equal to the total truss load times the length of

the span, center to center of bearing, divided by

the constant 8; then the c11.ord stress is equal to

the bending moment divided by the desired depth of

the truss at the center. The actual depth of ttle

truss at the center is obtained by trial d.epths until

the resulting compression chord stress requires the

use of economical sections which are carried in stock

or are obtainable when desired.

The most eBonomical center of span depth,

determined :rrom the approximate meth.od, is found to'

be about 12'-0". The depth of the truss novv known,

the radius is fOUl1.d by simple trigonometry. The radius

for that depth of truss vvauld be approximately 110 1 -0",

or 1.1 the length of the span. The 1.1 of the span

- 6 -

length for the radius is used for all length of truss

spans. The most de§irable panel spacing for a

l()O' _Oft tl"USS is ten panels. In checlcing back for the

fibre stress in the compression chord angles, on a

10 1 _On span, the arlgles would be subject to. an e:c­

centric moment due to the cur"ve of the .top cl10rd t

a bending moment due to the roof load and the chord

stress. For the key truss this fibre stress is

a.bout l0700/t/sq .in., where the allowable stress is

14800#Jsq.in., taken from the A.I.S.C. compression

formula.

The truss layout, shown on Drawing Number 1,

shows a curved chord steel roof truss design that

is worked out as the standard truss design on the

basis of a radius of 1.1 the span length.-The stress

diagram gives negligible stress for all the web mem­

bers; the smal~est size structural shape is used

for all spans or l-L 2~!·tx 2~nx in. These angles are

crossed in each panel to shorten the unsupported

length so as to take care of any compression stress

tha t might be applied, due to eccentric load.ing of

the truss; also this condition is to eliminate the

use of vertical web angles at the panel points.

In order to determine the compression chord

- 7 -

angles for the different spans, a plot of the most

used roof loadings against the allowable stress for

the chord angles is shown on the graphic chart,

Drawing Number 3. The compression chord stresses,

Uflsupported J.engtl1., of angles flnd the maXimU1TI span

tl'~at the chord angles sb.ould be used for, as determined

fr)om tlle grap}1ic Dra\ving Number 3, are compiled. in

tSlbles, Dra\l\Tirlg t~umbers 4, 5, 6 & 7.

The chord angle~ to be used for any truss

sI,an can readil~:r be obtained b~l T-eferring to the column

h€~aded ff,l\ngle.s for Span". Tl1e stresses in the compres­

sion chord angles, for any span, with any loading,

can be obtained by proportional reduction from the

l{ey truss.

- 8 -

In order to reach a close approximatiort of

the weigb.t for trusses of any Spa.l1 length, the truss

members should be separated into constant sizes, pro­

po~tiona~ sizes and variable sizes of members and fit-

tlngs. These divisions ~ere mad~ as follows:

Constant members:

proportional members:

VariarJle meml)ers:

\"V'eb rivets'Neb platesanchor bolts

wel] anp:J..esSlJlic.e platesend platesbearing platesstitch rivetswood bolts

com. chord anglesten. chord angles

The size of the detail::members and fittings

of the truss, such as rivet quantities and plate di-

mensions, were determined by making a large scale

drawing of a 100' _0" truss. The total \vei,(;:r~t for a

100 t -O" truss was computed for each loading. In

reducirlg tIle s pari lengt:hs by orle foot, the con.s tant

would carry·on, the proportional would reduce one

percent arld the variat'le, Ol~ tb.e chord angles, V\Tould

reduce on account of tb.e reduced length, in. all

- 9 -

cases, and for size of members where the span length

rectuires the reductioTl in size of angles. p:y follo\Jv'irl;~

thi s proced.l1r e, s [1 ti s fae tor~T a pproxir:l8. te \vei ~st~ts vrer~e

obtained for all i~terval span lengths of one foot,

from 25' _ou to 100' -0". The \veigt.ts '~Tere figtlrecl for

the most ltsec1.I~r;of loadings 8.11(1 1Jlli]~c.ing bay spacin.g.

Tlj.esE~ 111vei£(h.ts H.l·~e gi'T8rl tTl te 1Jle O!l Dr8.\vir1.[~ lrum1Jer~ 2.

If it is desired to find the weight of a

truss, that tIle cond.ition of lO[J.ding~ or l)ay spacing

is different, the arJpl"lQxillla te \vei€sh.t. ca11 be obtained

by interpolation.

- 10 -

It is necessary to determine all panel and

diagonal dimensions for curved chord steel roof truss­

es for making shop details. These dimensions can be

o1)taine(i fox· arl:>r tr1.1SS span by tal{irl,g the percentage

of the desired truss span length of the key truss

dimensions. For example: with a desired truss span

length of~ 82' ..9", the d.imensions ,vo1.l1d be 82.75% of

the dimensions for the ~ey truss, since all dinen­

sions reduce directly porportional to the span

length. The stresses in all members are reduced by

the same procedure. It is obvious that many hours of

time can be saved by this method of calculation.

- 11 _.

The standard curved chord steel roof truss

design, proportional dirnensions and the table of

weights for) the most freq.uently used t~Tpe of truss

for garages, small theatre bUildings, o~e story ware­

houses, airplane hangars and factory bUilaings; will

und.QulJtedly pI'~ove ir:,valuable as a t in18 S~1 ver botl"1

for th.e Engineering ana. Es tima ting })epartment.

- 12 -

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