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131

351

THS A CC‘MPARATWE INVESTIGATION

(,4: TWO BARN TRLSSES

Thesis in the Degree cf B. S.

MlCHlGAN STATE COLLEGE

R. E. Wright

1942

TH ESIS

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Aexnowledements

The writer wishes to express his apireciation

to Kr. ” L. Allen, Kr. C. A. miller, Mr. J. E. Eeyer,do

Professors of e ?

Jefferson, Pro

their k'nd assistance in this study.

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Introduction

”he earliest earns in this country were crude log

buildings that were hewn from trees and constructed by the

farmers themselves. The second era of building introduced

the country carpenter or practical builder who spent weeks

essemolin5 the heavy timoers for the frame before the actual

raising took place. xortice and tenon joints were used,

fastened witn wooden draw pins. hany of these barns still

stand today as evidence of the ability of trese men.

cf

It is the purpose of this study to design so

types of trusses for a smell barn and compare them as to

cost of material and storage snace.A

Construction

The following designs are of a scissors truss and

P!

a gambrel truss. The desi ns have been made USll Kidders

v 7 ~ 9

nandooos and supplement hanual of Timber Connector Con-o)

H!

e

struction.

The stresses in the mexnbers of the trusses were ob—

tained by graphic('1 solution‘ and are listed in tables 1 and

2 in their respective designs.

‘he trusses are spaced farther apart than in most

ns, tne most common spacing being two feet on cen-

ters. In place of the nailed and bolted joints Teco toothed

ring connectors have been used. These connectors may be ob-

tained from the Timber Engineering Co;;osny. The assembly of

the join: is made by insertin. the toothed ring connector

between t;e two demoers and inserting a special bolt through

he hole in the members. A ball bearing waoher is then placed

,

\v

a.

er tLG bolt and a nut turned o. with a ratchet wrench thus0

drawins the two members to;ether forcin.:3 the toothed ring con-

nector into the wood. When tne two members have been drawn

tightly together the special bolt is removed and the reéular

fl

machine bolt is inserted, tihtened uo ard the joint is com—

q

oleted.

finen the trusses are completely assembled they are

then raised into place and fasteneed to the plate. Then the

0“

sheathing and roofing job is done, completing the roof.

Design of Scissors Truss

In the following design of a scissors truss the

stresses were determined by a vertical equivalent wind and

snow load + a dead load. This method of loading was used

IN},

because 0 the gable type roof which will give approximately

,3

when separate dead and live{)3

equal values to those secure

loading are applied.

This type of truss, which this writer has never

seen used in a barn, was used as an experiment and to give

a contrast in the comparison of the two trusses.

Oneethird Pitch

Tan 6 z 10 : .3687

H UI

Trusses Soaced 4 ft. on Centers

Roof Area = 18.03 x 4 = 72.12 sq. ft.

Equivalent Tertical Sine & Snow Load — 85$ / sq. ft.

Shingles - 3k / SQ- ft,

9)

311e thing = 4% / sq. ft.

U (D

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261%ka

Ceriin of hembers

Southern Yellow Pi e number 1 Com.z:on Grade

Allowable ——--

coworessive stress - 13 0% her Square Inch

Tensile stress - 13'3F per Square Inch

Stresses aken from Kidders Handbook

Joell‘oer Ly,l, E);

In Cou~ressio1 85:2 a 5.58 souare inch area recuired

1304

1 Ratio = 13.o X 2 : 27

'5 a" '

Use “” x d” Tirnb er Actual Area : 8.94 square incn

hemoer 0,2; u,l

Use same size as 5,1 for balance & continuity in upper

cnord.

1 _‘ ~ . fa /\

u’ab‘hber G’l, u,‘.t

In Tens1on case = 4.85 square inches required

17‘ o.5de

Use 2” x d” hemcer

hemoer 1,2; 2,5

Use same size as for G,1 for balonee and continuity.

hemoer 2,5

§§2u = e.1 square inch required

15cc

Use 2” x 10” member to provide room for Connector Spacing.

(i)

stud Lesién

"I .,.. ‘1 ,-

uOlUml FDILhiu H EL!

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rk‘ H I’ L

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‘1 '- -\,v- -\

I = o1allcst noroot of Inertia

L = Lenttn of Column = 10 feet

Pei = 3.14? x r,sooLc;o x 32 = avao I = on‘ ' raid lo

‘1 X luau w

P. 5753# Allowable Actual = 84CO

(J

n. H

= 10 X 18 30H

3

'l" A “ . " M 1 .7 ' v " - ‘, . \ o“ r‘ . ,v‘; 4' R ch. 4-1- A

For Sbuuglhfl use b~o‘ i c mumCEIH nailsu toée n r nlbd a

splate consistiig of “-c x 6" member nailed together.

BébCf 2 4 square incn area required

éSize of studs 'ives added strength and a good foundation

__—-‘ -‘~.-o-—-

JOint 1,2

cIOint 1,3,

- t; . ‘4 A ' , , —,o_« . '1' 'L

,‘I’ 463 pleat-J”: C f7: 3111.16Ct71 uric; 131.33.1L-n b.

.t

.r. 1 - p -‘ . IN “’ ' ' - Ozflii‘":l

ni-o.ao1e stress er vonnector _ eager

JtTCSS : *“

Use a — 4” toothed ring connectors

’73:: C; — 23/4" bo=ts 6:” long

Use T plywood guss;t plates 1*” x 15" x l”

B C

aaxihum load = 6&20 v 5145 = 1539 lbs.

n r- (a ." ;-_

= coaujConnector

hin Connector

Ijge u C .lOUg;

r: 1 f".

U , ‘2 a

Lhkimum 136; = 7533 + 1200 = 7030#

1-4” Toothed Hing Connector :223“m

éQOfi1—2 5/5 Toothed Ring Connector

connector values

stress 2580 x 1.35 = 3560f oer connector

Use 4-2 5/3” toothed ring connectors blaccd

-oncentrically inside 4—4” toothed ring connector

Use 2 l” colts 5" long.

-_¢-~‘--—I-r.-.o~-~

~‘

591109 3631 n 13 lemosr 3,1; 3,4

(:}

Required 5 — a x d” x 13' boards

a

allowacle th688 per connector (I:

{1'

(U

k‘

%\

—_--'-“..-F-.

7-— u .\ D- o

u€91 n o: neel Jelnt

wr-' fr" uoco.cx mum stress = 935

, , - - ., , _. "‘ 1.")

Angle CBtWEEH hemcr S = 30 ue'

l tooth ring 4" = 3330

,5 J— ' . ,3, .3 . ’

cue b3 W nu lfiau and a

4175 X 1.33 X 1.01 : 5350f

‘<

H :3

U)

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C.»

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I

#1-

toothed rim; connector

_—-—_A-u-"- --

2.

'gage]:

-/6':163/.

6‘

4-

771"(calcite/02.:

a-*

BO‘I'.)6.1.“?

'4"

.8

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7"-

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If,CONNIClacs

['8

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722(1th

SID/veto

4'on

Cam/12.:

Herr3

Scale»

/=Jo

2236"

.‘1(:

2-

'91.3547:

-/6°-rIc'rI'

6‘

4-

7.“?(Chute/02.5

a-i,

5047”.)

6.2.0»?

I’4"

7.5

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nausea-.5Spawn

4an

CINIZEJ

FM].3

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ScaLc——

/'=J-‘O'

Heel Convection

norizontel Force Cutwerd = 5580 x cos 310 41'

= 5520 X .350; = 554

horizontal Force Inward : 5320 x cos 210 43'

= 56°C x .9284 = 540

horizontal reaction a heel joint

: 5540 - 5400 = 140%

Allowable load per lineal inch of penetration

15 d nails : 38%

2” penetration

NO. : 140 : 1.35 nail.

75

Toenail trues to olate using 4 15 d nails

Cost Estimate

Lumber

3 — *" x e" x 30' = 40 board feet

4 - E” x 5” x 12 = 48 board feet

1 — ;" x l‘" x 4' : 4 board feet

SUM 53 ooard feet

10; Haste = 10 board feet

Total 103 board feet

CoSt of Lumcer - £54.00 / 1000 board feet

Cost per Truss = 102 x 3.054 = $5.50

Cost of Gussets = .50

05.00 per True 0:

Roof Area = 3(13 x 43) : lelO board feet

iei; x .54 = $51.50 Cost of Sheatning

.LV'JU

Shingles

1513 A g".00 = .103.70 cost of shingles

LUu

Hardware

4 - 3 5/3” toothed ring connectors

14 - 4" toothed ring connectors

4 ~ 1" oolts 5” long

11 - 3/4” bolts 6” long

30 glcte washer 3% x 53 x 3/8

Cost of nailitre

Cost of connectors - (3 x 18$ - $3.25

Cost of bolts = 15 x 10 = 1.50

Cost of washers = 30 x 10 = 3.00

Tote Cost of Hardware = $3.75

Cost of Trusses = 11 x $5.00 = $56.00

Cost of Sheathing = 81.50

Cost of Sningles = 105.70

Cost of Eerdnere = 11x23.75 = 74.2”

3337.45 = Total cost of roof

Earn 30 feet x 4; feet

8 — sows 5F feet X 14 feet witn 13 foot drive floor

Under Truss

Ares - 3 (13 x 3) = 90 square feet

Allowec

: C;

r.

lJ‘lS

fi,:A“

\JU

(a A hf. n

N (VJ 1’. 1‘1. n’j‘i’YS) ‘t'd‘:

e socce for storore\J UL—(vk \J ‘ L U‘- C‘CJU

C11 .

fl": h f"

('Véf’v‘

—-———

500

t "in

time

30' x 14 x l = 420

43 = .34 tons per

50

to settle.

.4.

I‘au

3“!

bu .

of 1 ton of loose

e of

Ft.

0)

(‘f‘

L)

H m

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H d J D

storage space

'I‘ ":1'

1101‘

maximum storage under roof

ditional

tons per

Desibn of Gomorel Truss

-10-

a gambrel truss, the truss should

approximate an inverted catenery curve to gllc the best

place ent of materials for arch construction. If, therefore,

the joints of the gamerel fell on or near the curve, the

best roof truss will orobecly result.L

Con on practice sews, however, that this first

Drafter i. set at a oroximetely 600 to the horizontal and

the second rafter is set ot spiroximetely 300 to the hori-

zontal. Thus in the following design, toe values of 600

and ECO, respectively, were used.

Nomo

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Design

Trusses spaced 5 feet on centers

800 ritch Hind Load SOs/sq. ft. snow Loe. : 5.5% / sq. ft.

Roof Truss: 3.0% / 80- ft.

('0

»Q

r—h

c+

Shingles = 3.0%

Sheathing : 4.0%

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C "5

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Tote :12.5# L0

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Des: Load

300 Pitch sine Load 24#/sq. ft. snow Load a 15.0%

Roof Truss: 5.5%

\\

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(O

.,0

’4)

6+

Shingles = 7.0% so. ft.

SLleat‘1j-ng - Aob‘lv // SC oft.

Area = 10 x 5 = o0 sc. ft.

Wind Load a 50 x 24 - 1200¢

Deed Load : 25.5 X 50 = 14 on

Table 3. Stresses a; Scaled from Figures

Deed Live Load Live Load Size

Lezoer Load otre.s Stress Horst of

stress hindwerd Leeward Comoinetion Members

8,1 —Soeb —5§§C +£30 —9,387 ?” x s“

0,2 -15o8 -tg;0 +570 -5,LLB 8" x 8W

D,3 ~110o -;e,’ +750 -4,735 2” x 8"

5,4 -213o - to; +750 -8,:20 3” x 3”

1? — e43 -?330 -0— ~3,;”0 2“ x 5”

23 + 5.5 +1 10 ~12“ +1,555 F” x 8"

1.14 ;1§J_.1 ~1’7o0 ~0— ~41,ij 2,.” X 8”

l:L + 4 0 +5750 +2,590 +3214© 2” x 8”

4,L +1173 +5lCO -2,8'0 +7L§20 2” x -”

I-

4..

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lil‘ill'l’-’ll

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IIIIIII

11'

; -11

/

~11 1-1. 1 '1 ., ' ' -. . ,, o n _., -,.~,,.

oafldtLJEI‘n Yellfiis- (11.23 1w...'f":31” 1 vO..1...OI’l ul’cue

" {onr‘

Congressive stress : Cock oer so. ft.

Tensile Stress : 15007 per sq. ft.

1 I 'I . rJ‘r Ila .l‘ . - .4 :I’.- I'“ ‘N .

otIeSStS t zen from hidoers henccoon

memoer 3,1

_ . ,—. '7 “ '—

l = g. o v -1 x U = a) 0 do

(A K-)

p II = 3.33 so. in. area required.

.4 .q

0')

(D

3

. ' l. .' v — a‘ n r n (‘V O v .

a A o” lender cCtUul area : 1e.s so. in.

nemoers C,o - 0,5 - 5,4 will oe constructed of 3” x 3" lumoer

\}

also to meintdin continuity in the upper chord of truss

lenders are safe as all conpressive stresses are smaller

than for 3,1.

Lenter L,1

A = 9140 = 7.62 so. in. reouired

Y - n I..." "‘ P, ,“-‘,-~ I .| ,~ " N I'\ 9o

Lee a" x 5' seeder ACtUul nrca = 1s.2 so. in.

u‘" "I I-‘ ‘ .

of¢Gii DEBTS 1,5.) - U";

A = 4 %3 = 4.33 so. in. reouired

E” x a” render will 0e used as L,1,3,4 end L 4 1 99 : "-J

are continuous grocers.

‘1 ..‘u '1

' 1 r ;-— '.‘-- fl ') I‘. C. 4- ' I~ .‘

Area = luud = i.s sc. it. requireu

lieu

Use 2” x 3" member to s"pply ample room for con—

---.--o—~ _—-‘--

r‘rN- I - ~7- 7. ., - fip‘lr.

D6911. 1.1“-th :‘-:\A-C:l\-)LE = (JUOO

maximum Live Lou; hecction = 1110

'—. W a Lr ‘ A *4. '

rive = TQUQl Laue {er JUUQ

r. fl is" X 0” [110413017

' .I' -”' 1 ' ' . " "O . '1 "" W"..— ‘. r“. " r.

FOR : " SUI :: 6.14: )x 1.3 111‘) k cg : J( ‘0 I 8 0Y1” = .3 X 4x“

5 I" r‘ I _.— 1 (N

11 & X lad“ w L;

I 7“.0 g h

f‘\ r‘. 'Zf‘

l : 1;." X 1.; = vU

Ci ‘1

T .-, C2 I :1" ». -. '1 c. c . ‘ . ~r" ~ -"~ + v- *1“Lee 0 — ~' x c pICCLb i~ rcet long noiles toseuuer,

‘ *- ,. , ,. ._ . , ' ,-. ’ .' .,- A “ n O” . 9 II _ -. .- ' 1 ,3 4. 1., ,._

With a slate causist11; w: c‘m x c meucers h011€u togetucr.

placed 5 feet on centers.

~-----'—--—-

Ties

V’". '. 1' I . 4.. fl ~

backllflJ... .4'3I'12311'vo fierce 01". u H H C.

m h I" II

C1

C_3

hr.

4..

01

.1 1

O

[U

)c

ll 3H (J

I

H H rn

D)

C3

O

lfi_

51$ Area 13333 = 11.81 sc. in. euuirec

DJ

feet 10m: attached tn both end\J

V-

IOm either end ts resist theCI

(f

¥~

C ('4

Cu

Ft.

trusses an; ugC secs ‘

horizortbl turust.

Joiot Eesigns

Stole Joint

_ » ~ ' W. ’ CI . “r 11' _ 34 I _‘ v" 'v‘ .

f;luL: Laden iron nunucl of linoer Connector

5.. .

vuwcer.- w.ta \— V .

1

I

(1"

Construction. oupclsgen

.,.A.,-.,TV ‘ ‘ \f‘In'. ’\ ‘ ‘ '2 '. , ,'_

J“ ‘3: :: {Eu-0v X an u‘v’ = -.(-.C‘L.-’{r

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O c+

J H m

3 - b/é" Bolts 3“ long

v . - -, .0 f) . " G l ‘,~ , n .2 .T‘: H .. ‘ - Q -: ‘r

Use piece or u" i is' uo-ru lo 10D: ooLte. to stem

‘ ' 3‘ .0 J. , ‘ l' 4‘- - r‘ 1 $' r‘ J“ " r '- , Q _

slue oi truss nu soole to QCL as gusset.

- 9 a v TJoint ~,u,u,u

.. r“ fir- .- , .A‘ :,~;1v— " r- ("xv- ‘0'

VD V : -s/oo x 01“ cu” = slcb A .o = muoor,

’ r 15;. ’.:l/\1 “f :‘ ' ‘2:— r—v" v

V2 T : -looa X Ola b 3 = luvd h .Cuv_lUuu$

’

r: "I. r.‘ - ‘ ’ry-‘ .

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