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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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UCACV _-"' - (J‘Lu
Des gm )1 Jemsrel Truss
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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.
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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
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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
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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:
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—_--'-“..-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
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toothed rim; connector
_—-—_A-u-"- --
2.
'gage]:
-/6':163/.
6‘
4-
771"(calcite/02.:
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BO‘I'.)6.1.“?
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.8
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If,CONNIClacs
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(gnarl/0&1)
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722(1th
SID/veto
4'on
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Scale»
/=Jo
2236"
.‘1(:
2-
'91.3547:
-/6°-rIc'rI'
6‘
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6.2.0»?
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7.5
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2236"
nausea-.5Spawn
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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
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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.
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c+
Shingles = 3.0%
Sheathing : 4.0%
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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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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 -”
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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
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4..
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51$ Area 13333 = 11.81 sc. in. euuirec
DJ
feet 10m: attached tn both end\J
V-
IOm either end ts resist theCI
(f
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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
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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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