PLANS1 f'r 1 L'e ', c 0,A,
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140 c_ s.a
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• . ',"411 j
h l;6.. ;r,0;0. ci� ' e 01:1; : A ' k'� 1�,.
�
The FIXING Trues Fabricator must furnish a copy of this design to both the builder and true" erector.
D}SIGi+ STaNDAS ^S: This drawing has been prepared to meet applicable provision" of the 'Katldoai Deign
Specification for &trees -Grade Lumber and it Fastening"" by National Lumber Manufacturers easocietion;
and "Desigr &pacifications for light Metal Plate Connected Loud Trusses" by True. Plate Institute.
ThG Conn. -.or Plates are 20 gauge galvanised steal and applied to both faces of each trues st each
7611 11 oi' _a. e:eciee with equal or greater stress values may be substituted.
must be accurately cut and fitted together so that all member. at each joint art
in snug contacraiong the joints. Piety centerlines Ashail coincide with joint centerlines or shah be
located by circles wile.. utherwi•e drmusloned. OVklikil. S'2,0: are based on nominal 4" bearing width.
cud
may be increased by ae much a u" at each widerx a - STaig woen using, nominal d" bearing widths
permitting a maximum overall spa increase of 8". LATE:le nyyCIN- This truss has been designed
I assuming the top chord 1 leteielly braced at intervals nom xce Sing 3' -0" o.c. VIkING C0MhCTOk8,
NC., boars no responsibility for the erection of truss*. in accordance with this daslgn. Persona
using such truces are cautioned to seek profeseionai advice in regard to safety precautions during
erection, proper handling, temporary bracing and permanent bracing which may be required in specific
aypiieation.. 1952 'N.D.S. edition. Hemlock to be W.C. Hemlock.
Web Members shall be 21'4 41 Southern Pine,
1500 "f" Industrial Fir, or 1500 "f" industrial W. hemlock.
NOTE: Unit shall consist of two (2) trusses.
-Each truss shall have VIKING CONNECTOR Plates
`on each face of each joint shown. Trusses shall
be fastened together, with 12d nails at 12" o.c.
E
3 -5.
ALTERNATE JOINT
WIT JOINT r_ 1 /
1 7 - 9.9
BUTT JOINT
9
Symmetrical
about
centerline
1/8"
1
Symmetrical
about
centerline
CAMBER TOP AND BOTTOM CHORD
1/2" AT CENTR TINE.
L U M B E R
Max. Overall inane
721 Denee So. Pine 1
*1 K.D. Go. Pine 1
Se St,. Mir
Sol, Str. Hemlock
h a;
Southern Pine
Construction N'ir
4
Covet. Hemlock
r 125° #C
1230# b . 123
a I
2 • Y 1
L 200002
3 -9.9 7 -9.9
21'6 2X6
Ton Cbord Btm.Chord Max. Overall Spans
3
x34, -0"
s
_6300#C
1500f Ind. Doug. Fir
1500f Ind. Hemlock
:, O.D. Go. Pine
6 a2 Southern Pine
34' -8 Standard Fir
34*-8" Standard Hemlock
1200f Ind. Doug. Fir
1200f Ind. Hemlock
c 14110#
v
21,6000T f 5.
1 ti.E. 13th Avenue
Fort Lauderdale, Florida, 3350µ'
I /
Clear span
2 - --..„ I.
4
Equal a aces FORCE DIAGRAM
11
3 -9.9 4 -12.6
12
' , U M B E L ;
18C4i'
c 795#
2.5
9' - 0" Set back
at 1x
lw
N
1
Btm.Chore)" 4o
DESIGN LOAD:NG
ncof 45 psf
Ceiling � psf
Total l 5 par
33 - 1/3% unit
stress increase
a
If
lb
1
F 2.5- (HIP 41) DATE: APQI1._ 19, i9,C,
PANEL b-2
ML u_.4. 02'
11
2. 2 WI SouTH E. Izti.l
I95, 25 x tit 533o iN- \bs
II
P= Axl A. L FoQC1~ " 2 3, 500 {�
C S = a=
P
(A)(F..)(INc)
2 #C
-
(2) (8.93)(1350)(I.33)
o.86A-
M
(L) ( F Ow-)
-)
5330
(g) (8.19) (1Goo) (,1.33)
0.153
03 Plat.
2.57• j
11 Plats
5.22'
7.01•
9.00'
3 -4.5
11.6
6.3_6
1 1.66
5-4.5
07 P1.t. 7 -4.5
/9 Plata
31.6
9-7.2
64.8
3 -5.4
13.9
5-5.6
IVLTISPINE SIZES
6 -1.9
15.3
7 -5.4
38.2
9 -9.9
3-6.3 3.7.2
16.2
4.9_4
18.9
17.6
5-5.) 5-7.!
_3 a r
7 -/.3
44.9
89.1
9 -12.6
1
7 -9.9
113.6
3 -6.1 3 -9.0
20.1 1 23.1
8 -1.3 1.1.1
20.3
5-8.1
70.0
7 -15.3
26.1
40.5
9 -16.2
5-9.0
128.1
149.5
1
3 -9.9
25.4
5-9.9
1
64.5
VIn190 CONNECTORS, INC.
3 -10.8
27.8
4 -9.9 4 -12.6
7.2•
5-12.6
56.7
1.29• 1
- 1 7.07•
1.29• j
2I-21 (hertz'. atop. are
8.1 . vertical step. are
1.93 .. ,pt wears shorn).
7.2• J
.663' 4 1 S•
9
21 -21 (hart:. stop. sr.
.nd vertical 'taps are
1.286• inapt eters .Na.,,).
3 -12.6
32.4
40.5
5-14.4
64.1
21
3 -14.4
35.0
2 -14.8
I. 5.4.
45.4
1 -.0
81.0
2.57• I r.! J .215'
lu
0.9'
34111..--,4-1.-C- .9•
11,215.
1.285•
6= j
l.e•
i 1.6• Z
prmA ! ln
f�64
DESIGN FOR 11' -0" SETBACK 2.5/12 HIP
OF 32' -H" SPAN, SPACED 2' -0" O.C.
DESIGN LOADING
Live and dead load on roof - 45 psf
Dead load on ceiling - 10 psf
Total 55 psf
33 -1/3% allowable unit stress
increase.
CAMBER BOTTOM CHORD 1/2" AT CENTER
a
3 -6.3
Alternate splice
7 -9.9
Block
5
the UtM!NG [ runs ehrtcetnr most furnish a rno, it this design to hnth the hutlnar end trues attar. OL,11;N S "f.Nhn4PS. Thin drawing hen
been prepnred to meet nonlicahle prnvtstnn- or the 1 wditinn of the "k ati nn,l Resign ';nerlfication f t- :;�a�ia lumber end Its
nstanings" by Nettnnnl tumher Manurar:turers nssruintion, an, thPsign Speririmtlun, €Ur light Meth' , lAte Thnnected Wood Irunses by
Trunn s
Piet., institute. 'I�IN� Connector Pl i s e 1.1 q uqe gai p
red stp1 and applied to hnth f c. n
mph truss At each lint_
LtjMRf.R of the ROMP ',Ell,: sc',Ell,: „Its .-goal I, granter stress v may hp substitute,. , nhQI!. n1111N, Lumber must he a r fetal ycut end fitted
together no thetell members t each inInt nth in snug co einnq the mints. Plata ,en tecli Wes swell coincide with Joint centerlines
or sh,tl he tnceted by circlpe "!1” unless otherwise d:menslnned. Whan unit cnnnIsts pf more then r ,e trues, fahrtrete each true, sep
retely. Neil 7 truss units together with 12d nails et 17" n , 1 truss units together 16d Weill l at 16" r , hnit 4 or p units to-
gather with 1/2 die_ halt, At 1' - r .. in addition to Ind nails et 16" n unless ntherwise specified. 01RR1Lt I;tlh r S a e Mend on
nominal 4" hearing widths end may he tncrenned by n uch es 4" et each wider benrrng when using nnmtnsl R hrerinq widths, permitting e
.
maximum n roll n s n tncreene of P "_ LnTERhL PROElN1;m This truss has hear, designed a laterally umtng the top chord 1s late braced at Inter-
vele not ex eeding 1. -0" o. c. UIMSNI; ^NVF2 h'; :ti:.., beers no renponnihlllty f r the erpr ttnn or trusses In nccotdence with thin dnetgn.
Pnrmons using such trusses a eu ttonad to seek prnf ps,tnnnl ndvtce In regard to n fety ['remotions
during arse tion, prnoer hendlinq,
temporary hr.ctng end permanent brnclnq which mey h, required In specific ennitcntionn.
Minimum
Lumbers
5 -6.3
2
Top Chord -�
Webs -} 2X4 ul Southern Pine.
Bottom Chord
12
bracing.
7 -9.9 if spliced
3 -9.0 if not spliced (dotted)
1435 N. E. 13th. Ave.
Ft. Lauderdale, F1e., 33304
2. 5
3 -4.5
2.5
1
FORCE DIAGRAM
1" = 2,000#
C51 J -; 2X4 #/ 5. P/nt
7030"c 9014 85)
/ , 1. /60_1
,4, e 5 .334-= . 999./, 00 0
11' -0"
d
IUD
1� 1 s- ' 1 '
A
R=
1740#
n
I-- ❑
X
� y
LO H"
10
n s
❑ h
❑
❑
0 F
0
m
0
,
H
0
The VIATNP Truss Pabricat or must r' _sh a copy of this des 4 to o both, the builder and tr ues erector.
14C1I14 STANDARDS: This drawing hes been prepared to meet applicable previel ons of the "National Design
icatIonr Stress - tirade Lumber and Its Fastenings" by National Lumber Manufacturers Associatl on;
and "nes tgr Spec ificattons for Ltgbt Metal Plate Connected Wood T r by Truss Plate Institute.
1_41NG Connector Plates are 2(t gauge galvanised steel and appl I ed to both faces of each truss a each
of `_:t e e ,
m species with equal or greater stress v may r be aubsti tuted.
1ASRICAT° — Lumbermust be scour atelc cut and fitted together so that all members at each ; 10 int are
nut contact as ong the joints. Plate centerlines shall coincide with joint centerlines or shalt be
located by circles unless otherwise d' onsi tined. CIVCRALL SPA41 are based on nominal " bearing, widths
and may be increased by a much as 4" at each wider bebr - Fen. u '.g nom nal t" bearing widths,
permitting a maximum o ral 1 span increase or 4 ". LAT!:RAl RRACINI, ii . ., ru . has been designed
assuming the top r
chord Ps laterally braced et inteva e n , e (1
- 5' -" o ^�
VIKING CG" 4CTCRO,
INC., bears no responsibility for the erection of trusses in wi th this design. Persons
using such trusses are autioned to seek profess coal advi re in regard to safety precautions during
npP et ton, proper handling, temporary bracing and permanent bracing which may he required in speci fir
ll NOTE: 1962 N.D.S. edition.
NOTE: Web members shall be 2X3 or 2X4
#1 Southern Pine, 1500f Industrial Fir,
or 1500f Industrial Hemlock.
1-5/16
Symmetrical
about
centerline.
5 -6.3 to 34' -8"
ST -21 to 30' -8"
BITTT JOINT
' 5 -9.0 to 34' -9"
5 -8.1 to 28' -8"
5 -6.3 to 34' -.8"
0 *era
5 -5. to 28' -8"
1 -7/8" for 5 -6.3
2 -1/4" for 5T -21
THREE
CAMBER BOTTOM CHORD
1/2" AT CENTER.
3
ALTERNATE JOINT
A
L 1 -1/2"
EQUAL
3-
I , i t M B R R 2x4 ?x4 L U M B E R
Max. Overall Spars Top Chord Btm.Chord, Max. Overall Spans
#1 Dense So. Fine
°s #1 R.D. So. Pine
_Sel. Str. Fir
il Sel. Str. Hemlock
#1 Southern Pine
1500f Ind. Doug. Fir
1500° Ind. Hemlock
dromaissw
34 -8"
32'-4"
29' -
34'_9"
34' -8"
34' -8"
NOTE: Hemlock to be W.C. Hemlock. r 1300 #C
590# d
e 300 590# c
SI C 00 640# b
s 4 s1
3 627
4950 #T
Symmetrical 1300 #T
about
centerline.
1,2
4W ` "I4 � 1435 N.E. 13th Avenue
3 n s& 4 :� d Fort Lauderdale, Florida, 33304
'3-4.5 to 34' -3"
3T -10 to 32' -8"
SPACES
e #2 R.O. So. Pine
rT
#2 Southern Pine
a 1200f Ind. Dou. Fir
1200t Ind. Hemlock
`- 1200 #C
6100 #T
350 #T
34' -0" Clear span
5
6
FORCE. DIAGRAM
2x4
p Chord
Equal
areas
3 -14.4 to 34' -8"
3 -12.6 to 34'-4"
3 -10.8 to 2 9'-4"
2x4
Btm.Chord
DESIGN LOADING
Roof 45 psf
Ceiling 10 psf
Total 57 psf
3
4 33 unit
a stress increase
2e1970#
H
4'
. 0 15
i cl
cp y
M
Cf]
44 4
0 N
ca
N 14
i
0
•
o w
r id
0
Phone AC -305 %%
566 -5471
•
Fle t D -MG/L - 3 3 -55 Dale - Nov /8 19GS
CSI -
Roe 6 -/
2n q /t / so, /one
11/`= W(Q 10 = (90)(S. )(') 10 = 30 0✓�i l��
Axia Force = P= ( 270 is
P M
(A)( Fc) (',c.) (Z)( rb)(itic )
6270 'eC ¢ _ 3080 to -lh 3
(5,89)(/350) (/, 33) ( (000)(1,33)
�S93 !/O6
0.999
43 P1ete
2.57•
44 Pate
3.22.
_kS P1ete
4.50•I
7.07"
9.00`
47 P1ete
49 P1ete
3 -4.5 3 -5.4
11 6'
4 -3.6
11.6
5-4.5
20,2
31.8
9 -7.2
64.5
13.9
5-5.4
24.7
7 -4.5 7 -5.4
926111P:KE 51ZES
4 -4.5
14.5
38.2 1
9 -9.9
16.2
5 5-6.3 5 -7.2
28.4
89.1
3 -6.3 3 -7.2
4 -5.4
18.5
17.4
32.4
9 -12.6
1
7 -6.3 7 -9.9
44.5
70.0
113.4
3 -8.1 3 -9.0
20.8 , 23.1
4 -6.3 4 -8.1
20.3
5-8.1 5 -9.0
36.4
118.1
9 -16.2
7 -15.3
26.1
40.5
145.8
3-9.9
25.4
5 -9.9
44.5
1.29•
4 -9.9
l
31.9
7.2•
31.9 1.29"
9:KING CONNECTORS, INC.
3 -12.6
27.8
5 -12.6
56.7
7.07•
1 . 6 " .1 ♦
72 -32 Cherie. etepe ere
0.5 end verticel etepe ere
1.93• except Later' annum).
.643 "_ 4 . - 1.6
5T -21 (harlr. 'tete ere
09" and ,erticel etepe ere
1.286" except where 'hewn).
4 -12.6
3-12.6
32.4
40.5
5 -14.4
64.8
3-14.4
37.0
4 -14.4
46.4
5 -18.0
81.0
2.7" -r 4-1.- 1.9•
2.57 - L � --
9.2 { 11.265•
Y "4.5•
3T -10
3.6' 1 'tt 0.9.
1.265"
1.265
19.4
3T = 12
- .643" 1 .64 "_ µ �-- j
4. 5" I 1
} 1.6"
5.4• f
i 1.6. Z -5
Free== 4.61n
i ---.-f ~64•
The VIKING Truss Fabricator must furnish a copy of this design to both the builder and truss erector.
DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design
�prc.:'icat on or Stress -Grade Lumber and It. ?natenings" by National Lumber Manufacturers Association;
and "Deslgr Specification. for Light Metal Plate Connected Yost Trusses" by Truss Plate Institute.
VIKING Connector Plates are ?O gauge galvanised steel and applied to both faces of each truss at each
t. " "m'::: or the sam species with equal or greeter stress values may be substituted.
.ABRICAT",�r: Lum4.r must e be accurately cut and fitted together so that all members .t each joint are
r araw. coot Fier a & g the joint". Plate centerlines shall coincide with joint centerlines or shall be
located by circles unless otherwlseTimensioned. OVERALL SPANS are based on o inal 4" bearing widths
and may be increased by as much as 4" at each wider Sear ten using nominal 8" bearing widths,
permitting a maximum overall span increase of 8". LATERAL BRACING: This truss has been designed
assuming the top chord is laterally braced at interval n exceeding 3. -0" o.c. VIKING CONIMTORS,
INC., bears no responsibility for the erection of trusses in accordance with this design. Persona
using such trusses are cautioned to seek professional advice in regard to safety precautions during
a erection, proper handling, temporary bracing and permanent bracing which may be required in specific
pplications. NOTE: 1962 N.D.S. edition.
NOTE: All web members shall be 2X6 -#1 Southern Pine,
Construction Fir, or Construction Hemlock.
NOTE: If a double unit is used, attach together
with 12d nails @ 12" o.c. and 1/2" dia. bolts
at panel points through all members of each unit.
If a triple unit is used, attach with 16d nails
16 "o.c. and 1/2" dia. bolts at panel points
through all members of each unit.
Symmetrical
about
centerline.
5"
II
9-7.2
5 —gel
2X6
2X.8
12
Camber bottom chord to
snatch adjacent trusses.
2.5 & 3
14' -1" to 18' -0" for 2.5/12
15' -1" to 19' -0" for 3/12
J
Over
14' -1"
19' - 0"
4 Southern Pine.
Construction Fir
Construction Hemlock
upported trusses
NOME: See chart above
for limitations.
(2)4 -9.9's
GIRDFIR LUMBER
One member
girder.
' 3 -8.1
1 -1/2" _ f -
1 2 3
Member Members Members
17' -O" 34. -0"
L _ ln. CI"
2"
Maximum Spans of 3
Supported Trusses 712
1435 N.E. 13th Avenue
Fort Lauderdale, Florida, 33304
10.690#T
4450# c
4
1
2
34' -0"
17'- Clear span
2X4 Minimum
heel height
we
FORCE DIAGRAM
1
Member
51. - 0" 17. - 0"
Maximum Spans of 2.5
Supported Trusses 12
L 2
Members
2225#
kn
n
R
0
a
3
Members
34' -0" 51' -O"
j4. - 0" 5 -0 "
DESIGN LOADING
- Roof 45 paf
Ceiling 10 paf
Total 77 ps
33 -1 /3% unit
stress increase
b Ra4450#
pt a
Phone AC -305
566 -5471
/e " - (a0ti,)- 2.5 -it - .55
63 P :e:.
2.)i•
t4 P:e:. 4 -3.6
11.6
_ P 1 ': 5-4.6
4.511 • r LI
'.01•
9..4•
T. -165,05 = /7 0"-.0'). 1/e' -3'72 = e3Lr / -O » " 55 _ 512 vl f
Top Chord = ?O ply 8o //orn C/7ord 0 '/22 p/1
Peel c_l 2x "/ So. P r7G
M. W4''/ 9 = (/2.2)(5. o 5y /• z /9,3 5O /0-165
34.6
44.6
3 -4.) 17.4
1 ( L
11.6 113.9
07 P :.:. 7 -4.9 7 -3.4
1
38.2
R I:SP :AL 51116
4-4.5
1 :4.9
61 P :.!. 17.! 9-9.9
6!.1
YorrC# = r ` /QosJ .. T
4/38 I- 0. '17) 3 Q. /01
1 6.3
15.4 5 6.)
125. 1 te,4
44.3
i
7 6.3
3-7.!
1 -5.4
11,.4 J
i
9 -:2.6
113.4
VININr CONNECTORS, INC.
1■35 N.E. 13th. Avenue
Fort Lauderdale, Florida
P
(A)( s (1,7c.)
/0, x,80 .er
)) <r•
7 -9.9
3-8.1
20.6
4 6.)
20.3 I
03.1
3-8.1 5- 9.0
}
i
1-.6.!
3-6.0 3-9.9
20.9
1_8.1
1 26.1
23.4
4 8.1 4 -9.9
5-9.1
: I, I9‘5
31.9
V112[]0 4.-0ILC'.P!.
3-10.1
27.6
l
5-12.6
1
14.)
7.k•
r
.c9•
1.Y L 0 -
1.9J• .�. -:Ft 1 • . ...w..
14.6
.L�,• �ra -l.e•
/V. 3.Q
(75: ? 3) (751-:c>)(/ 33)
3-12.6
'2.4
90.3
1:4.4
64.6
1:4.4
37.0
4 -14.4
6.4
118.0
81.0
2.Y•• J-
I Y
r -
I J.Y•i�� `, 0.9•
f +11 l � zte
1.:Y6•
l
�1.8. I 61n6
�� ' :c4•
i
c " '5 T VALLEY PiGGY PACK D':D7altS
cut from, 2x5 cr
as required
Valley Member A
4'
3-4.5
3-4.5
A this.; E era typics1 valley trusses
as shown on sheet#10 The largest
valley truss is ahown to los s uide for
valley truasss larger than the 20'
Valley rembar "E".
Valley truvoes run perpendicular
the opposite direotion) to the
sdpporting trusses unterneeth and
5-4.5 should be nailed or fastened to each
truss to churd they intersect with
(1) 160 rail to laterally brPos the
top chords cf thous trC3 the
_
VollnyMember C 12' Itrussea do not have ancetoing un t„
Valley Member 1 B'
ko
_
5-5.4
valle fr,,nr D
Z-5 (typiool) 1
M Truts tool nhorts 2'-.5 c.c.
Valley Msonher E 20'
el plata to 'JR used in splicing either
ttp or bottom cords.
12
-1Ed „ils--------_. ]VerisR to Tottoh roof pitch
----.... --------
--
2x4 on ed;e. Lateral lorsca --- rsouizsd 0'01 lanyith —_ 3-5 3 Lap
cf cehte: vertical mambo: excauts P-6" or cmjd -___.---- ___ -- _
- -
, -
_ -----
.,
--,- yepticel member tD dU:1519 r Z-5 (typical)
5_5.3 vertical exceeda 6
Langt.h ta Pacd.tirtd
3-5.4
PIGGY MCI( MAILS
Equal
*ace*
Z-5
15'
Z-5
(typical)
VALLEY DETAILS
L
3-4.5
EQUAL SPACES st I
TYPICAL LAP2ER VALLEY
This Piggy-Back Detail is token, from page '10 on top
of Hip #1.
Piggy-Backs are tha S972 in structural coostrdotion E9
Velleya Except for saos, mod the tottor edge of the
bottom chord is not beveled. Plecemert in the building
is in ahe oboosite birectior to Valleye, (Plackoent is
pert:lel in eod on too of the support!ng t:u2SP9). SE*
"MP"I'PL7W.T at Y2 r'ght
Elate sod lohoLer tEta that soolies to VolLeo above
oleo applies to Piggy-Stoke of the LE sine.
Valley
OPT Ii
(in
5ECTICN
6'-G MAXI glIM
Luber - M,inIm) m alladable unit stresses
c - 550 psi Conpreseion parallel to grain
f - 750 poi Extreme fiber in bending
t - 75D poi Tension parallel to rair
E 1,540,050 Modulus nf Elosticity
Top Chord shall os 2x4 minim2n
Eottom Chord end Webo shall be 2x3
minimum,
ads shell be 2x3 minimum
Flatus - oikibg Ouorector Plates
ere 2J cu;* ;a1 steel and
applied to both faces of each truss at
EE0 joint.
hLirimum of oos
lEd bail into
neoh truss top
_0) 0.
CPTION 3
EACS
Rip 2x5 to make
two pieces for
bottom chords.
PaJ cut to match
trues pitch.
5,5 ')t
_1
[7'f]
Piggy Back units era set
tireotly sbo*s End parallel to
the supporting trosses under-
nooth and thereforo to not
laterally brace the trues
top chords.
To ba cure that the supporting
husthing truanus function ns tosionoi
. ors of the follo2ing methoOs of
jii Ti
brdoing the top chord must be
Tross
00 Oo - tiroo_s lateral breciog.
Hip
OPTION #1 - Extend and attach ell sheathing
before applying Piggy Beck units.
OPTION #2 - Extend End attach s portion of the
sheathing so there is 3'-C" cr lass betucen rods of
sheathing.
OPTION #3 - Provide nontinooas lateral breolog (IX4)
to toe bottom edge of the truss too chord so there is
3'-D" cr less betLoso rova OF lateral brooioo. Attach
with (2) 30 balls to
The v-_ - t Trust; yabrte nt or mug furnish copy of this denim to both the builder and Sruwe erector.
1A STiNnaNnilt Thin drawing bee been pr .p ed to meet applicable provisions of the "National De.stex,
Strenn -Crude Lumbar and fts .oaten toga" by National Lumber Manufacturers Aeaoc ...ton;
and "Nalgr Specification. for LIght Metal Plate Connected Wood Truism," by ?rpm. Plate Inatitute.
Connector Plates ere 20 gauge g lv.otaed steel and spelled to both fames of each trams at e8Qh
auecies wlth equal or greater etrean value. m y be nubatituted.
? AR i A "^^ — h r onat be eut and fitted together so that all members at each joint are
✓ o t snug o onp, c the joints. Plats centerline. shall 01
Side with joint centerlines or # 1 be
it located bycircles unities otherwise d'..aenstoned. 01 NA S�}A4 are based on oomtnwl 4 bearing widths
and may be increased by as much an 4" e^ each wid t:Een using nominel N" bearing wldttS
;j permitting a mazimum ov .a11 span increase or N ". yt ,L N AC_NG Whim truss ban been deatonal
M maiming the top chord l laterally braced t 1st. or— wing S' - 0.0. P1t1Nf CC.NSCTO S
Y INC., bearm no responsibility for the ereetiee of rust in accordance with this dealgn Persona
using snob trimmest are ceutioced to agak pra.eantonal Moire a in regard to aa!ety pr.caatl daring
,t
. ectton, proper handling. emporary brwc,ng and permanent which may be required i, apect.ls,
appllewtionw. E! 1962 21.D.S. edition.
}
NOTE• All webs sha11 be 2E3 or 2X4
7'1 Southern Pine, 1500' Industrial Eic
1 or 1500' Industrial Hemlock.
1
NOTE. Only one Butt Joint A or 3
JJl permitted in bottom chord.
\:
1- 5/16
2 -1/4" _I
F
5T -21
' BUTT JOINT A
15 -3.1
I Camber 1/2" at center
3
12
3UTT JOIvT B
4 - 5.4 to 25' - 8 "
3 - 6.3 to 22' -.8"
3 -5. to 20' -8"
.2 'Rs" Overal
1Sot'
4 111 Dense So. Pine
ry1 P,.D. So. Pine
o—.11, Str . F i r
'1$el. St!`" ^emlock
!11 Southern Pine
25' -3"
1`00_f Ind. Doug. 71r 25' -3" I 25' -3" ;1
1500f Ind. B.emlock 25' -0" 25' -3"
NOTE;: Horluck to be t.'.C. Hemlock.
a
2' -O" to span /6
b a
R.. 7 5#
FORCE DIAGPAe"
3T -10
12
25'
3
1435 E .E. 13th Avenue
Port Lauderdale, Florida, 333041
2x4 2x4 L U M B E R 2x4 2x4
Pr � r
a cl
_ Ch or B,m. h rd O r. a 1 sae o h r 9` o ^d
' ^ op d� C o { 2"ax _ 1 S� � o_ C o d � .Ch �,,,
µ
1 ,
#2 K.D. So . Pine 1 .
t ,i '
t {f2 Southern Pine °c q i
c'1 .r
1200 lad. Douo. Fir! 1 n .t
1200_f Ind. oc
Hemlk T
r
7
0
im
540#
565f' 2B2p,'C ^
4 q ,01C l — 3
a� t " I �
334CWT
3 -8.1 to 25` -8"
3 - 7.2 to 23' -0"
3 -6.3 to 20' -0"
3 -5.4 to 17'-4"
Clear span
Equal areas
M fl
1
2 50#
795 T
DESIGN LOADING
Roof 45 pse
Ceiling 10 pef
Total " psf
33 -1/3% unit
stress increase
to Phone AC -305 1
" 566 -5471 1
1
.. t IC .r.y r ire.. c
Symmetrical
about
centerline.
. , ! rher n Fine.
.. trt,1 or lndustrfn1 Hemlock.
3 -O.0
1 BUTT JOINT
9-9.9 g (2)4 -9.1's
1 ' -0" [ nyimum
I
/
L1/3"
3i_0.,-2Y4 (fi'_ material)
2
2X6
2X6
Equal spaces
3-9.0
CA",11:7? TOP AND 90TT0`"
CHORDS 1/2" AT C`.:11T1
•
L
•,•, : _,-10 ,-1- to • C. '•
Block
Special cut -
on lumber
2300: /C
c
1410/`
Oqual
ALTERNATE HEEL
2X5
7' -0" ,Setback
]435 N.Y.. 13th Aoenue
Fort Lauderdale, Florida, 33304
1
4 - .,(,'. ,0
or, 50/10
2
,
S3Symmetrical ,
11, G CII
"l 4C501fT
a.out , 4i. p
centerline. 23' -£:' ]ear scan
12
3
2
2X4 Heel height
2.5
(2) 4 -3.1's
500, /T
•
ouj%. r't.r
e4,1,
FORCE Dl,^,GRA1:3 h
-a
n
DF.S1 GN ' OADT':G
Peer s_
Ce`._i ^.r .
Total 77
F.O 33-1/3
4
I
equally spaced
'between top and bottom
edges of heel.
nt
y
m
d r'
—�� 2X4
4 1 1
0 I
• -inimum
heel •
tie T ht , \" 9
fJ 7
W
111
�n
i3
4 "1
ihone AC -305
566 -54^ : -
Copyright 1955
Viking Connectors, Inc.
HIP
kl
Hip /1
T -10
4 �__'
= =3
f 3 -5.1 for 2.5 3 over
3 -9.0 for 2.0
3 -3.9 for 1.5
' Bevel edges & attach to
truss wit, 3 "x'5" nailplate at top 3
(3) 16d nails in bottom chord (see detail
below for top chord attachment)
17 3 -5.3 for 1.5
x 3 -5.4 for 2.0
3 -4.5 for 2.5 & over
HIP 3A03
Attach End :jack to Hip 41
with (3) 15d nails at top 3
(2) 16d nails @ bottom
/ -2X5 Ledger
Top view
7' -0" END JACK
Hip Jack
TOP CHORD HIP jACK ATTA,HNrE` \TS
Date June 1, 1965 I
HIP 111 (members ds required)
5' -0" Corner Jack
3' -0" Corner jack
1' -0" Corner jack
- 2X4 or 2X3 41 material
3 -5.4 for 2 : 3 over
3 -6.3 for 2.0
3 -7.2 for 1.5
3 "X5" Nail plate
End jack (Top Chord ,
attached with (3) 1Sd
toe nails)
Bevel edges 4. attach to Hip jack
NOTE: \ with (2) 16d rails top 3 bottom.
2X4 rafter is structurally adequate
for all end Jacks, however larger
to
sizes are generally used to match top Toe nail 16 plate
chord size of standard truss.. If 2X5 . So. Fine, Const. Fi�r with (2) 15d veils.
or greater, use r \ 3 -5.4
or Const. Hemlock.
2X6 Ledger beveled on top &
attached to Hip truss with
(4) 169 nails at each truss member
in contact with ledger 3 1/2" die.
bolts 3 panel points. (by builder).
Toe nail to plate
with (3) 169 rails.
-5.4
— Hip
Lack
If necessary, bend plate
over top of Hip ,jack.
-Bend line
3 "X5" nail plate at 45°
- 4 bend. Attach with 12 nails
(5 each side of bend) & 2
1- nails at bend.
r--- -Hip 41
Side view
(Endack & ledger not shown)
MP JACK MAIM :6 i' -0" StEIBACR
2x4 a 2x6 TOP CtW1DS
Toe nail to
i ir - alate with (3)
169 nails
2X6 Ledger
7' 0" End jack 3 2' - :" c.c.
3' -0" CORNER :ACK
Bevel edges 3 attach to
Hip jack with (2) 15d nails
top 3 bottom.
5' -0" CORNER JACK
L'J" 7 E R
1'
Bevel edges 3
tue nail to
plate B to Hip
Jack with (2)
16d rails Z -5
1' -0" Corner jack
Sd nail
To=_ nail to
plate with
3 -s.4 (2) 16d nails.
All lumber shall be 2X4
41 Southern Pine, 15OCf
Industrial Fir or 1505f
Industrial Hemlock, except
where showy.
•
1/5" X 1" Anchor strap
bent over top chord
( by builder)
TYPICAL TIE DMA _
Pg. 69
0
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- a
'D
l '9
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n
etyle
D
JAC
( )
pitch
N F ea
pet
55
(2X, 1)
(266 T.C.)
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