128 NE 94 St (8)i
r4Y.1.4
://±/-
t 1J
• " • • • •
- . .,. • ., • . . '
•
LIGHT ROOFING
HEAVY ROOFING
Asphalt shingles
Sheet Metal
Aluminum, etc.
Slate, Barrel
Cement Tile,
Terra Cotte,
tile,
etc.
Copyright 1965
m. 211sLag Connectors Inc.
4
8' -0" Max. for 2X4 Too Chord
12' -0" Max. for 2X6 Top Chord
Z - 5 t
All vertical webs spaced 2' -0" a.c.
5T -21 to 30' -8"
5 -6.3 over 30' -8'
16d nail
5T -21 to 30' -8"
5-6.3 over 30' -8"
Sheathing
Dimension "8"
-5.4 to 30' -8
5 -6.3 over 30' -8"
1 -5/8"
l
1 2X4 lateral brace
required when
length of center
vertical member ex-
ceeds 6' -6 ".
WITH OUTLOOKERS
Gable End Details WITH
OUTLOOKERS have the same lumber
end plats requirements es
Gable Ends WITHOUT OUTLOOKERS
(above) sxceptes dsteiled below.
2X •'1 Southern Pins 1500f Ind Fi
or 1500f Ind.Heelock
2' -0' to 6' -0"
Dimension "A "(to
be equal or larger
. R.•
16d -
clip -
auble-
when-
1
Dimension "B"
3'- 0"Max.(Lt.Aeefi
2'- 6 "Max.(Hvy.Roofing
Gable End
End Wa11 —
- Sheathing
2X6 #1 So. Pine, Conat.
1 - ""
3' -6" Mex.(Hvy.Roofing)
Gable End
End Wall
NOTE: B dimension must it be
larger than A dimension.
Date June 1, 1965
Dw
WITHOUT OUTLOOKERS
6' -6'
Max.
Fir or onet. Hemlock
4 -5.4
1 -1/4"
Z -5 (typical)
All
vertical
webs
spaced
2' -O"
TRUSS SPAN
ath or furring strips
Dimension "A' -7
4' -0" to 6' -0" 1
Neilere between members
Lath or furring strips
5 -5.4 to 30' -8"
5 -6.3 aver 30' -8"
All vertical webs
spaced 2' -0" o.c.
12
GABLE
nails d framing
for each outlooker
up trusses
Dim. 'A' is
aver 2' -0 ".
Outlooker(eingle ! 2' -0' o.c.)
16d nails &
framing clip for
each outlooker
4- -0ouble
Trusses
Pitch to
match truss
END
LUMBER
All lumber shell be minimum,
/1 Southern Pine, 150Gf Industrial
Fir, or 15ocf Industrial Hemlock.
TOP CHORD shall be 2X4 minimum.
BOTTCM CHORD shell be 2X3 minimum.
Webs shell be 2X3 minimum.
1ES VIKING Connector Plates ere
2 gelvenized steel end
applied to both feces of each trues
at aech joint.
1" Nominal sheathing or 5/8" plywood
OVERHANG WITHOUT OUTLOOKER
(Typical Section)
T
Heel Detail /'? i% ///
/� //
2' -0" o.e. For Single Outlookers
4' -0' c.c. For Double Outlookers
Plst.�� /
Gable t Truss / /
HAW SPAN / //
L T OF HEEL
Outlooker (Single ! 2' -' a.c.g
L T
O
Gable End
DETAILS
'- 3 "Mex.I trusses A
2 -0" o.c.
Outlooker(s)
3 -7.2
5 -8.1
SPECIFICATION FOR
3 -7.2
Lath or
furring strips
0 16" o.c. or 24" o.c.
3 7.2
1X3 or 1X4 @ 2' -0" o.c. and runnirg
in the same direction es the truss
bottom chords.
Continuous nailer.
ALTERNATE CEILING FRAMING
0 r
o
D
GAB
lf
M
z
Ay
The VIH1NG Truss Fabricator must furnish a copy of this design to both the builder and truss erector.
DESIGN STOLLEN: This drawing has been prepared to nee applicable provisions of the "National Design
Specification for Stress -Grede Lumber and its Fastenings" by National Lumber Manufacturers A eeociatton•
and "Lesigr Specifications for Light Fetal Plate Corrected 'food Trusses" by Truce i'late :natitute•
VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each
joint. iL'F'i !flrTLe Ease syecies with equal or greater stress values nay be eubetittted.
F ABRICATIb1=Lumber must be accurately cut and fitted together so that all members at tech joint are
_n snug contact — e rg tLe joints. Plate can terl..nea shell coincide with joint centerlines or shall be
located by circles unless otLerwise drvensioced. OVERALL SPANS are based on nominal 4 " bearing widthe
and may be increased by as much as 4" at each wider bearing when using nominal S" bearing widths,
permitt_ng a xaxinrm overall span increase of B LATEPAL BEACINI: This truss Las been des`gned
assuming the top chord is laterally braced at intervals rot exceeding 3' c.c. BIKING CCN ECTOES,
INC., bears ro responsibility for the erection of trusses in accordance with this design. Persons
using such trusses are cautioned to seek profeseiunal advice in regard to safety ;recautione during
erection, proper handling, temporary bracing and permanent bracing which Tay be required in specific
applications. NOTE: 1962 N.D.S. edition.
NOTE: All webs shall le ?X3 or 2X4
#1 Southern Fine, 1500f Industrial Fir,
or 1500f Industrial Hemlock.
NOTE: Only one Butt Joint A or B
permitted in bottom chord.
3 -8.1
2 -1/4"
1- 5/16"
5T -21
BUTT
5 -8.1
1/8" for
#5 plate
2 .5
Camber 1/2" at center
1
JOINT A
12
BUTT JOINT B
VIKINC CONNEECTO
3
FORCE
5 - to 25'-8"
4 -6.3 to 23' -8"
4 -5.4 to 21'-4"
3 -6.3 to 18'-8"
S
L U M B E R
Max. Overall Spans
#1 Dense So. Fine
#1 K.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
1200f Ind. Doug. Fir
1200f Ind. Hemlock
25' -8,. 25' -8„
IL00f Ind. Dove. Fir 25' -0" 2 5' -8"
i 1500f Ind. Hemlock
#1 Southern Fine
NOTE: Hemlock to be W.C. Hemlock.
a
R =1375#
DIAGRAM
3T -10
ock for #5 plate
R
12
12.5
25' -0" Clear Span
L U M B E R
Max. Overall Spans
#2 K.D. So. Pine
#2 Southern Pine
565#
415# b %
a 4700#G --- -136040
- -_
y +o#
4610 #T
m
270#
assommemi
780 #T
Equal areas
3 -9.0 to 25' -8"
3 -8.1 to 23' -0"
3 -7.2 to 20' -8"
2x4 2x4
Top Chord Btm.Chord ? o
Nd
t
CI P"
tt
n D
o 0
N.
DESIGN LOADING
Roof 45 psf
Ceiling 10 psf
Total 5 psf
33 - 1/3% unit
stress increase
0
0
•
Uti
-Cn
I I- I
CO 0
CO
'cx
t7C
N C:
I 0
0
O6]
o
H
0
—B1
2x4 2x4
Top Chord Btm.Chord
1435 N.E. 13th Avenue
Fort Lauderdale, Florida, 53304
�
r e 0 ;
MM `` eJ d qty
It9
v `s
Phone AC -305 Q
566 -5471
FILE - O -QI�F - 2. 5 - zs -SS "PATE /UNF 1 /965
e 4 :4 1 5, Pine
Panel 6 -1
M3 Plato
2.57 • 1
3.22•
5 P1.4.
4.5O•
7.07"
9.00'
07 Pieta
d9 Piet.
3 -4.5
11.6
M4 Platt. 4 -3.6
11.6
5-4.5
L.2 1
7-4.5
31.8
M = we/ 9 = (9O)(5.63) / 9 = 3800 I 16s.
A Xla / Force = t 8700 d
G SI
44.8
3 -5.4
13.9
5-5.4
38.2
9 -7.2 9 -9.9
P
(A)(e (1nc.) (z)(c 1 )004)
470n h C 1- 3eOp
(5.89)(/350)(/ .s3) ( 3. )(i :GO) (I. 33)
O.y"ly , Q, 53
o. 977
MULIISPIME SIZES
4 -6.5
14.5
7 -5.4 7 -6.3
1
89.1
3 -6.3 3 -7.2
16.2 l 18.5
5-6.3 5-7.2
28.4
44.5
4 -5.4
17.4
[32.4
113.4
1
::' . 3 -9.0
8 l
4 -6.3 4 -9.1
26.1
5-9.,
20.3
36.4
7 -9.9 7 -15.3
116.1
9 -12.6 9 -16.2
3 -9.9
23.1 l 4 1
5-9.0 5 -9.9
1 40.5 1 ( 44.5
145.8
4 -9.9
31.9
4 :51NG CONNECTORS, INC.
l 7.2"
3 -10.8
27.8
5 -12.6
1 L6.7
7.2"
L 31.9 1.29"
1.29"
1.8 "-
77 -32 (horiz. steps ere
0.5" and vertical steps are
1.93" except where shown).
I
643.4 5"
•443"
7s- 1. B
5T -21 (horiz. eteps ere
Vend vertical steps are
1.286" except where shown).
32.4
4 -12.6
3 -12.6
40.5
5 -14.4
64.6
2.57"
3 -14.4
37.0
4 -14.4
5 -18.0
2.7 " - +Is 0.9"
1.285"
37 -10
1.265" F
5.4" .4
3T_12
46.4
81.0
.64• -.µ1� i
II 1.8"
5.4"
1.___1 Z-5
Free 61n2
P1 Derv. So. Pine
1 1 K.D. So. Pin.
Sol. Str. Fir
Sol. Str. Hemlock
"1 Southern Pie
15001 Ind. Doug. Fir
DESIGN FOR TRUSS
FORCE DIAGRAM
CAMBER BOTTOM CHORD
1/4" AT CENTER
up to 23' - 8"
11
1/4" T -864 Sanford Grip - Master
ALTERNATE JOINT
NOTE: All web members to
2 x 3 or 2 x 4 1 1 Southern Pine,
1500f Ind. Fir or 1500f Ind. He
lock.
0"
OVERALL SPANS, are based on the use of a 4"
ZiFirwise shown. Up to 8" of bearing width may
increase in maximum overall span of 8 ".
LUMBER. Max. 2 x 4 Top 2x4Btm.
Overall Spans Choro Chord
1 21(.0. 5o. Pine
/2 Southern Pine
"
r 3
LUMBER: Mux.
Overall Spans
1 5001 Ind. Hemlock
1200f Ind. Doug. Fir
23' - 8" 23' - 8" 12001 ind. 1-s m.n sck
23' - 5" 23' -
SPANS - SPACED 2' — O DESIti l LOADING DATE: 4 - 23.- 63
revised: 5 - 28 - 63
Roof • 45 psf
Ceiling • 10 psf
Total • '55 psf
Load Duration Factor 33 -1/3%
LI
321 Sanford Grip- Master (3 x 7)
ALTERNATE JOINT
T525 Sanford Grip - Master
5550 Sanford Grip - Master
(5.5 x 10)
nominal width of bearing unless
be used, which will permit an
2x4Top 2x4atm.
Chora Chord
22' -8" 23' -8'
LUMBER: Max.
Overall Spans
2 x 4 Top
Chord
a
-Equal areas
312 Sanford Grip- Master
(3 x 4)
2x4
Chor
Maximum moisture content of lumber
shall be 19% at time of fabrication.
name
b
h 4220
12
FILE NO.KGM — 23 - 2.5 - 55
490# 720 T
c I d
5
2.5
5/16"
Equal areas
Connector Plate safe workIng loads:
Code: Dade
Pine or Flr:
NO NAILS Hemlock: 165 psi
Clear S
SANFORD GRIP- MASTER PLATES, applied to
�otFi a�cas of trust at each joint, shall be 20 gauge
corrugated golvonized steel, with four 3/8" hooked
crimped teeth per square inch of gripping surface.
333 Sal ford
Grip - Master
3x 11)
M e- f /,
f CERTI ,,,, FICATE1: 0
No. 6911
.1.1%0 FIORI DA OF
STATE <5.7 OE D ( '
X
v
a �
its
O
J
uo)
Upon .equest, any publ'c autilor'ty
w111 L a supplied a copy of tf.'s
desiyn F earl ng an Impression seal.
oo4yt ieM 1949 semleed urges, koe .
SANFORD GRIP - MASTER PLATES, applied to both faces of truss
at each joint, shall be 20 gauge galvanized steel, with four 5/16"
formed teeth per square inch of gripping surface. Centerlines of
Sanford Grip- Master plate shall be located at joint centerlines un-
less otherwise shown. Position Nails, located as shown in Joint De-
tails, shall be 1 -1/2" long annular ring shank .120 diameter, 9/32"
head; 0.113" diameter 1 -1/2" long fillet head T -nail; or equivalent
nail with common head.
SANFORD GRIP- MASTER TRUSSES shall be fabricated in adequate
jigs so that upon completion, all joints are in snug contact.
OVERALL SPANS, are based on the use of a 4" nominal width of
bearing, unless othernise shown. Up to 8" of bearing width may be
used, which will permit an increase in maximum overall span of 8" .
210 Sanford Grip- Master (2 x 5) I.
2x4 Sub - facie 2 x 4
(by Builder)
8d Nails
8 d Nails
1/4" clearance
36" to 48"
13 Sanford Grip - Master (1 x 3)
2 x 4 or 2 x 6
Top Chord of Truss
TYPICAL •
26 Sanford Grip- Master (2 x
- - 1
4
2x4
1/4" clearance _
12" to 24"
SAN
2 x 4 treated Ledger, bolted
to wall 24" o,.c. Shim
Soffit Joist to solid bearing
and attach to Ledger with
Sanford Framing Anchor at
each Joist.
(by Bu i !der)
2 x 4 treated Ledger,
bolted to wall 48" o.c.
Shim Soffit Joist to solid
bearing and attach to •
Ledger with Sanford
Framing Anchor at each
Joist.
(by Builder)
Min. 2 x 4 Plate
(by Builder)
TYPICAL
ate
IT
DETAIL OF LEVEL SOFFt OVERHANG, 2 -1/2 /12 PITCH AND OVER
13 Sanford Grip - Master (1 x 3)
NOTE: In Dade and Broward
use only #1, 1500F
or egeal, stress graded lumber.
m-oter Plate with hocked tooth
1 on this truss.
(NO NAILS REQUIRED)
P �' M
ORD
- 7CERTIFICATE 0'
No. 6911
r a
STATE OF
FLORIDA /»
F RE D EN
Upon request, any public authority
will be supplied a copy of this
design bearing an impression seal.
I TYPICAL for concrete tie beams. See
P. 217A for truss anchorage detail using
stud bearing walls in areas of 20 psf
wind load and less.
2_4 or 2 x 6 Top
Cb.ord of Truss,TYPICAL - ALL OVERHANGS
1/4" clearance
J
48" to 72"
Shim to
Solid Bearing
\ \t III rte,_
2x4 Plate
(by Builder
TYPICAL
c o p y r i g h t
1/4"
Concrete fie Beam
TYPICAL
Up to 12"
315 Sanford Grip - Master (3 x 5)
i 2x 4Sub-facia
,. (by Builder)
8 d Nails
(2) 12 Sanford Grip - Master (1 x 2)
Wedge Block
26 Sanford Grip - Master (2 x 3)
t tt 8 d Nails
v av l o V
rsi
2x4
.. 1/4" clearance
24" to 36"
Nail with three 16 d Nails,
1/8" x 1" Strap Anchor bent
over Top Chord of Truss.
TYPICAL
13 Sanford Grip- Master (1 x 3)
rance
TR USS
1 962 anford Truss, I nc.
4
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_ .
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