700 NE 94 St (12)SGAseN
V hkgA'S71JN4... -
•
c 5.t•,EC, Poi
H0RTu.
1
LEGAL DESCRIPTION
1_OT 17 , r3LOC.K C:35 MIAMI
sec 4 3 C lo/ -, )
The ECHOSTAR X-.1O and X-.12
EdfloSmll±.
Features
It's clear to see the Echostar difference
with the X -10 and X -12 antennas.
Because the X -10 and X -12 let you see
through their unique design of bronze
aluminum mesh for a clear view —both
on your TV screen and in your backyard.
But their attractive design makes the
X -10 and X -12 more than just a pretty
picture. The strong aluminum tubular
frame withstands winds exceeding 100
mph, and the thick - walled steel polar
mount provides unsurpassed stability.
Don't miss out on the X -10 and X -12,
for a clear view by Echostar.
The Echostar X -10 and X-12
• Frame constructed of aircraft quality aluminum alloy tubing
• Reflector sections of extra resilient C /Ku Band- compatible aluminum mesh
• Baked -on powder coat with special plating for rust prevention on mount
• UPS shippable (4 cartons)
• Extra stable steel polar mount with heavy duty bearings on polar axis pivot
• Pre - assembled hub with fully adjustable declination
• Adjustable button hook
• Corrosion resistant zinc - plated hardware
• Ultraviolet stabilized to prevent fading
• Custom bronze color that blends well with landscaping
• Easy one hour assembly
• Limited five -year replacement/repair warranty
Specifications
Size
Weight
ED Ratio
Gain (at 3.95 GHz)
Efficiency
Curve Accuracy
tlequency
FYanx
Mesh Thickness
Wind Loading
x -10
10 ft. diameter (18 panel sections) 1
145 pounds with mount
030 (36" focal point)
40.1dB
70.0%
452"
4 and 12 GHz
13/4° aluminum tubing
.040 strand
Operational to 70 mph
Survival to 125 mph
1
lb complete your satellite system, ask your Echostar dealer
for a full selection of Echostar products today.
Your Echostar Dealer
V198.8 Echosphere Corporation Echostar' is a registered trademark of Echosphere Corp.
X -12
12 ft. diameter (18 panel sections)
195 pounds with mount
0.33 (48" focal point)
42.0dB
65%
452"
4 and 12GHz
1W aluminum tubing
.040 strand
Operational to 70 mph
Survival to 125 mph
•
.+.,g.eHt
• . lZ"
15..E
_.� auu}L'ti u Uiataej�► a,.0
dtding, plurs�t��str, ticctricat and co:' a .w
iftores Village. The Architect and buiddor As c' _,fit --
knowledge of all building regulations who2ihtt x :
+,pacifically indicated herein. All reinforced staid, sa t-A
liming, plumbing, electrical wiring and roof float4 , >
;mot be concealed before inspection.
. 7
PERMIT NO.. .3
� ���� s R
/ 's /4' s I
CHECKED
Brio TR. ts.r
L.4_r_._1::1 -- jet_ h "x S €c,rla ;; - -_
N . t3. 9 < -. }-t S c_4sl 2 nR
A
GATE
C I'NikACT
- #ILLa YORK SALES CORP.
AIR CONOLTIONINO
al'ia N. YV 52KO irt,11 /MA
1 835 PURDY AVENUE MIAMI BEACH, FLORIDA 33139
Planning & Zoning Board
10050 N. E. 2nd Avenue
Miami Shores Village
Gentlemen:
Enclosed is a floor plan and front elevation of the
home I propose to build at 700 N. E. 94th Street; the
legal description: "Lot #17, Block 65, Miami Shores -
Section #3 (10/37) "; provided a variance is granted
so that a Building Permit can be issued.
We may desire to make some modification to the final
plans, but this floor plan will give you the idea of
the type home I plan to build provided the variance
is granted.
We sincerely hope that you will grant the necessary
variance on the property.
LG/ j rm
Enclosure
Raever .G'. ?cvedla. Tee,
GENERAL CONTRACTOR
Very truly yours,
ROBERT L. TURCHIN, INC.
a eiej
LOU GENTRY
March 22, 1967
TELEPHONE 538 -8677
*; .. 1 EWS C,1 < TRY
SISCAY' E, .Ii GliNE Y RI Y V.N.. AN 4
der '4 . :G'i v! 1 Ertgir/eers April 7., 19
1 at ,: ' 1 or Ida Scale: Shown
•CERT Yom -•r t tb z ttach ;t , S! ETCH � OF . SIIRVEY*T. of t!tee . above descr;
• r? correct , to `the'`'bes.t of . our . 'knowledge 'ate .bet T'ef ets 'rec
1 5 rve y pl tted a nrkr our .d &ficction;, °.a-lso that t re are.- no errcro C13
_$Tetf - tn. e s s !t'
-. he r o r •.
Bennet
S ed - Ert4rcr0145
g c s'tered - Surveyor 046
STATE OF . ,FLORIDA
tEwS C. GENTRY
SISCAY' E ENGINEERING COAPANY
1 Engineers
Miami Florida
.tat. 7, Bock °6 . MIAMI - RES - SECTION ? O.3, according- to the Plat" tt er
.recc r ded in-Plat Book; 10. at Page 37, of the Public Records of Dade County,
F1 or dsf:
-Order .68t APrf 1 7, 19
a, 41492-72 Scale Shown
WE RcBY CC�ERT That at the attached "'SKETCH. OF .SURVEY" of the above descrtbi
Wro' rt 'r s true ‘and correct to the; hest ".of our knowledge' anti hel of as recer*t
1 y. stx rveye `�s�:atted t e� our direction: .a so that the ere. no enc roach-
me ts unless shown thereon,
S SCAYNE ENGINEERING COMPANY
J Bennett
Re§istered Engineer 49
Registered Surveyor 4074
STATE OF FLORIDA.
A
SO
tEwS C. GENTRY
SISCAY' E ENGINEERING COAPANY
1 Engineers
Miami Florida
.tat. 7, Bock °6 . MIAMI - RES - SECTION ? O.3, according- to the Plat" tt er
.recc r ded in-Plat Book; 10. at Page 37, of the Public Records of Dade County,
F1 or dsf:
-Order .68t APrf 1 7, 19
a, 41492-72 Scale Shown
WE RcBY CC�ERT That at the attached "'SKETCH. OF .SURVEY" of the above descrtbi
Wro' rt 'r s true ‘and correct to the; hest ".of our knowledge' anti hel of as recer*t
1 y. stx rveye `�s�:atted t e� our direction: .a so that the ere. no enc roach-
me ts unless shown thereon,
S SCAYNE ENGINEERING COMPANY
J Bennett
Re§istered Engineer 49
Registered Surveyor 4074
STATE OF FLORIDA.
NOTE: 'Jeb members shall by 2X3 or 2X4
#1 Southern Pine, 1500f Industrial Fir,
or 1500f Industrial Hemlock.
r
MY, tf 1 1 1967
ROBERT L. TURCHIN. INC.
1- 5/16"
for
5 pi
i_
1/ f o lOrT ab1NT
#7 plat r7 ` •.9 t9 32' -8"
1 59,0 to 31' -4'',
1.5 = to 28
Syg1 trirr.al
a
ce nterlin e.
VIK
115T -21 t 5 -6.3 to 32' -8 "'
o 30' -8 "I
�c
CAMBER BOTTOM CHORD
1/2" AT CENTER
I5 -6.3 to 32' -8" I
15 -5.4 to 28' -8"
? T JOINT
3,4.5
The V1K1Nj Truss Fabricator Dust furnish a copy of this design to both the builder and truss erector.
DESIGN STANDARDS. This drawing has been prepared to meet applicable previsions of the "National DeoirA
S,ecification for Stress -Grade Lumber and Its Fastenings" by National Lumber ranufacturers Acsociatlon;
and "Tesigr Specifications for Light Fetal Plate Connected Woo Trusses"
toes by P late I ns ti tu t e. each ' ate
VIKING Connector Plates are'20 gauge galvanised steel and app o
joint. LPEBEB of the seine species with equal or greater stress values nay be substituted.
FABRICATTbHi must be accurately cut and fitted together so that all members at each joint are
In env[ contac a ong-the joints.. Plate centerlines shall coincide with joint centerlines or shall, e
located by circles unless otherwisenaloned. OVERALL SPANS are based on nominal 4" bearing widt
and may be increased by as much as 4" at each wider tiering when using nominal b" 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 intervals cot 3 -0" o.c. VIKING CCNNECTossi
INC., tears no responsibility for the erection of trusses in accordance with this design. Persons
'using such trusses ars cautioned to seek professional advice in regard to safety precautions during
erection,t propel handling, temporary bracing and permanent bracing which may be required in specific
;npplicetroye. . NOTE: 19.2 N.D.S. edition. _.
ALTERNATE JOINT
CQNNRCTCn
3T -10
LUMBER
Max. Overall Sprrs
#1 Dense So. Pine
#1 K.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Pine
1500f Ind. Doug. Fir
1500f Ind. Hemlock
NOTE: Hemlock to be W
1 -3/4"
210E
2x
12
2x4
Top Chord
32' -8"
301 - 4"
27' -0"
1,2
2.5
3T -1Q
1435 N.N. 13th Avenue
Fort Lauderdale, Florida, 33504
2x4
Btm.Chord
32' =8"
3 21 : 8"
32' -8a
0X
L U M B E R R
Max. Overall Spells
#2 K.D. So. Pine
#2 Southern Pine
1200f Ind. Doug. Fir
1200f Ind. Hemlock
C. Heml d x 1400 #0
!! r 13 #0
e 550# 545# c
4400
1111111■:I.odelliillillftmm.—
�
5600 0 6840#T
5690,
605#
69904t 3
Symmetrical 13000 350 #T
about
centerline. 32'' -O" Clear span
6
FORCE DIAGRAM
5#
a
k
214
Top Chord
0
b
a
DESIGN LOADING
Roof 45 psf
Ceiling 10 pot
Total 35 paf
33 -1/3% unit
stress increase
R.1780#
3 - 2a 6 t? 3917'
O _ 8 tit26! 4
2x4
Btm.Chord
1 -7/8" for 5 -6.3
2 - 1/4" for 5T -21
' EQUAL
Phone AC -305
566 -5471
mr
0- Mut.- e.5 32 Dqh On/ 163,. /96
Piar - ?).' , g / So, R/16
M kA) r(le) /0 (q0)(vo) a)/10= e6
Axial -Force 6990 4 c
CSE /-
(4)( ) ('
1. Z595 m-as
(589)(/350)(/. 33) ( • moo()) 6. 33
O 58 -A
= /000_
0.3 1 12
13 Kate
2:57.
3.22.
7.07.
Nk Plate 4-3.6
3-4.5
11.6
11.6 1
87 Plate 7-4.5
31.6
89 Kate .: 9-7.2
66.6
3-5.4
113.91
4-4.5
3-5.4
12.. 1
7-5.4
MULTISPIRE SIZES
36.2
7-9•9 -
3-6.3
116.2 1
3-6.3
;8.4
7-6.3
89.1
44.3
3-7.2
18.5 I
4-5.4 4-6.3
117.
5-7.2
32.4
9-12.6
7-9.9
70.0
113.4
3-41 3-9.0
20.8 1 23.1
20.3
5-8.9
36.4
9-16.2
7-19.3
26.1
3-9.0
4-6.1
40.5
108.1
145.6
3-9.9
I 25.4
3-9.9
4-9.9
44.5
WIRING CONNECTORS, INC.
3-10.6
1 127.6
31.9
3-12.6
56.7
? 57
taes
1 .
1.29.
1.8P- +44_
7?-32 (heri:. steps ars
7 vertical 'teas are
1.91• except where shown).
4 .643 0 6 ! 5 .
.643'
_ +4.-
bil era
1 ...Pt where shown,.
4-12.6
3-12.6
I 32.4
40.3
3-14.4
64.6
37.0
3-14.4
4 - 1 4.4
46.4
3-18.0
81.0
3.6. 1 .1 • 0.9.
1.2ak*
1'285'
1.8*
0
v
LUMBER
Max. Overall S•e.ns
#1 Dense So. Pine
#1 S.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Pine
Construction Fir
Conet. Hemlock
32' -8"
1435 N.E. 13th Avenue
Fort Lauderdale, Florida, 3330
2 %4
To Chord
Btm.Chord
32' -8 "
LUMBER
Max. Overall S•aps
1500f Ind. Doug.'Fir
1500f Ind. Hemlock
S.D. So. Pine
1200f Tad. Reel • ii
30'-
27' -O"
14
Bte.Cbor
#2 Southern Pine
Standard Fir
Standard Hemlock
12001 Ind. Doug. Fir
32' -8"
* -8 "
Web embers shall be 2 %4 -/}1 Southern Fine, 1500f Industrial Fir,
or 1500f Industrial Hemlock. a
NOTE: For opposite end
of see:
D- MOL- 25- 32 -55•
7
FORCE DIAGRAM
Rotates
5 -9.9 12
2 %4
4 -9,9: 5 -5.4
A
k L"130O#
2 -1/2
To 6'-0" Centileier
2 -1/2
L =32' -8 "s MAXIMUM LENGTH OF BOTTOM CHORD
CAMBER BOTTOM CHORD TO MATCH ADJACENT TRUSSES
3300#T 1250#
26'-0"
LOADING DIAGRAM
6'-0 ".CANTILEVER
6814T. '
t 450e 1500#0 50#
Caibes 0 450it 1 450 e r150.47 45 1 650#1'
up 1/2" 495! �`e' . bOp f34OQ0
5 5#
2 00#0 � �8 z�joT
2570#• --
4'6"
27!-6^
LOADING DIAGRAM
4!-6 "_CANTILEVER
FORCE DIAGRAM
Roof 45 psi
Total 35 psi
sf
33 -1/3% unit
stress incresse
Phone AC
566 -5471
The FIxIBG Trues Fabricator must furnish a copy of this design to both the builder and trues erector.
LESION STANDARDS: This drawing Les teen prepared to meet applicable provisions of the " Natioral Design
Specification for Stress -Grade Lumber aid Its Fastenings' by National Lumber Manufacturers lssoeiationt
and 'Lesigr Specifications for Light Metal Plate Connected Nood Trusses" by Truss Plate Institute.
VIKING Connector Plate• are 20 gauge galvanised steel and applied to both faces of each trues at each
Joint. UMBER of the .sms elecies with equal or greater ,trees values may be substituted.
FABRICATION: Lumber must be accuratel cut and fitted together eo that all members at each Joint are
n aruf contact a ong the Joints. Plate centerlines, shall coincide with Joint centerlines or shall be
located b7 circles unless otherwieel i'menaloLed. CVIPILL Sr1BS are based on nominal 4• bearing widths
and may be increased by as :such ai.4 at each wider bearing when using nominal 8" tearing widt s
permitting maximum ova;& l span increase of 8 ", LATERAL BRACING: This truss has tee, Mee :ggrc,ed,
aasua1n t top chord is laterally bi iced at intervals not exceeding 3' -0" o.c. VIKING emscTOB ,
INC., bears no responsibility for the erection et trusses is accordance with this deep:. Parsons
usin6 ouch trusses ari cautioned to seek professional ad lcp in regard to safety yreteut during
roper, Land }ins.. temporary treeing and permanent bracing which my be required in specific
applicat N.D.S. edition. Hemlock to be W.C. Hemlock.
FILL D- MUL(vc) - 2.5- 32A,- 55 DAT - 2 - 28 -G5
2x4 -t5oo f IND b1EM LoGle
PANE L. G -t )
tit =UVX. 12 x 90 x(5.o) 3oo0 IN- 1bs
9 9
AXIAL FO C O P. 210o * T
C . 1
P M
'116 + 3000
(6, 6 9 l°500) (6.54')(15 oO)
O G 4- o.56 2
O 8 e o IG I
MUITISPIK[ 611E2 --
VIKING CON8E11025, INC.
03 Plat• - 3 -44 3-5.4 .3-6.3 3-7.2 }E.1 3-9.0
T.SY� !!III � .• - - f.b 3-5., 3-10.6 3-17.6
J -1i.4
7.07•
07 Plots 7-4.9 7 -5.4 7-6.2 7 -9.5 7.19.3
65 Plsti
5-7.2 5-9.5
4 4 4-�1
- Mf.S 6 4
(-- ---- -- 4 - 11 .1
I-12.6 9-I6.2
54.5 1 5 4 ® 7-7.2 1 3-6.1 • 5-5.0
1.2lf
?An.
1.0•
1.6•- 1'..
z (hbtlt. ftsp. ft.
1.534 uceft4 mhor$ 488.44.
el stops 06
1.643. 4 �
Lt•
1x9* - end utic ; •P step ire
1.266 except uh•,. show).
5- 12.6 3.14 4
TLS TIEING Trues Fabricator must furnish s copy of this design to both the builder and ,rtes erector.
DESIGI STANDARDS: This drawing has teen prepared to meet applicable provisions of the "Eatioral t piga
Ificatio4 for Stress -Grade Lumber Ind Its Feeteaing * -by Aational Lumber Manufacturers Associati
and "Deeigr Epeciticetlons for Light reel Plate Connected ¥pod Trusses' by Tete• Flats Institute..
TIEING Connecter Plate are 20 gauge galvanised steel and applied to both faces of each trues it each
:Out. tErrini i .sme of eeiep with 04%41 or greater stress values may to subetituted.
l IBEICATIGITLumter mupt be accurately cut and fitted tcgetEer eo tbst ell members at each joint 40
p ei' -peg pntscre ong the Joints. Plate centerlines shall coincide with Dirt centerlines or 4011 Le
4fetfd by c rclte unleee nth• else aTmeneioned. CTERALL SFLAS era taxed on nominal a 1)earing wi4tp•
e? may to increased by Al nucp ti 4" et each wider tearing when using noaimel b• tearing widtbp
prrsittirg a aaaimus overall son incites,* of S. IATLFAL BRACING: This truss has teen designed
ee!waling tbe top chord is 1 tetsllf breted et intwels cot erceedicg 3' -0" o.c. - IItIpO CCNT TCB0,
1HQ „ t;0prs no $eeyogs1b111f,I for ttp erection of tr}.pees in accordance pith this deplggps fereone
%a #p aupA tppdgEi ere tlµtiq{.Id tp a44k iprotep 1oc41 a rice rp regard to ea(ttt prft /M1.04i durtr
w rap }on p h eling. tempo r brash a.4 frrgeient t pcic L
g which my • required is .petit e
aye} s td °P ?.196 $00, s, 0 Hemlopit to be 'q.a, Hemlock, •
b }'legera shall tie 24441 $outher% . dine,
1500f Industrial Fir, or 1500f Industrial Hemlock,
2540 #T 1120#T
22' -0"
LOADING DIAGRAM
10L0" CANTILEVER
RL =860#
1450#C
330#
A T 262
BUTT JOINT
7- 9
` 0 1 150 #2
1150#0 __[+
NQTE: Tor opposite e43 of truss
see File #D711147
VIKING
1400#0 850#T
630#0 2080#C
400 #T C D 554/{ E 320
2720
I �
• c
Ya0
3700#C
UTT
JOINT
7 -6.3
2780 #0 J
1 101 10! -0" Cant.
2 R =2880#
2800 #
2300 #T
2 500
I2nd. joint)
1'0"
1000 #C
0 # H 580#
EQUAL
Moves from first oint of
three e•ual space.'to' '
second oin of Wee
eGVa1 Spa.0es
Minus 1'-O"
ECTORS
LUMBER --
Overall Spens
#1 tense So. Pine
#1 $.D, So. Pin@
Sel. Str. Fir
Sel. Str. Hemlock
# 1 Southern Pine
Construction Fir
Const. Hemlock
N i �: 77— -
Move to lgtt
L =32 -8" = MAXIMUI1 LEIiGT1 QF $QTT'OIi OIIORD
FORCE DIAGRAM
Iist. joint'
CAMBER BOTTOM CHORD :TO MATCEI..ADJACF:NT TRUSSES
1 /8"
2X4 2X4
Chord Btm.Chord
32' -8'
SPACES
3 -7.2
iv OTE: Maxigmum 10' -Q" Cat}tileyer
on 32' -8" PPP-4 94 4
1435 N.E, 13th Avenue
Fort Lauderdale, Florida, 33304
32' -8"
Ogee 6' -0 " Canti }ever tq 10'70"
Cantilever
LUMBER
Max. Overall Spans
1500f Ind. Doug.'Fir
1500f Ind, Hemlock
#2 H.D. So. Pine
#2 Southern Pine
Standard Fir
Standard Hemlock
120or Ind. DOilg.' Fir
1200: lnd 4e41Q1
78°0 41500
A
-10(3,00 5 �# $ 0
325,4
1 1 `!00,#0
2
13 50#1 270Q#0
F L / 218004
1000#0
4
Maim%?
ov rhan�,
214
To? Chord
30'-4"
� -0"
5
214
Btm.Chord�
Q Q Q w
32' -8"
32' -8"
pESIGN LOADING
Eno( 45 Per
CA iris lq pgt
Total ` 55 per
33 -1/3% unit
atreee #> crease
- 5304
2 ?10 #T
i t 21
t E
0# 6, —
R =2440#
LOADING DIAGRAM
6f-0 "'Cantilever
450#
1 Iv !pi Phope 4C -505
• 566-547
FELE Q- MULe(yc)- 2.3.32/I -55 DA 2= 28 - G5
PANEL J- lo - 2xd- 1500 f Ito 0 N EMLoci
M•
was 2o .440.(3)%1Z 2 6. - lo iN- Ib-s
AxI AL Fo P= .2180 ‘e
c .s. I P + tel
(A) (FA) CZ) C �'1.)
cs.s , 2? 80 + _� o ►r+ tb3
(5.89)(loao) (3.54)(1500)
cs2 (3.41'3 + 0•50c5
13 Plete
2.57• Ill.'s I
•
It P1►te
7.21! � . [Li ,
19 Plots
o . ( 3 7 I OK
3-1.3
4-3.6
3-4.5 _ 3-9.4
9-7.2
3-,.t
7-9.4
1
MATISPINC SIZES
N.,
3-6.3 3-7.11 3-6.1 14.0
1 112., I
7-6.3
4-3.4
54 3-11.1
LA 1 1 3,.4
1
5-7.2
131
1
20.3
J - 1l.3
23.1
■-23
1
40.
1
3-9.,
1 23.4
3-9.11
t-9.,
1
VININ2 CONNECTORS. INC.
3-10.2
1 27.2
t:d+
l.v -+-1..
7?-3t ( step. ete
1.6 except shown). •
)
4-16.6
3-12.6
I ►
3-13 3-11.4
3-14.,
137.
t -11.4
146.4
'•77• 0 !e
t.D7•' r rl 1
1 .6. 5•
tF:14
•
2.265• I
7.t• F4 !.1•
(hoft. ttpe ett j 1.2•
v Y MI ntttoel Ne us
excpt where shoe). f .
l.ltso
The 9IEING Truss Fabricator must furnish a copy of this design to both the builder and trues erector.
DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the " Natioral Design
mortification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association{
and "Des igr Specifications for Light Metal Plate Connected Vood Trusses" by Truss Plate Institute.
VIEING Connector Plates are 20 gauge galvanised steel and applied to both faces of each truss at each
joint. o e same elecies with equal or greater stress values may be substituted.
IABBICATTbde — Lumber must be accurately cut and fitted together so that all members at each joint ore
In snug contac a ong the joints. Plate centerlines ehe11 coincide with joint centerlines or shall be
located by circles unless otherwise dri OVERALL SFANS are based on nominal a• bearing widths
and may be increased by as much as 4" at each wider bearing When using nominal 8" bearing widths,
permitting • maximum overall span increase of 8 ". LATERAL BRACING: This truss has been designed
assuming the top chord is litetallj braced at intervals not exceeding 5' -0• o.c. YIEING COMbECTORS,
INC., bears no responsibility for the erection of trusses in accordance with this design. Fersons
using each truesea are cautioned to seek professional advice in regard to safety precautions during
erection proper handling, temporary bracing end permanent bracing which may be required in eyecifis
applications. NOTE: 1962 N.D.S. edition.
NOTE: All webs shall be 2X3 or 2X4
#1 Southern Pine, 1500f Industrial Fir,
or 1500f Industrial Hemlock.
NOTE: Only one Butt Joint A or B
permitted in bottom chord.
1- 5/16 " -,
VIKING
5T -21
BUTT JOINT A
5-8.
MUNI
I Camber 1/2" at center
BUTT JOINT B
4 -5.4 to 25' -8"
3 -6.3 to 22' -8"
3 -5.4 to 20' -8"
CQNNCTORI
L U M B E R
Max. Overall Spans
#1 Dense So. Pine
#1 4.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Pine
_1500f Ind. Doug. Fir
1500f Ind. Hemlock
2x4
Top Chord
�5' - 8"
25' -8"
25' -0"
NOTE: Hemlock to be W.C. Hemlock.
a
8.1375#
0
FORCE DIAGRAM
1435 NjE.'.13th Avenue
,Fort Lauderdale, Florida, 33394
2x4
Btm.Chord
25' -8"
25' - 8"
25' -8"
0
b 565# 2620
415#
97 1
38400 ..,.
m
11
a 1 4 25'-0" Clear span
3 =8;1 "
3.7.2 t o 23'-0"
3 -6.3 to 20'-0"
3 -5.4 to 17' -4"
L U M B E
Max. Overall Spans
#2 K.D. So. Pine
50uthersl Flae
1200f Ind. Doug. Fir
1200f Ind. Hemlock
540#
2
20#
795#T
2x4
Top Chord
2x4
Btm.Chord
DESIGN LOADING
Roof 45 psf
Ceiling 10 psf
Total 55 psf
33 - 1/3% unit
stress increase
Y,QA? , AC -39,
566.5471
_ file #• D- QUE - 3 - 25- SS Qctfe dune /, /9105
CSI
M = wf/ 9 = (90)(5.7. 2 ( /2) / 9 = 39140 n - /bs
A c..( 'came : Ps 3970
(A) (Fc (/h ("z)
3970' /. 3940
(5.89)(0350)(/. 33) (3.54 0( / 5
0.92 9
2x4- 4 1 S. Pine
P M
0. 315 - A 0. 55
13 Plats
2.57• i
3.22•
7.07•
9.00•
3 -4.5
11.6
d4 Plets 4 -3.6
11.6
Plots_ 5-4.5
4.50
ge.z
d7 Plats 7 -4.5
31.8
09 Plate 9 -7.2
64.6
3 -5.4
13.9
5-5.l
MULTISPIRE SIZES
4 -6.5
14.5
7 -5.4
38.2
9 -9.9
3-6.3
1 16.2
5-6.3
,28.4
7 -6.3
4 -5.4
17.4
44.5
89.1
3 -7.2
18.5'
5-7.2
32.4
9 -12.6
7 -9.9
113.4
3 -8.1 3 -9.0
23.1
4 -6.3 4 -8.1
26.1
5-8.1 5-9.0
40.5
7 -15.3
20.8
20.3
36.4
70.0
108.1
9 -16.2
119.8
l
3 -9.9
125.4 1
5-9.9
44.5
1.25
4 -9.9
SIRING CONNECTORS, INC.
3 -10.8
31.9
F _ 7.2•
31.9
27.8
5-12.6
56.7
.643 _ ..�� 1.B
51 -21 (horiz. steps ere
V79r - end vertical steps ars
1.266• except eler■ 'hewn).
3 -12.6
32.4
4 -12.6
40.5
5 -14.4
64.8
3 -16.4
37.0
4 -14.4
46.4
5-18.0
81.0
2.7• r -}..__ `. 0.9•
2.51 �1 9.2 J
9.z 1.285'
4.5•
3T 37 -10
1.B•- •.F-
77 -32 (horiz. steps ere
3' 5nd verticel steps ere
1.93• except elers shown). 17,285"
1.285•
/IIf . • , 0,9•
T
5.4•
31 -12
1 7-
25
.641. 4 .64• -µ}r
't 1.B•
54. -17
2 -5
1.8• pr's in
464•
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
Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association{
and "Deslgr Specifications for Light retal Plate Connected Wood Trusties" by Trues Plate Institute.
VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each
o n f o�tEi same sleeles with equal or greater stress valuea may to substituted. '
ABRICATION7 Lumber must be accurately cut and fitted together so that all members at each Joint are
In snug contac a ong the Joints. Plata centerlines aba11 coincide with Joint centerlines or shall be
located by circles unlees otherwiee OVERALL STABS are based on nominal 4" tearing widths
and may be increased by es much as 4" at each wider tearing when 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 intervals not exceeding 3 -0" o.c. VIKING CONbECT083,
INC., bears no responsibility for the erection of trusses in accordance with this design. Feraone
using such trusses are cautioned to seek professional advice in regard to safety precautions during
erection, proper handling, temporary bracing and permanent bracing which may be required in specific
applications. NOTE: 1962 N.D.S. edition.
NOTE: All web members shall be 2X3 or 2X4
#1 Southern Pine, 1500f Industrial Fir,
or 1500f Industrial Hemlock.
Z - 5
— 2 -1
Camber 1/2" at center
1,2
VIKINC CONNECTOS
12
3
L U M B E R
Max. Overall Spans
#1 Dense So. Pine
J{1 S.D. Soi. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Pine
_1500f Ind. Doug. Fir
1500f Ind. Hemlock
a
b
FORCE DIAGRAM
2 =825#
2x4
Top Chord
15' -8"
15' -5"
15' -2"
NOTE: Hemlock to be W. C. Hemlock.
415#
al j
R
1435 N.E. 13th Avenue
Fort Lauderdale, Florida, 33304
2x4
Btm.Chord
15' - 8"
15' - 8"
15' -8"
0�
1685
LUMBER
Max. Overall Spans
#2 K.D. So. Pine
#2 Southern Pine
1200f Ind. Doug. Fir
1200f Ind. Hemlock
1640 #T
3-4.5
M a
1
15' -0" Clear span
820#
2
G Y
m
Equal areas
2x4
Top Chord
1 74 g
H Iti
e
2x4
Btm.Chord
DESIGN LOADING
Roof 45 psf
Ceiling 10 psf
Total 5j psf
33 - 1/3% unit
stress increase
Phone AC -305
566 -5471
V '
M
•
hoaa
14 0- 111N- 3 - /5- 55 , hihe /, 1965
Pah/ 6-1 a 4 4 1 s. PMe
& /a . (90)(6.9) Go5'e, m-
A )(io,..1 rorce Pz I (o85 a
CS I =,
(4)(1"; ) (/,4)
/(0.05 d 'e
/-
(5:619)03 SO) ( 33)
A • 0.8 5
23 Kate
2.57
24 Plots
3.22•
27 Plots
7.07.
9.00•
111.6 I
0-3.6
111.61
7-4.3
31.0
29 Plots 9-7.2
54.0
MOLTISPIS2 512E3
3
113.9 1
4-6.3
114.5 1
7-5.4
30.2
3-9.9
3-8.3
116•2 1
7-6.3
89.3
3-7.2
116.5 1
4-5.4
117.4 1
4.50. ots. 5-4.3 3-5•4 5-8.3 - 3-7.2 5-0.1
Plots
1 I 1 • 11111
131.4
74• 9
4-12.6
70.0
113.4
120.3
3-6.1 3-9.0
120.0
4-0.3
132.4
9-16
23.1
7-13.3
4-0.1
26.1
3-1.0
I 40.3
3-9.9
1 29.4 ' 1
. 4-9.9
VISIN0 CONNECTORS. 1NG.
3-10.6
131
1 4-11 . „. 1
I 27.6
3-12.6
7.2.
1.29. 7.07.
t.e•-•H.-
7T. (hmit. •topS uS
0.9 and unticoll stops nil
1•93• inept unto shown).
.6t3•
t j; otopS arl
0.5. uotticol stops no
1.256. oncost ants shown).
•
4-12.6
3-12.0
I 32.4
140.3
3-10.4
I 64.11
3-14.4
137.0
4-10.4
140.4
2.7• f.__
2.571?21141 0..
: 9.2 1.205
2L:12
The RILING Truss Fabricator must furnish a copy of this design to both the builder and trtee erector.
DESIGN STANLARDS: This drawing has been prepared to meet applicable previsions of the "National Design
Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Canufacturers Ass ociatton1
and "resign Specifications for Light retal Plate Connected Wood Trusses" by Trues Plate Institute.
VIKING Connector Prates are 20 gauge galvanised steel and applied to both faces of each truss at each
joint. LL'FBtR of the same ei ecies with equal or greater stress values ray to substituted.
PABRICATIUH: Lumber must be accurately cut and fitted together so that all members at each joint are
In snug contac a ong the joints. Plats centerlines shall coincide with joint centerlines or shall be
located by circles unless otherwise onaloned. OVERALL SPANS are based on nominal 4" tearing widths
and may 4. a increased by as much as 4" at each wider 2rng xtea using nominal S" bearing widths,
permitting a maximum overall apart increaae of 8 ".. LATERAL BRACING: This truss has been designed
annulling the top chord is laterally braced at intervals not exceeding 3' -0" o.c. VIKING CONNECTORS,
INC., bears no responsibility for the erection of trusses in accordance with this design. Persons
using ouch trusses are cautioned to seek professional advice in regard to safety precautions during
erection proper handling, temporary bracing and permanent bracing which may to required in specific
applications,. NOTE: 1962 N.D.S. edition.
NOTE: All web members shall be 2X4
#1 Southern Pine 1500f Industrial Fir,
or 1500f Industrial Hemlock. --
NOTE: Only one Butt Joint "A" permitted in bottom
chord, or one or two Butt Joints "B" & "C" in bottom chord.
Parallel
7T -32
JOINT B
3
Symmetrical about
centerline except
for center panel.
5 -9.9
4
L•TERNATE BUTT`JOINT B
BUTT JOIN A
5 -6.3
JOINT 0
3 - 7.2
CAMBER BOTTOM
CHORD' S/8" 0
CENTER
VU(IING CONNECTOS
2.5
__
ALTERNATE BUTT JOINT 0
5 - 9.9
LUMBER
Max. Overall Spans
#1 Dense So. Pine
#1 S.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Fine
Construction Fir
Coast. Hemlock
NOTE: Hemlock to be W.C. Hemlock.
1- 5/16" lit' Equal spaces
15! - 0%
Symmetrical
about
centerline.
2x6
Top Chord
34' -0"
34 -
34' -0"
Special cut
on lumber
1435 N.E. 13th Avenue
Fort_Lauderdale, Florida, 33304
2x4
Btm.Chord
341 -0s
4820 #T
1,2
e
K
LUMBER
Max. Overall Spens
1500f Ind. Doug.. Fir
1500f Ind. Hemlock
#2 S.D. So. Pine
#2 Southern Pine
Standard Fir
Standard Hemlock
1200f Ind. Doug. Fir
1200f Ind. Hemlock
6750#T
33' - Clear span R
3
ALTERNATE HEEL.
2x6
Top Chord
8.1830#
2X4 Heel
height
Equal areas
2x4
Btm.Chor1 Cn
yy
q µ
�cl h
34
34' -0"
DESIGN LOADING
Roof 45 psf
Ceiling 10 psf
Total 55 psf
33 -1/3% unit
stress increase
0
0
y
DO
H
0
0 H
fJN
iFn
o
�
O N
•
0d
Phone AC -305
566-5471
r; D- NI 15 - 2. 5 - 33 - 55 Date . 4/one 6 /96
d3 Plata 3 -4.5 '3 -5.4
2.52° I
1 .
Y4 Plate 4 -3.6
3.22• I
111.6
/ Plats
12
4.50•
e1
5-4.5
r7 Plate
7.07•
L 1 . 5
7 -4.5
19 Plate 9 -4.2
CS
1 17.9. I
5-5.4
1 -5.4
NLN.IISPIPE SIZES
4 -4.5
24,3
114.51
38.Y
9 -9.9
A XI i 900 '
1-6.3
5-6.3
89.1
( i v ) ( ) / . 9
16.2 I
1 -5.3
4 -5.4
117.4 I
3 -7.2
lie ,S I
5-7.2
132.4
74.9
113.4
P `
(i)(2)(iliC,)
X0900 -- /- - Seoq
6593 035 33) (8119 )(iS00)(/, 33)
4 -6.3
0. / .7 0 . 3545
3 -e.1
1 20.8 1
120.3 1
5-8.1
70.0 •
1
136.4
9.12.6 , 9 -164
115.8
3 -9.0
1 23.1
125.1
5-9.0
4 -8.1
140.5
1
(90)(4. 9 ?) /. 9: S800 /43 -
3 -9.9
129.4
• 3 -9.9
f
VIMINO CONNECTORS, INC.
4 -9.9
144.5
131.9
7.2• I
3 -10.8
(e) c r3) (i4c. )
127.8
5-12
156.7
31.9 _ I 1.29•
7.07•
1.29• { }
21 3; <horlr. steps ere
and verticel step and verticel steps are
1.9)• except where shown).
.643. 4� 5•
.613• 1-
1.8
52 -21 Choriz. ateps are
5P vertical step■ ere
1.286• except where shown).
4 -12.6
3 -12.6
I 32.4
145.5
5 -14.4
164.8
3 -14.4
1 37.0
4 -14.4
1 46.4
5-18.0
181.0
2.7•- .I . 0 9•
2.57• - _ _ L -
9.2 I f.285•
6.5• I
32 =10
3.6• X4-4
�11
�•
1.285• .
~ 4
37 -12
.64
' I' 1.8*
5.4•
__L
f---414:00 2 -5
F ree- Ti.61n2
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 " Natioral Design
Specification for Stress -Grade Lumber and Its Fastening"" by National Lumber Manufacturers Association;
and 'Design Specifications for Light Metal Plate Connected Vood Trusses" by Truss Plate Institute.
VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each trues at each
joint. LUFtt2 TT9Se tame al:ecies with equal or greeter stress values may be substituted.
FABRICATION: Lumber must be accurately cut and fitted together so that all members et each joint are
In enug contact-117516g the joints. Plate centerline" shall coincide with joint centerlines or shall be
located by circles unless otherwise aTmenaioned. OVERALL SPANS are based on nominal 4" bearing widths
and may be increased by as much ae 4" at each wider bearing when 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 intervals not excee3rng 3' -0" o.c. VIKING CCEECTORS,
INC., bears no responsibility for the erection of trusses in accordance with this design. Persons
using such trusses are cautioned to seek profeseloral advice in regard to safety precautions during
erection, proper handling, temporary bracing and permanent bracing which may be required in specific
applications. NOTE: 1962 N. D.S. edition.
NOTE: All web members shall be 2 %4
#1 Southern Pine, 1500f Industrial Fir
or 1500f Industrial Hemlock.
JOINT B
3 - 9.0
Parallel
7T -3
5 - 9.0
ALTERNATE BUTT JOINT B
VIKI
BUTT JOINT A
( Symmetrical about centerline
except for center panel.
1/8"
5 -6.3
3T -10 & 7T -32
JOINT 0
13-4.5
s
1-5/16" —
NOTE: Maximum of one Butt
Joint A or two Butt Joints
B & C permitted in bottom
chord.
Parallel
CONNECTOR$
12
5 -9.0
ALTERNATE BUTT JOINT 0
NOTE:
Equal spaces
LUMBER
Max. Overall Spans
#1 Dense So. Pine
#1 S.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Pine
1500f Ind. Doug. Fir
1500f Ind. Hemlock
2.5
3T -10
3-4.5
13' -0"
CAMBER BOTTOM CHORD
5/8" AT CENTER.
2x4
Top Chord
31' -8"
. 31' -4"
28'-4"
Hemlock to be W.C. Hemloc$.
e 51 0#
4880#0
Symmetrical
about
centerline
except for
center _�
panel.
EQUAL
1 N.E. 13th Avenue
Fort Lauderdale, Florida, 33304
2x4
Btm.Chord
31' - 8"
31' -8"
31 -8"
4.
000
80#T 5900#T
L 300#T
FORCE DIAGRAM
LUMBER
Max. Overall Spans
#2 K.D. So. Pine
#2 Southern Pine
1200f Ind. Doug. Fir
1200f Ind. Hemlock
500#T �
425#
c
60
31' -0" Clear span-
SPACES
o N
490# b
6 b
R
N
3 -14.4
R.1705#
2x4 2x4
Top Chord Btm.Chord xb
µ
Q
O 5
F✓
d!
at
H
m
DESIGN LOADING
Roof 45 psf
2$0# Ceiling 10 psf
Total 55 psf
33 - 1/3% unit
stress increase
Equal areas
H
A
Phone AC -305 ` V
566-5471
S3 Plats 3 -4.5 3 -5.4
2.57•
3.22.1
1 Plats 5-4.5 5-5.4
4.50• I
S7 Plats 7 -6.5 7 -5
7.07•
1' 9 Slats 9 -7.2
9.00•
11.6
tl6 Plots 4 -3.6
11.6
$0.2
31.8
66.8
Papa e, -G� Zxy I So..rnt�'
M = 1N L 8 = (90)02)( b." 3 (00 in - 'k
CSI
13.9
16.5
24.3
38.2
Axial 4'ov-ct = P= 488n tC
MLLTISPIME SIZES
9 -9.9
3-6.3
16.2
5-6.3
7 -6.3 .
6 -5.6
17.6
44.5
89.1
3 -7.2
P
(A) ( fa)Cinc. (e)( irtoonc.) -
(: (1 - 6 ci.M (3.5‘)05
a4.°, 4
I. Oo
18.5
5-7.2
32.4
9 -12.6
7 -9.9 •
113.4
3-8.1 3 -9.0
23.1 1
6-6.3 4 -8.1
. 26.1
5-8.1 5-9.0
20.6
20.3,
70.0
36.4
7 -15.3
9 -16.2
40.5
108.1
145.8
1 I'
3 -9.9
25.4
5-9.9
4 -9.9
44.5
VI8ING CONNECTORS, INC.
3 -10.8
27.8
31.9
5-12.6
56.7
t_ 31.9 _ 1.29• I
7.07•
1.j9• I
3 -12.6
32.4
4 -12.6
42.5
5-16.6
64.8
3 -14.4
37:0
4 -14.4
46.6
5-18.0
81.0
0.9•
2.7•� I � - '7 �s -
2.5" 1 '-- 1
9.2 1.265•
4.5
3T -10
1 .6' .F-14.- riz3.6• 0.9•
71 -32 (horir. efeps are
land verticel steps ere r --- 1.93• except where shown). X11.6 1.265•
1.285• _
5.4•
I 7.2• A . 31_12
.663. 4t. 5• 1
y r T ` ; T_______ 1.8•
. 5.4•
5T -21 (horir. steps ors l 1.8. 2 -5
V.3 vertical steps ere A re i74 61n
1.286• except where shown). ..111fi4.
The TIEING Truss Fabricator must furnish a coPy of this design to both the builder and tress erector.
ESIGN- STANDARDS: This drawing has lees - prepared to meet applicable provisions of the .'National De)Sgn
nd i Desigr o Specifications r for Light rMetallPlate sConnectediioodNational rusaes" by Truss Manufacturers
Plat eInstitute. ai
iEING Connector Plates are 20 gauge galvanised steel and applied to both faces of each truss at each
joint. rrnflrof the sane specie" with equal or greater stress values ¢a7 be substituted.
ABRICCvAAgTS6�Lumber must be accurately cut and fitted together act that all members at each joint are
ccatee by. circles unless joints.
therwise- da centerlines �o�i;c r. based on "
and my a overalluepeasincreaseaof 8 ". tiTERALSBRACING: nominal haseteengdee_gued
eauaing this top chord is laterally braced at intervals not exceeding 3. -0" o.e. YIIINO CeNNECTO &
INC., n eu b areicautioned seek nal advice in regard safety precau during
erection proper handling, temporary bracing and permanent bracing which may to required in apecif •
licat
.pp , mw. NOTE: 1962 N.D.S. edition.
NOTE: All web members shall be 2X4
Fir,00rb1r500Z Industrial Industrial
alHemlock.
NOTE: Maximum of one (1) Butt Joint A or
two (2) Butt Joints B & C permitted in
bottom chord.
Parallel
7T -32
JOINT B
3 -9.0
114 lateral braoing. Attach
with 8d nails d 8" 0.0.
e
A
ALTERNATE BUTT JOINT B
Symmetrical about
centerline except
for cente panel.
2'-6"
• -
Maximum
Section AA
Block
CAMBER TOP AND
BOTTOM CHORDS
5/8" A CENTER.
vieco�c CONNCTOR
- Max. Overall Spans
1 -5/16"
LUMBER
#1 Dense So. Pine
#1 H.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Pine
Construction Fir
Coast. Hemlock
NOTE: Hemlock to be V.C. Hemlock.
Symmetrical
about
centerline.
2x6
Top Chord
le -8s
31'-4"
31'-0"
2.5
Equal areas
5 -9.9
ALTERNATE BUTT JOINT C
1435 N.E. 13th Avenue
Fort Lauderdale, Florida, 3334
L U M B R
- Max. Overall :Spe.ns
2x4
Btm.Chord
OO
52000
e
11' -0"
FORCE DIAGRAM
15001 Ind. Dug. Fir
15001, Ind. Hemlock
_#12 E.D. So. ins
#2 Southern Yio;e
Standard Firs
Standard Hemlock
1200f Ind. Dpuug. Fir
1200f Ind. Hm10 k
785# c
5
5954 b 32
w 0so,
66100
3000
31' -0" Clear span R
N
•
2x6 2x4
Top Chord Btm.Chor
oo
0
b
a
DESIGN LOADING,
Roof 45 psf
Ceiling 10 psf
Total 55 psf
35 -1/3% unit
stress increase
Ro1705#
�Iti .3
1-a e
51'-8"
C-
P
. 4
•
■+kj
COO
aA
CI H
IV CO
��
�
o �y
•
A ci
H
Phone AC-305
566 -5471
2.57•
3.22• I
* D - /Ir /I - ?.S -31 -55
tea/ c / / L4$'
Pan d - y 2x a ISo. Pt
M ` WC /.8 =No)(9,30)'' = 11.x`10
5 P1.t.
4.50•
M plat.
9.00.
13 Plata 3 -4.5
'11.6 1
M4 Plata 4 -3.6
54.5
0.21
17 Plats
7.07•
31.8
7 -4.5
9 -7.2
64.8
CSI =
3 -5.4
113.9 I
5-5.4
124.3 I
7 -5.4
MULIISPIKE SIZES
4 -4.5
L4.5 1
9 -9.9
A x10-1 for = ?= S ?QQ #C
3-6.3
16.2 1
56.3
128.4
7 -6.3
144.5
3 -7.2
116.5 1
4 -5.4
117.4 1
57.2
132.4
9 -12.6
7 -9.9
113.4
P
(A) (F ) Ci }-7c.j - �-
1/y )(/ 3 o)( /. 3
O, 3/6 t O, 108/
3 -6.1
1 20.8 I
4 -6.3
1 22.3
58.1
136.4
9 -16.2
7 -15.3
23.1
126.1
59.0
4 -8.1
40.5
3 -9.0 3 -9.9
5 -9.9
4 -9.9
1 44.5
131.9
i
�--
77-32 (hotl z, step, ere
end verticel steps re
1.93• except serer, ehawn).
)tea
25.
5 -12.6
5T -21 (Portz. steps ern
a74T - end vertical steps ere
1.286• except Where shown).
, - /b5
8 s
)( 3
4IIING CONNECTORS, INC.
3 -15.8 3 -12.6
25.4 1 I? I 1 32.4
1 56.7
_.643. 4 ' S .
4 -12.6
140.5
5 -14
164.8
2 .265•
3T_12
.64•_µ1.
3-14.4
1 37.0
4 -14.4
1 46.4
5 -18.0
61.0
2.7•- � +1 2.9•
2.57• F�__.. L _
9 . 2 I I 1
4.5• '1
3T -10
tl
11.6 265•
� 3• U } I 1.B•
.fi
1.6• 2 -5
7� Free
1 '�f!64•
#1 Dense So.
#1 S.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Fine
Construction Fir
ER 2x6 2x4 LIIM BER'
Spans Top Chord Btm.Chord Max. Overall Spans
Pine 1500f Ind. Doug, Fir
32' -8"
2' - 8n
Coast. Hemlock
2' -4"
1500f Ind. Hemlpck
J2 E.D. So. Pine
#2 Southern Pine
Standard Fir
Standard Hemlock
1200f Ind. Doug, Fir
1200f Ind. Hemlpck
2x6
Top Chord
The VIKING Truss Fabricator must furnish a copy of this design to both the builder and trues erector.
DESIGN STANDARDS; This drawing has teen prepared to meet applicable provisions of the "National Design
Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber fanufacturers Association;
and "resign. Specifications for Light fetal Plate Connected Vood Trusses" by Truss Plate Institute.
VIKING Connector Plates ere 20 gauge galvanised steel and applied to both faces of each truss at each
Joint. LDMER of the same alec.es with equal or greater stress values may to aubetituted.
FABRICATION: Lumber must be accurately cut and fitted together Bo that all members at each Joint are
in snug contecV — slang the Joints. Plate centerlines shall coincide with Joint centerlines or shall be
located by circles unless otherwise aimeneloced. OVTEALL SFANS are based on nominal 4" bearing widths
and may to increased by as much as 4" at each wider tearingg n causing nominal 6" 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 intervals not exceeding 3' -0" c.c. VIKING cemmECTOES,
INC., beers no responsibility for the erection of trusses in accordance with this design. Persons
using such trusses are cautioned to seek processional advice in regard to safety precautions during
erection proper handling, temporary bracing and permanent bracing WO may be required iu specific
"To NOTE; 1962 N.D.S. edition.
LUMBER
A- #1 Southern Pine.
E- #1 Southern Pine, 1500f Industrial Fir,
or 1500f Industrial Hemlock.
NOTE: Web members shall be 2 %4B.
3-4.5
BUTT JOINT
7 -15.3
Symmetrical
about
centerline.
CAMBER TOP & BOTTOM
CHORDS 1/2"' AT CENTER
2 %6
3 -5.4 & 7-6,3
VIKONG CONNECTORS
Equal
s aces
t
LUMBER
Max. Overall
Symmetrical
about
centerline.
1435 N.E. 13th Avenue
Fort Lauderdale, Florida, 33304
790#0
e 790# /(---,1 610# /— � 50# T
7820#0
5 � 4
6000#T
L -18500
32'-0"
5
2
6150,¢'0 485#
2 73 0
�• 1
71500
f 1150#0
Clear span
FORCE DIAGRAM
--2X4 #1 Southern Pine ONLY
9'-0" Setback
12
2.5
d
0 R•1760#
b
2x4
Btm.Chorc'll-4 2
H
A F;
Opp cve
m
o
h
32'-8"
32'-8"
DESIGN LOADING
Roof 45 psf
Ceiling 10 psf
Total 55 psf
274 33 -1/3% unit
stress increase
a
H
n
NI 4 Phone AC -305
o ' 566 -5471
2.57• j
17 Plate
7.07•
9.00•
CSI = Crhc.) M
(i) (P6) (fix'.)
63 Plate • 3 -4.5
111.6 I
C4 Plato 4 -3.6
3.22•
`11.6
Y Plate
�.SO•
120.6 1
69 Plato
5-4.5
7 -4.5
31.6
9 -7.2
I 9 - Z. 5 - 32.5s Da /e Dec, 3 0, 196 5,
_ 2_x_ ! 1 S
M. w Qz)(i) / 9. (90)(3.6 e) 9 = 1730 In-,165
P =' Aral }orc ;/
64.6
3-5.4
11 1
5-5 .4
4 -4.5
14.5 1
12431
7 -5.4
0. 6 90 f 0.228
0.9/8
MIUISPI$E SIZES
36.2
9 -9.9
7 3 one
(589) (/350) (/33)
3-6.3
116.2 I
3-6.3
126.4
89,1
117.41
44.5
3 -7.2 3-8.1 3 -9.0
23.1
4 -5.4 4 -6.3 4 -6.1
119.3 1
5-7.2 5-6.1 5-9.0
32.4
9 -12.6
70.0
113.4
20.5 I
120.3
36.4
7 -6.3 7 -9.3 7 -15.3
106.1
9 -16.2
1
126.1
40.5
145.5
P130 in -A.5
0.V>)(1400)(
3)
3 -9.9
125.4
5-9.9
4 -9.9
31.9
44.5
VIMING CONNECTORS, INC.
3 -10.6
127.5
7.1•
1
5-12.6
56.7
1.29•
1. B•- rF-14-
7T- (hor1r. atoll are
0. 9• and vertical .taps ars
1.93 except uteri .hewn).
1.29•
f
7.07•
1
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_,
}d 1.B
5T -2k Cheri:. ate a ere
0. 9• and vertical .tape are
1.286 except whore .hewn).
4 -12.6
3 -12.6
1 32.4
40.5
514.4
3 -14.4
37.0
4 -14.4
46.4
516.0
82.0
2.7.-1.___+1.-
2.57.-
2.285
4.5.4 31-10 '"""'1111
0.9•
3.6 0.9•
111.6 1 265
1.285•
5.4•
3T -12
.64.--
5.4•
t 1.B• 2 �•
FIE6T61n
1 ett'64•
The YId;NG Truss pabricetor must furnish a copy of this design to both the builder and trues erector.
DESIGN STANDAEDg: Tgi• drawing has teen prepared to neet applicable previsions of the "Nattoral Design
Speclfitation for Stress -Grade Lumber and Its fastenings" by National Lumber Manufacturers Association;
and "Denise Specifications for Light retal Plate Connected Vood Trusses" by Truss Plate Institute.
TIEING Connector Plates are 20 gauge galvanized steel and applied to both faces of each trues at each
oiat: IIIF, o s same eleeies with equal or greater street; values nay be aubetityted,
TABEICATI 1 umber resat be accurately cut and fitted together eo that all members at each joint are
?a emu ( contac ' C ong the ;pinta. Plats centerlines shall coincide with joint centerlines or shall be
located by circles unless otherwise - dimensioned. OTEEALL SPANS are based on nominal 4" bearing widths
and may js increased by as much as 4" et eacb wider ear_ng , en using nominal 8" bearing widths,
permitting a maximum overall spas) increase of 8 ". LATERAL BEACING: This truss has been designed
accusing the top chord is laterally braced at intervals rot exceeding 3' -0• o.e. VI61N0 C6h'h$CT0E3,
1NC,. boars us reapsLomility for the erection of trusses in accordance with this Cellist. Persons
using gunk truaces are. cautioned to seek protesaional advice in regard to safety precautions during
erection proper handling, temporary bracing and permanent bracing which nay be required in specific
app €iskt NOTE; 1962 N.D.B. edition.
NOM Web members shall be 2K0-#1 Southern Pine,
1500f Industrial Fir, or 1500# Industrial Hemlock,
NOTEi Unit s14011 994410 of tvp (2? tr1,
Each trus4 Shell #eve YIEING COMMTMA P14te3
on eSch face of each 40-0 shown. Trusses 11411
be f4ste4e4 together W101.1,24 44114 ate N ",4.9e
TI a011tiP
9 -16,2
'Symmetrical
about
centerline,
WIAIi SFACS3
110s X91
LUMBER
r'as. Overall Spans
#1 Dense So. Pine
#1 H.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Pine
Construction Fir
CAMBER TOP AND BOTTOM CHORDS 5/8" AT CENTE$.
2116
Top Chord
3 -9.9
1-1/$"
A14OX4
•'3 -4,3
3 -e.1
iok
145 N.E. 13th Avenue
Fort Lauderdale, Florida, 33304
FORCE DIAGRAI'I
2x6 216
Top Chord Btm.Chord
32' -8" '32' -8"
32' -8" �2a_8n•
C 1st. Hemlock 32' -8" 121-8"
NOT Hemlock to be W.C. Hemlock
Y
LI MBER
Max. Overall Spans
1500f Ind Doug. Fir
1500f Ind. Hemlock
jf2 K.D. So. Pine
#2 Southern Pine
Standard Fir
Standard Hemlock.
12001 Ind. Doug. Fir
12001 Ind. He4411911c
9
2x6
Btm.Chor
DESIGN LOADING
$cot 45 pax
0oi11ng 10 ppt
Tots1 55 pet
33 -1/396 unit
s reed t4ore4se
4
3
Phone AC -305
566 -5491
0- 7k11 S50 / )
CSE
P eI _ -6 -I Zx y
:M = (w )( 1. ) (1 ) / 8= No)(y. 9
. 4x14 i 4oree = ice. 14 757 *C
1
P ..
(Ax FOCI (Z)
•
(5.8 9 (30)(/ 33)(2)
0.
•
Q.2 /Z
2.37•
3.22. 1
23 Plata 3 -4.3 • 3 -5.4
24 Plats 4 -3.6
27 Plats
7.07.
29 Plata
9.00•
[11.6 1
5-4.3
7 -4.5
9.7.2
[13.9 [
3-3.4
12..3 I
!ltLIISPIKE SIZES
14.3 1
7 -3.4
1 3 0.2
1
3-6.3
116.2
5-6.3:
7 -6.3
3 -7.2
[18.5 . 1
0 -5,4
117.4 1
3-7.2
132.4
9 -12.6
7 -9.9
3-6.1
120.8 1
4-6.3
1 2 0.31
5-6.1
36.4
7 -13.3
f -16
3 -9.0
1 23.1 1
1
3-9.0
4 -
r
4 0.3
3 -9.9
1 25.4
5-9.9 '
4 -9.9
44.5
131.9
VIRINO CONNECTORS, INC.
3 -10.6
1 27.6
5-12.6
1 36.7
I
I:6• -.f- f....
2J-3t (hart,. atop an
arN vortical rutical atop are
1.93• except Jura shown).
2.8
1 -2 (horiz. •tops arm
and vartlnl •tops are
:,2.286• inapt whars shown).
4 -12.6
3 -12.6
[ 32.4
1 40.5
5-14.4
1 64.6
3 -14.4
137.0
4 -14.4
46.4
5-18.0
181.6
•
2.7 0 g
2.37• I �
7.07• 1r
1.29• + 9.2 '2.285•
4.s• .I - {I_
3x-20
3.6• I [- 0.9•
1 X1,283•
1.285• 1:141 Ij--
. I4 3.4•
3 - 1
.
1.8•
5.4.
I 1.8• Z
Rreal61n
4 64•
So n
Dale Dec 29, /9457
(2) Me m be )-s.
)0e)/ 8 = 3zao in -1b3
M
( ) <t6)6rx..)(z) •
3,Z2o ,w- /6s
(3. 56) 06 do) (/. 33) (2)
2x4 2x4
Top Chord Btm.Chord
L U M B E
Max. Overall Spans
#2 K.D. So. Pin)
#2 Southern Pins
1200f Ind. Doug. Fir
1200f Ind. Hemlock
The TIEING' Truss Fabricator must furnish a copy of this design to both the builder and truss erector,
DESIGN STANDARDS: This drawing hes teen prepared to meet applicable previsions of the "Natiorel Teen.
pro ficatlon for Stress -Grade Lumber and Its Fastenings by National Lumber Manufacturers Areociation
and "Tesigr Specifications for Light Eetal Elate Connected Wood Trusses" by Truss Plate Institute.
TIEING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each
joint. LITILI OTTER ems si eeles with equal or greater stress values may be substituted.
FABRICAT'OT — Lumber must be accurately cut and fitted together so that all members at each Joint are
as
stme contacrirEg the joints. plats centerlines shall coincide with Joint centerlines or shall be
located by circles unless otberwlse — d mensloned. OVERALL SPANS are based on nominal 4" bearing widths
and may to increased by as much as 4• at each wider Tearing win using nominal S" bearing widths,
permitting a aexia:um overall span increase of S. LATERAL BRACING: This truss Las been designed
aSeuming the top cbord is laterally braced at i utervals not exceeding 3.-o" o.c. TIEING CCST,ECTOES,
INC., bears no responsibility for the erection of trusses in accordance with this design. Fereone
using such trpeces are cautioned to seek professional advice in regard to safety precautions during
erectloO proper handling' temporary bracing and permanent bracing which say be required is specific
'PC 1962! 1t. . edition
NOTE: All web members shall be 2X4
#1 Southern Pine 15001 Industrial Fir
or 1500f Industrial Hemlock.
NOTE: Maximum of one Butt Joint A,B or C
permitted in bottom chord; or two Butt
Joints A and B, '
L-5/16'!
,— Parallel
5T -21
5 - 9.0
ALTERNATE BUTT JOINT A
Symmetrical about
centerline except
for center pantile.
CAMBER BOTTOM
CHORD 1/2"
AT CENTER.
VUg: V CTQ5 •
LUM B E R
Max. Overall Spars
#1 Dense So. Pine
#1 K D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
dl Southern Pine
1500f Ind. Doug, Fir
1500f Ind. Hemlock
NOTE: Hemlock to be V.C. Hemlock.
Id
4210#0
12
?.5
5 -9.0
ALTERNATE .BUTT .JOINT
11' -0°
'1435 N :?..130 AYenu$ '
Fort Lauderdale, Florida, 33304
4210,0'
610#
2
500 #T
0
600# b
424
56101}'1'
e
27' Clear span
2x4
Top Chord
Rf1500#
Equal areas
2x4
Btm.Chord
DESIGN LOADING
Roof 45 per
Ceiling A pef
330 #Total' pot
33 -1 /3% unit
a stress increase
m
A\�
p
•
Pion ' AC -305
5 -5
Fie ' D -Nr l S - 27
23 Plate
2.57• 1
24 Plata
I 3.22.
5 Plate
4.50•
7.07.
9.00
17 Plate
19 Plats
3 -4.5
!11.6
4 -3.6
Paned: d
11.6
5-4.5
7 -4.5
1.8
9 -7.2
3 -5.4
64.8
13.9
24.3
Ax 1 0,1 rorce = p g 7,14 a 'C
MOLIISPIME SIZES
4 -4.5
14.5 1
5-5.4 5-6.3
26.4
7 -5.4 7 -6.3
36.2
9 -9.9
-Sr
3 -6.3
W 8 = (9 O) (12 5.6) 8 - '~1'Z 4 o in- I E.>5
o,398 f 0.595
16.2 l
89.1
4 -5.4
3 -7.2
44.5
116.5
17.4
5-7.2
32.6
9 -12.6
4 -6.3
7 -9.9
.4)(""j rdc
/12/p �C
(S, $9)(i3so)(1,33)
113.4
3 -6.1 3 -9.0
20.6 23.1 1
21.3
1-6.1
70.0
7 -15.3
9 -16.2
4 -8.1
26.1
5-9.0
40.5
108.1
145.6
3-9.9
2 25.4
5 -9.9
J u n e L 19th
f
4 -9.9
6191NG CONNECTORS, INC.
3 -10.8
31.9
44.5
M
(e)CF6)(/ .)
(3.
5-6)0 Soo t. 33)
27.8
5-12.6
56.7
.29• I
1.
7T -32 (hertz. eteps ere
9 vertical steps arm
1.93• except where shown).
7.07•
. 6 4 P-44.-1.8
5T -21 (hpriz. steps are
- end verticel steps era
1.286• except where shown).
4 -12.6
3 -12.6
32.4
40.5
5-14,4
64.6
1.2
3 -14.4
37.0
4 -14.4
46.4
5-16.0
61.0
t 19
2.57.�r .2 - - -H
1.265•
4.5• .-I
373T -10
1 3.6•, i-
.I 0.9•
285•
85' S.4• H
3T -12
.64•- .� -�.-- j
1.8•
5 .y . 1 4• , �
�'8• Free- TT.61n
2 -5
1
•
The TIEING Truss Fabricator must furnish a copy of this design to both the builder and trues erector.
DESIGN STANDARDS: This drawing has teen prepared to meet applicable provisions of the "trattoria Design
Specification for Stress -Grade Lumber and Its Fastenings' by National Luther Manufacturers Association:
and "resigr Specifications for Light Metal Plate Connected Wood Trusses' 10 Truss Plate Institute.
TIEING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each
joint. LL'HSE'IroT tEr ame sage es with equal or greater stress values may be substituted.
!ABRICATLbdi Lumber must be accurately cut and fitted together so that e11 members at each out are
a si nug contac a Eg the joints. Plate centerlines shall coincide with Joint centerlines or shall be
located by circles unless otherwise dimen.toned• OVERALL SFAS are based on nominal 4' bearing widths
and may be increased by as much as a" at each wider tearing when using nominal 8' bearing widths,
permitting a maximum overall .pan increase of 8'. LAIEFAL BRACING: This truss has been designed
assuming, the top chord is latex ally braced at intervals not exceeding ;' -o' o.c. TIRING CONtECTORS,
INC., bears no responsibility for the erection of trusses in accordance with this design. /croons
using such trusses are cautioned to seek professional advice in regard to safety precautions during
erection proper handling, temporary bracing and permanent bracing which may be required in specific
applicatlone•pOTEt 1962 N.D.S.edition.
NOTE: All web members shall be 2X4
#1 Southern Pine 1500f Industrial Fir,
or 1500f Industrial Hemlock.
NOTE: Maximum of one Butt Joint "A "or
one Butt Joint "B" permitted in bottom chord.
Parallel
ST -21
JOINT A
3 - 8.1
1"
VIKNG CO
1 Maximum
from centerline
BUTT JOINT B
4 -5.4
Symmetrical about
centerline except for
center panel and
Butt Joint "A ".
i
3-4.5 & 5T - 21
NECTO&S
LUMBER
Max. Overall Spans
#1 Dense So. Pine
#1 K D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Pine
f Ind. Doug. Fir
1500f
CAMBER BOTTOM CHORD
.3/6" AT CENTER.
Ind.
2.5
Hemlock
Symmetrical
about
centerline.
4
2x4
Top Chord
4
24' -0"
24' - 0"
23' -8"
NOTE: Hemlock to be Y.C. Hemlock.
9 '-0"
1435 3.E. '13th Avenue
Fort Lauderdale, Florida, 33304
2x4
Btm.Chord
24'-0"
24,' -
24' -0
d: 525#
36o00
3
36000
e
L U M B E R
Max. 0verall Spans
#2 K.D. do. Pine
#2 Southern Pine
1200f Ind. Doug. Fir
1200f Ind. Heislock
0
FORCE DIAGRAM
490# b
49 95,#0
1
4875#T
5o #T
23' Clear spa
2
270#
a
R
2x4
Top Chord
1 Ea
P'
2x4
Btm.Chord
A F+
q ct
N
0 d. P
m
DESIGN LOADING
Roof 45 psf
Ceiling - 10 psf
Total , 55 psf
33 - 1/3% unit
stress increase
� — Equal area
N
Phone AC -305
566 -5471
1
2.5• 1
66 Plata
3.22•
4.30'
#3 Plate 3 -4.5
M/ Plata
#7 Plata
1 7.07'
9.00•
/G '� D - N 9 - 2. - 23 - �5 Qd.tc • Jun 1 ) 1 965
/9 Plata
11.6
4 -3.6
11.6
3-4.3
{20.2
7 -4.5
31.6
9 -7.2
64.3
CSI
3 -5.4
113., 1
5-9.4
24.3 1
7.3.h
M = w = (90) ( 5, 5 )''Li Z)
,4 x t a. l force * P = r ' g.
4J%.TISPIKE S1ZE6
4-4.5
14.5
36.2
9 -9.9
3-6.3
116.2 I
Si.3
L.4
7 -6.3
89.1
19.9
3 -7.2
117.41
44.3
5-7.2
32.4
9 - 12.6
113.4
P
(4)('c
4-
� i) r6)llnc.
1362 /V 165-
3 ..,• "+ 43/0 6�
5.89) i3 o CA 3 3.56)( id
O,34I + O.
7 -9.9
3 -8.1
1 29.5
4-6.3
120.3
3-8.1
70.0
36.4
118.1
9-16.2
3 -9.0
1 23.1
4 -8.1
26.1
5-9.0
40.5
7 -19.3
145.6
3 -9.9
25.4
5-9.9
4 -9.9
44.5
.63._
VIKING CONNECTORS, INC.
3 -10.8
1 27.6 l
31.9
7.2•
1.2!•
1.6• .� }•
7T- 32(hoti t. steps ara
0 9 . d vertical steps era
1.93' except wh.rs shown).
21r.
5-12.6
56.7
1.25•
7.07 •
.643. jr
5_7-21_ (horir. ataa sr■
snd •ertlu
l .tepa arm
1.286• - except wham shown).
32.6
4 -12.6
3 -12.6
40.5
5-14.4
64.6
3 -14.4
37.0
4 -14,4
16.6
5-18.0
81.0
2.7• .. la 0 9'
2'57f� L .
9.2 12.285.
4,5•
3T -10
3.6' • I _ r1.6 Ii 1.265'
1.285• I
77-12
i.e.
9.4.
1.8• Z
heel
T •64.
NOTE: Web members shall be 2Xt -#1 Southern Pine,
1500f Industrial Fir or 1500f Industrial Hemlock.
3 - 9.0
Symmetrical
about
centerline.
BUTT JOINT
9 -9.9 & (2)4 -8.1's
1' -0" Maximum
_1/8"
3' - 0 " 214 (i1 material)
3 - 9.0
CAMBER TOP AND BOTTOM
CHORDS 1/2" AT CENTER
VIKNG CONNECTORS
L U M B E R R
Max. Overall Spans
2x6 2x6
Top Chord Btm.Chord
LUMBER 2x6 2x6
Max. Overall Sp#.ns Top Chord Btm.Chori?
1500f Ind. Doug, Fir
1500f Ind. Hemlock
E.D. So. Pine
#2 Southern Pine
24'-4" Standard Fir
24'-4" Standard Hemlock
24'-4" 1200f Ind. Doug. Fir
1200f Ind. Hemlock
A
0
•
The VIKING Truss Fabricator must furnish a copy of this design to both the builder and truss erector.
LESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National reai e
pre .ca o or Stress -Grade Lumber and Its Fastenings' by National Lumber Manufacturers Arsociatioas
and • reeigr Specifications for Light Metal Plate Connected Wood Trusses" by Truss Plate Institute.
VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each
Soiat. LIFR E�"o! Ei s ame elecies with equal or greater stress values ey be substituted.
tFABRICATION: Lumber must be accurately cut and fitted together so that all members at each Joint are
In cost contact the Joints. Plate centerlines shall coincide with Joint centerlines or shall be
located by circles unless otherwise dU7nsloned. OVERALL SPANS are based on nominal 4" bearing widths
and may is increased by as much as 4' at each wider tearing - Wen en using nominal 8' bearing widths,
permitting a maximum overall span increase of 8'. LATERAL BRACIN0: This truss has been designed
aeeuming_ the top chord is laterally braced at intervals not exceeding 3' -0' c.c. VIKING CONhECTOBS,
INC. - , beers no reaponsibility'for the erection of trusses in accordance with this design, rersons
using such trusses are cautioned to seek professional advice in regard to safety precautions during
erection proper handlipg, temporary bracing and permanent tracing which may be required in specific
applications. NOTE: 1962 N.D.S. edition.
##1 Dense So. Pine
#1 E.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Pine
Construction Fir
Const. Hemlock
NOTE: Hemlock to be W. Q. Hemloc
Symmetrical
about
centerline.
Speoial cut
on lumber
ALTERNATE HEEL
24'-4"
22' -10"
22' -0"
00 #
9650
Equal
areas
7' -0" Setback
1435 N.E. 13th Avenue
Fort Lauderdale, Florida, 33304
(2) 4 -8.1's
244
Nini,pun
heel
height '
0
4
r
kat
Itr Phone AC -305
566-5471
file D- 7NI -2,5 -23-55 Da .7 Dec 27_1965
Load�h9
Panel 2 -C
7 6 , 8 0 rt. + / lO,! = 1.4 ,l
( "x(55 Psi) _ e
lenchoj T ekorci =OS/ 55)(238) , /95 'P1t
8o-/-for '/i o vd s t/3 /2/ f
2x to 4 / So. Pine
M: -)Ci z.V 9 z (195)(5) = 6y90 in -l6s
P. Axicd +orce - 965O'`C
P
M
CST
9650 IC G 49o .I4
(8.93)1/350)(/ 33) (r /9)(/600)(/•
0 f• 0.37/
(2' (i'
M3 P1et. 3 -4.9
2.57•
3.22.
7.01•
9.00•
24 Pieta
29 Kate
11.6
4 -3.6
11.6
5 Plebe 5-4.5
6.w
$O,Y
27 Plate 7 -4.5
31.8
9 -7.2
64.8
3 -5.4
113.9 1
59.4
4 -6.5
114.5
1 26.3 I
7 -9.6
NULTISPINE 5I265
38.2
9 -9.9
3-6.3 3 -7.2
116.2 1
X ...
89.1
44.5
18.5 1
4 -5.4
17.4
5-6.3 5-7.2
32.4
1 -6.3 7 -9.9
70.0
9 -12.6
113.4
3-8.1 3 -9.0
( 23.1
4 -6.3 4 -8.1
26.1
5-9.1 5-9.0 •
40.5
7 -15.3
20.6
120.3 1
36.4
118.1
9 -16.2
145.
3 -9.9
25.6
5-9.9
4 -9.9
44.5
VIKING CONNECTORS, INC.
31.9
7.1•
3 -10.6
1 27.6
5-12.6
56.1
t
1.29•
7T (hurl r. •t pa are
and vertical •t•p. are
1.93• except who • shown).
•
- 7.07•
+{ 1.Y• I
1.643. 6 %
.643•_.,
5T-2 (horlr. ate • era
and vertical step. ere
1.286• except wt.r. shown).
4 -12.6
3 -12.6
3 2.6
40.5
•
7-16.4
66.6
3 -16.4
37.0
4 -16.4
46.6
5-18.0
81.0
2 7• f. 0 { 9•
. 2.57 - - -!-- 1 9.2 I 1.265•
4.5' o]
21=12 �
3.6• I
t
111.6 i 1.265•
1.285•
3.6• � 1
37 -1
.64•- 1('�1 I
t r1 /I-
5.4•
7� Rrea- 61n
The VIKING Truss Fabricator must furnish a copy of this design to both the builder and truss ' - russ erec or.
DESIGN STANDARDS: This drawing hes been prepared to meet applicable provisions of the "National Design
Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Canufacturers A soc.atlon;
and "Desigr Specifications for Light fetal Plate Connected Wood Trusses' by Truss Plate Institute.
VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each Man an of the same siecies with equal or greater stress values lay he subetttuted.
FABRICATION: Lumber must be accurately cut and fitted together so that all members et each joint are
in elite contecE irocg the joints. Plate centerlines shall coincide with joint centerlines or shall be
located by circles unless otherwise d3bensioned. OVERALL SPANS are based on nominal 4" bearing widths
and may to increased by ae much as 4" at each wider tearing w en 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 intervals not exceeding 3 -0" o.c. VIKING CONNECTORS,
INC., bears no responsibility for the erection of trusses in accordance with this design. Persons
using ouch trusses are cautioned to seek professional advice in regard to safety precautions during
erection, proper handling, temporary bracing and permanent bracing which may be required in specific
appllcetiona. 1962 N.D.S. edition.
NOTE: Web members shall be 2X4
1 Southern Fine
1500f Industrial Fir, or
1500f Industrial Hemlock.
3' -0 "- X4
same material
as bottom
chord.
Symmetrical
about centerline.
x
. -5.4
2' -4" Max.
� t
BUTT JOINT
(if spliced)
7 - 9.9 & (2)3 - 8.1's
CAMBER BOTTOM
CHORD 3/8" AT
PANEL POINTS
1/8"
5 -7.2
3 -9.9
L U M B E R 2x4 2x4 L U M B E$
Max. Overall Spans Top Chord Btm.Chord Max. Overall Spann
#1 Dense So. Pine #2 K.D. So. Pine
#1 K.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Pine
Symmetrical
about
centerline
20' -8"
18'-4"
600# d, 860#
7200#0
7' -0" Set back
VIKIING CONNICToRS 13th Avenue
Fort Lauderdale, 33304
°^R ^
12
20' -8"
20' -8"
7:.e#T
L -700#0
e 20' - O"
8640 #T
Clear span
4 2
#2 Southern Pine
1200f Ind. Doug. Fir
1200f Ind. Hemlock
FORCE DIAGRAM
500#
a
b
a
2x4 2x4
Top Chord Btm.Chord '4
0 i.
U ...
O N
H u '
R =2300#
Equal ' .areas
1 00f Ind. Doug. Fir
150Gf Ind. Hemlock 15'-4" 20�_g" m
NOTE: Hemlock to be 'd C. Hemlock. H
# ' 50#11
Allii;Imm. 640#
DESIGN LOADING
Roof 45 psf
Ceiling 10 psf
Total 55 psf
33 -1 /3% unit
stress increase
Phone AC -305
566 -5471
30 a I m
M ' O 2
6
1
v
�N
M pti
p o
- File D - - 20 -SS(/ /gyp 1) LIdd : Dec 27, 1.965
Pone! b -1 ex I. So, Pine
benc9t = (10 Pig
M = (NW z) (12) /. 9 - (Q) (z. 9)L(/?) /• 7 - /cio /0-/63
P: A x la 1 -a - 8820 4 4 *
P
(A) C,fic) (inc. (Z) 6fM -1) 0.x. )
CSI
8640 c'
(58 9)(/35o)0 33) f
0, 8,35 7 0.133
0.968
0.56 ( 6:l k )
23 Plato
2.57• t
3.22• I
7.07•
3 -4.5
11.6 l
24 Piet■ 4 -3.6
9 Plate
4.50•
2999 Plots
9.00.
I
5-4.5
27 Plots 7 -4.5
31.6
9 -7,2
64.8
MA :TIEPIN SIZES
3 -5.4. 3 -6.3
(13.9 1
5'3.4.1- . 54.5
1 24.3 1
7 -3.4
38.2
9 -9.9
r 1
7 -6.5
89.1
40.5
3 -7.2
19.9 1
5-7.2
32.4
9 -12.6
7 -9.9
70.0
3-8.1 3 -9.0
23.1
. 4 -6.3 4 -8.1
26.1
6-8.1 5-9.0
1
20.3
36.4
129.1 .
5 -16.2
40.5
7 -19.3
145.8
3 -9.9
1 1
5 -9.9
4 -9.9
44.5
f'
7.2•
NIMINO CONNECTORS, INC.
3 -10.8
1 27
31.9
5-12.6
1 56.7
11.29• t
1.29•
_ t 7.07•
•} -��--
7f -3; (horn. steps ere
0.9. and vert1cel steps ers
1.93 except uhers shown).
1
.64 3• -7- 4'-'1.8
5T -2 (horlt. steps ere
end vertical 'tape are
1.286• except where shown/.
4 -12.6
3 -12.6
32.4
1 40.5
5-14.4
54.6
31-1
3 -14.4
37.0
4 -14.4
46.4
5-18.0
81.0
2.7' 1. 0 9
2.57 I'""
__LI9.2 1
11.285"
3.6• (''r
. 0.9.
5
1 3.6 1` 1 1.265•
• 1.265• 1
.4• � 1
3f-1
7.2• 1
7tr, -r.643• 415.
}} 1.8•
5.4• + '
1 1.6• t -5
Pree.
.411-64.
The VIKING Truss Fabricator must furnieb 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
Specification for Stress -Grade Limber and Its Fastenings" by National Lumber Manufacturers Association;
and " Desigr Specifications for Light Metal Plate Connected Wood Trusses" by Truss Plate Institute.
VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each
joint. Ellin o a same !levies with equal or greater stress values may be substituted.
ABRICATION: umber must be accurately cut and fitted together eo that all members at each joint are
in snug contac -e36Eg the jointe. Plata centerlines shall coincide with joint centerlines or shall to
located by circles unless otherwise OVERALL SPANS are based on nominal 4" tearing widths
and may to increased by as much as 4" at each wider tearing when using nominal 8" tearing width.,
permitting a maximum overall epan increase of 8 ". LATERAL BRACING: This truss has been designed
assuming the top chord is 'laterally braced at intervals not exceeding 3'-0" c.c. VIK1NO CONNECTORS,
INC, bears no responsibility for the erection of trustee in accordance with this design. Persona
Using such trusses are feutioned to seek professional advice in regard to safety precautions during
erection. proper handling, temporary bracing and permanent bracing which may to required in epeeifie
application!. NOTE: 1962 N.D.S. edition.
NOTE: Web Membere shall be 2X4 -#1 Southern Pine,
1500f Industrial Fir, or 1500f Industrial Hemlock.
5 -6.3 & 3-4.5 5-6.3
3-6.3 3 -9.9
Symmetrical
about
centerline
except: for
center panel.
LUMBER
Max. Overall Sptrs
#1 Dense So. Pine
#1 K.D. So. Pine
Sel. Str. Fir
Sel. Str. Hemlock
#1 Southern Pine
f Ind. Doug. Fir
1500f Ind. Hemlock
NOTE: Hemlock to be W.C. Hemlock
Symmetrical
about
centerline
except for
center panel.
2.5
2x4
Top Chord
17' -8
17' -6"
17 '-2"
1435 N.E. 13th Avenue
Fort Lauderdale, Florida, 33304
2x4 LUMBER
Btm.Chord Max. Overall Spans
d 1 745#
556o#C 56 810 b
4 7610
1
55600 7460#T
fff�yc L 1920#0
e 17' -0" Clear span
7' -O" Setback
17' -8"
17' - 8"
17' -8"
#2 K.D. So. Pine
#2 Southern Pine
1200f Ind. Doug. Fir
1200f Ind. Hemlock
FORCE DIAGRAM,
4 -1Z.6
2x4
Top Chord
R =2020#
DESIGN LOADING
Roof 45 psf
Ceiling 10 psf
Total 55 psf
33-1/3% unit
stress increase
,
Fi le *: - Wir- 2.5= 17"--S& (lhpli I) - Dec. 07, /96 5
L0.1414: 7' = 6 )i 1.
N'-‘1 PsC) z3e Pie
Le 124 ,.. TO c110,4 ri 5'ec1,04) (q575-y)(238)-195p/i)
13o440", Clwyd q 3 PI
Pone/ /
M 7-) (/- 8 (495)(3,q3) 31./ L/0 /,,-/17.s
Axsq i 'Force = 5 60 e
C =
(AV fe)emc.) () (c.6)(mc.)
, j 55(00 Ib C 3,q 0 /1)-16)
(s89)(/30) (/,33) 6.)!/‘ 00) (1.33)
•
0.Se5" 7' O. ii5t/
0.9 79
- 11•••• "IRT mpa.
.• .
3.22•
4.50.
7.07.
9.00.
A4 Plats
i4 Plats
N9 nets
4-3.6
11.6
5 Pieta
120.2
07 Plats 7-4.5
11.5
9
64.8
MULTISPINE SIZES
4-6.5 4-5.4
5-5.4
114.5 1
2.3
7-5.6
38.2
1
. 5,9.9
17.4
: 3-9.1
?0.• 1
4-6.3
•
20.3
5-6.3 5-7.2 ' 5-0.1
1215.4
7-6.3
44.5.
32.4
9-12.6
7-9.9 , 7-15.3
70.0
113.4
36.4
108.1
5-16.2
3-9.0
4-8.1
26.1
5-9.0
40.5
145.8
3-9.9
25.4
5-9.9
4-9.9
44.5
216190 CONNECTORS, INC.
3-10.8
67.5
31.9
7.2•
5-12.6
56.7
31.9 .29
.29 .
1.
1.6 .
illilecT:;;I:.:111t:P: •
ars
1.93• except whets shown).
4 t .s .
.643.. 1.8
fai alt:P: ars
1.256. ssoeot who • shon).
, .
I 32.4
4-12.6
3-12.6
40.5
5-14.4
66.13
3-14.4
37.0
4-14.4
415.4
3-19.0
_12•5. Atesk 2
"
81.0
2.7.-Fs-- 1 I. 0 9.
2.371 - r 9 . 2
I-- L i 1 ...285.
1 3.1
I F L i I 1.289.
1.285'
a
GIRDER LUMBER
#1 Southern Pine
Construction Fir
Construction Hemlock
8' -0'
8' -0w
Maximum Spans of /
Supported Trusse -
.Maximum Spans of
.Supported Trusse-
3 1 2
Members Me uber Members
3
Members
24'
2
8' -Om
8'-0"
16' -O"
16' -0"
1
Member
2
Members
16' -0 "•.
16' -0"
24' -0"
24' -0"
The TIEING Trues Fabricator must furnish a copy of this design to both the builder and trues erector.
DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design
Specification for Stress —Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association;
and "rea"_gr Specifications for Light Metal Plate Connected Wood Trusses" by Truss Plate Institute.
VIKING Connector Plates ere 20 gauge galvanized steel and applied to botb faces of each truss at each
joint. LIR,BLN of the same siecies with equal or greater stress values may be aubetituted.
FABRICAT ' 337 Lumber must be accurately cut and fitted toget a , so that a members at each joint ere
on
In snug contac a g the joints. Plate centerlines' shalt coincldlaitk joint centerlines or shall t,e
located by circles unless otherwise drinaioned. OVERALL SPANS are based on nominal 4" bearing widths
and may be increased by as much as 4" at each wider earing w en 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 intervals not exceeding y -0" c.c. VIKING CONNECTORS,
INC., bears no responsibility for the erection of trusses in accordance with this design. persons
using euch trusses are cautioned to seek professional advice in regard to safety precautions during
erection proper handling, temporary bracing and permanent bracing which may be required in apecifie
applicati one. NOTE: 1962 N.D.S. edition.
NOTE: All webs shall be 2X6 - #1 So. Pine, Const. Fir, or Const. Hemlock.
NOTE: If a double unit is used, attach together with 12d nails
,@ 12" o.c. through all members of each unit and 1/2" dia. bolts
at panel points.
If a triple unit is used, attach with 164 nails 0 16" o.c.
through all members of each unit and 1/2" dia. bolts @ panel
points.
If a quadruple unit is used, attach with 16d nails @ 16" o.c.
and also bolt (with 1/2" dia. bolts) the top and bottom chords
together at 3' -0" o.c. minimum.
Symmetrical
about
centerline
BUTT JOINT
9 -12.6 & (2)4 -8.1's
CAMBER BOTTOM CHORD TO
MATCH ADJACENT TRUSSES
0
CO
0
E4
26' -1" to
r i:0n 1
1EEfIT
5"
3 -8.1
VIKING CONNECTORS
One member
girder
Supported trusses
Over 26' -0" to 30' -O" for 2 .5/12
Over 27' -4" to 32' -0" for 3/12
4
c 1550#
d
1435 N.E. 13th Avenue
Fort Lauderdale, Florida, 33304
12,780#
3700#T
b
1880#T
3 11
406410 � 1 02a..
1885#
(2)4- 12.6's
rs
12,780#T
e
29'-4" Clear span
■
1 -1/4"
v
• g
DESIGN LOADING
Roof 45 psf
Ceiling 10 psf
Total 55 psf
0#
33 -1/3% unit
a stress increase
3 -7.2
0
R = 3790#
4-2"
2X4
Minimum
heel
height
d
�• W
d
•
Phone AC -305
566-5471
t
CSI =
Oa
Trusle% V-0 - (4") = 7 x V'Ao
(V83)(3o) >- 'c'a: ) zos ,eecia
( Ps-00V-1 - 133 PO'
DeAd Load
/-‘;'' Cal /ci
Live Load
Top Chord' 8
Pctnel 6-1 ?x 6
Ad in) : 90 i) 1
/ ne.
PI,
259 PI
M4. (w)(f2I) oz.) io = (1o)(5.58) 10 = •
Axial rorce„, = 13 020 c
(A) ( %r‘c.
/3
(8.93)(135'0 (4 ONO lic,00) (/ - 33)
0.8IZ
.
(2) ( s
3 . 360 11•14.
03 1.11d6 3
5.53.
A Plots
3.221
4.pare S-4.5
07 Plata 7-4.3 •
7.07*
Of P105
64.6 •
MULTISPIK 51ZEi
3-5.1 34.) 3-7.2
IL,. 1
5-3
30.1
3-3.11
115.1 1
3-1.3
7-0.3
1 1
17.1
3-13.6
74.5
70.4
I 31.1
s-11,1
3-3.0
13.1 1
5-6.1 54.1
1-11.1
l 1 .1
viparie c00m;u6R0. INC.
3-10.6
1.1.
1 21.1
311.1
r
I • 1,
•
Eil
1.53. exagirt uhae• slicon).
AIL
7.17!
22,41 (Nair. 'Ago ere
1 :1411:::;111,: t iar
5-12.6 3-14.1
I 46.5
137.0
1-14.4
0.I•
1
• 46 It'
3. •
Lk. --r
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 together with
164 nails @ 16" o.c. and 1/2" dia. bolts at panel
points through all members of each unit.
4 -8.1
Symmetrical
about
centerline.
9 -7.2
—5"
2 %6
--.-----, Camber. Bottom Chord to
match adjacent trusses
L- 12' -8"
L =12' -8"
The VIKING Truss Fabricator must furnish a copy of this design to both the builder and trues erector.
DESIGN STANDARDS: This drawing has teen prepared to meet applicable previsions of the " Natioral Design
Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association;
and " Desigr Specifications for Light Metal Plate Connected Wood Trusses" by Trues Plate Institute.
VIKING Connector Plates ere 20 gauge galvanized steel and applied to both faces of each truss at each
joint. LIFBER of the same elecles with equal or greater stress values may be aubetituted.
FABRICATION: Lumber must be accurately cut and fitted together so that all members et each joint are
In snug contact in:Es the joints. P centerlines shall coincide with joint centerlines or shall be
located by circles unless otberwise OVERALL SFANS are based on nominal 4" tearing widths
and may be increased by as much as 4" at each wider tearing Then 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 et intervals not exceeding j' -0" o.c. VIKING CONPECTONS,
INC., tears no responsibility for the erection of trusses in accordance with this design. :Persons
using such trusses are cautioned to seek professional advice in regard to safety precautions during
erection, proper handling, temporary bracing and permanent bracing which may to required in specific
epylicetions. NOTE: 1962 N.D.S. edition
NOTE: All webs shall be 2 1(6 -#1 Southern Fine,
Construction Fir, or Construction Hemlock.
for 2.5/12
for 3/12.
IKING CONNECTOS
GIRDER LUMBER
#1 Southern Fine
Construction Fir
Construction Hemlock:
Supported trusses
NOTE: See chart above for limitations
4 -14.4
One member
girder
Symmetrical
about
centerline.
1
Member
20' -0"
18' -6"
18' -0"
NOTE: Hemlock to be W. C. Hemlock.
3640 ,{
- 2%4 heel
-- height
1435 N.E. 13th Avenue
Fort Lauderdale, Florida, 33304
Maximum Spans of
Supported Trusses
2
Members
40'-0"
37' -0"
36' -0"
1
2
3
3
Members
60' -0"
55' -6"
5 4' -0e
12' -0" Clear Span r
FORCE DIAGRAM
Maximum Spans of
Supported Trusses
1 2
Member Members
21' -0"
20' -0"
19' -6"
J
4-14.4
ALTERNATE HEEL
2.5/12 - 11' -2"
3/12 - 11'-4"
V
a
R
42! -0"
40' -0"
3 9' -0"
b 8440#
/12 r.
Kti
Memb ers �� Y
O h
H v '
H
•
V
Md
11
d
ta
tia
cd
1'4
0
cl
5 H
C
63' -0"
60
58' -6"
DESIGN LOADING
Roof 45 psf
Ceiling 10 psf x
Total . 55 paf e
•
33 - 1/3% unit ru
stress increase
rn
T216 heel
�- height
xiti v Phone AC -305
• 566 -5471
F1 le 4 D- G (k)) - 2.5 - /2 - 55 ckJe : June 1 1965
#7 Plata
7.07•
19 Plats
9.00•
Trosses Z (y'')e Zc ;4 = /o.33't J %O = /. 33 . t
S �/
vP ;. ( res rQr[r.,: ( /o!S/ ")( /Z') _ >'/oo 4 200 .: /.05 (ec.-e /i
/ /. 33 )(2 , 57 ° ) 1 ." Pi ' /o�rc/,
33 �� = � l00$PI
J (3o /, = 32y ro ? 0.01 -8 - `1oI
Got +cLv. Ckord = 51 1. Pic
2x6 / So. Pine
lA -
WP 9 = (5/9)( 3.‘Y"e/e) /. 9
Ax10.1 #orce = p = 875 i r
13 Plata
2.57. !
14 Plata
7.22 • I
3 -4.5
111.6 I
4 -3.6
[1.61
1 4,50 PI.Le
0.21
5-4.5
7 -4.5
31.8
4 -7.2
sliof
CSC
M.TISPIpE SIZES
3 -3.4 3-6.7
113.9 1
4 -4.5'
114 1
16.2 J
7 -3.4
38.2.
4 -9.9
6 r
(?,93)(/ - OO) O. 33)
O. 0. 5 11
i
7 -6.3
89.1
4 -3.4
44.5
3 -7.2
116 1
117. 1
5-7.2
132.4
9 -12.6
7 -9.9
I70.0
P
(A) ( fir) (inc.)
3 -8.1 3 -9.0
122.8
4 -6.3
I 20 . 3 • J
5-0.1
136.4
9 -16.2
7 -15.3
23.1
5-9.0
4 -8.1
1
1 26.1
140.3
190.1
1
3 -9.9
1 29.4
5-9.9
144.5
4 -9.9
131.
21r
7.2•
5-12.6
/.
9IKING CONNECTORS, INC.
3 -10.8
127.8
156.7
t- 11.9 .29T
7.07•
1.29•
1 8• rl--fs-
7t -32, (horit. steps era
0.9• and vertical steps era
1.93• except where shown).
=
.03O ire - /bs.
J .643. 4t5•
.6L3.-4-44.-/.8 •
57-2 horn. p
■t.e era
sn varticel step. ere
1.2B6• except WF.IS shown).
a.)
4g9 O'., - /6s
( (/600)
4 -12.6
3 -12.6
1 32.4
1 40.5
3t_12
3-14.4
137.0
4 -14.4
146.4
5-18
81.0
2.77•*'. I 1 Is 0.9•
2.57 • f - - - L.,
+ 9.2 J 1.265•
4.5• 1
3t -10
3.6. 1 (• 0.9•
5i.6 L I 265•
1.28. 5
2.8•
5.4•
1.6• Z -5
].--- .res- .6in2
•
The VIKING Truss Fabricator must furnish a copy of this design to both the builder and truss erector.'
LESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design
Speer fiCaltOrnr Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association;
and •Les!gr Speelfications for Light Metal Plate Connected Wood Trusses" by Truss Plate Institute.
VIKING Connector Plates are 20 gauge galvanised steel and applied to both face• of each truss at each
Joint ITISL — the same slec:es with equal or greater stress values nay to substituted.
FABRICATIOFT Lumber must be accurately cut and fitted together so that all members at each joint art
In snug coutacE OEg the joints. Plate centerlines shall coincide with Joint centerlines or shall to
located by circles unless otherwise aTaensioced. OVERALL SPANS are tased on nominal 4" beer, -g widths
and may to increased by as much as 4" at each wider — tearing it using nominal B" Dearing widths,
permitting a maximum overall span increase of 6 ". LATEBAL BRACING: This truss has been designed
assuming the top chord is laterally braced at intervals not exceeling 3' -0" c.c. VIKING C(NNECTOLL,
INC., bears no responsibility for the erection of trusses in accordance with this design. rersona
using ouch trusses are cautioned to seek professional advice in regard to safety precautions during
erection, proper handling, temporary bracing and nerman.nt bracinv which mar t. required in specific
applicet 10115. NOTE: 19od N.L.S. edition.
NOTE: All web members shall be 216 - #1 Southern Pine,
Construction Fir, or Construction Hemlock.
NOTE: If a double unit 1s 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"
9 -7.
12
J 2.5g3
5 -8.1
2X6
2 %8
4
0
Over
14' -1"
to
1 - 18 1 -0"
(2)4 - 9.9's
Camber bottom chord to
match adjacent trusses.
14' -1" to 18' -0" for 2.5/12
15' -1" to 19'-0" for 3/12
VKONC CO1NECTOES
GIRDER LUMBER
#1 Southern Pine
Construction Fir
vnstructi;,n Hcmlo:k
One member
girder.
r Supported trusses
NOTE: See chart above
for limitations.
1 -1/2"
4450/
1435 N.E. 13th Avenue
Fort Lauderdale, Florida, 3330
Maximum Spans of
Supported Trusses
1 2
Member Members
17' -0" 34' -0"
17'-0" 34' -0"
2
2 %4 Minimum
heel height
Members
51 -0"
51' -0"
10,680»P
0
17'-4" Clear span
FORCE DIAGRAM
Maximum Spans of
Supported Trusses
1
Member
17' -0"
1 7' - 0"
2
Members
34' -0"
341 -0"
2. 22
Members
51 -0"
51 -0"
DESIGN LOADING
Roof 45 psf
Ceiling 10 psf
Total 55 psf
33 -1/3% unit
stress increase
0
b R= 4-4501f
a
0 w
.40
0 h
r
•
Phone AC -305
566 -5471
co
/e __ D4aChi) - 255 -1
13 Plats
2.57•
3.22• I
anal c -1 2x 8 'i 1 So. Prie
ti Plats
1.50•
7.07•
9.00•
24 Plats 4 -3.6
17 Plats
3 -4.5
11.6
11.6
5-6.5
120.2
7 -6.5
31.6
19 Plats 9 -7.2
Trusses = /7=0"-e r) ° /4 .8 �= y SS f = .5/
Top Chord ?O p!F 8otfom Chord = '1,22 p ill
M= WP /9 =("/22)(5.05) / 9 //,3 ir, -lbs
Aral
CSI
64.6
force = P = 10,680* T
P.
(A)( 7-) C ir c.)
/0 /y, 350
(/Z. /9)0 D)0.33) (is. e3) o)( /33)
Oe438 ,. O. I = 0.907
MUL1ISPi)E SIZES ViPIN6 CONNECTCRS, INC.
J -5.6 3-6.7 3 -7.2 3-6.1 J -9.0 3 -9.9 3 -10.6_ J -12.6
(13.9J 1 1 6.2 I 1 16.3 20.6 YJ.1 1 1 25.6 l [27.6 1 1 32.6
5-5.6
14.5
1 26.3 I
0 -1.5 0 -5.6 4 -6.3 6 6.1
7 -
35.2
9-9.9
5-6.3 5-7.2 5-2.1 5-9.0
28.6
7 -6.3
17.6
46.5
89.1
32.6
9 -12.6
7 -9.9
113.4
20.3
36.4
70.0
7 - 15. 3
128.1
9 -6.2
40.5
14 .8
D # : Jun I 9I 6�
5-9.9
-t-
4 -9.9
46.5
31.9
5-12.6
56.7
t - 1.Z9•
2 - 7T
1.29' l
1.6•- 4-1-4--
7T-32 (horla. steps ers
36 verticel steps ere
1.93' except where shown).
.6 3. 4
5T -21 (hcrlr. steps ers
L verticel steps ars
1.286' except where shown).
M
(Z)( 1 b)(ir,c)
1 -12.6
40.5
5-16.6
64.6
3 -14.4
37.0
4 -16.6
46.6
5-16.0
F� 5,4• .4
37_12
81.0
2.7 e- s{- - �- 0 9•
z. »
9.2 1.285'
6, S"
37_10
3 • _ . I II-7 - 0.9'
- 12.6 I
285•
1.265•
.643" 615' .66• -�- 1
F- 1.6•
5.4. 1
11 � -
- ._ - =' a.res Z61n2
cut from 2x6 or
ee requi d
• 16d nails
Valley Member A
4'
r.i
Copyright 1965
Viking Connectors, Inc.
Valley Member 9
5T -21
lever Member C 12'
5T -21
Valley Member D
M
2x4 on edge. Lateral brace
of center vertical member
vertical member to dduble
the thickness when
vertical exceeds 6' -0 ".
5T -21 t 30' -B"
5-6.3o er 30' -B" , EQUAL
1 .
3-4.5
5T -21
3
Date Feb. 1, 1965
VALLEY DETAILS
A thru E ere typical valley trusses
as shown on sheet #10 The largest
valley trues is shown to be a guide for
valley trusses larger then the 20'
Wiley Member *E".
Valley trusses run perpendicular (in
the opposite direction) to the
supporting trusses underneath end
should be nailed or fastened to each
truss top chord they intersect with
4.5 (1) 16d nail to laterally brace the
top chords of these trusses when the
_+trusses do not have sheathing on them.
1
3-4.5
12
PIGGY BACK DETAILS
3-4.5
M Truss top chords 2' -0" o.c.
Valley Member E 20'
51 -21 to 30' -
5-6.3 Over / TYpicel plate to be used in splicing either
30' -B" top or bottom chords.
Varies to metch roof pitch
TYPICAL LARGER VALLEY
Valley
Z -5
(typical)
Parallel
3-5.4
Z -5
This Piggy -Back Detail is taken from page #10 on top
of Hip #1.
Piggy -Becks are the some in structural construction ne
Valleys except for shape, and the bottom edge of the
bottom chord is not beveled. Placement in the building
is in the opposite direction to Volleys, (Placement is
parallel to and on top of the supporting trusses). See
IMPORTANT NOTE at the right.
Plate and lumber data that applies to Velleye above
also applies to Piggy -Becks of the same size.
SECTION M-M
Minimum of one
16d nail into
each truss top
chord.
OPTIONS 1 8 2 OPTION 3
Nb. 1..PIGGY
BACMS
Sheathing
Truss"
or
Hip
`•••••••••■=111■1•1•M.r
I A
.(L_
VALLEY It PIGGY BACK DETAILS
Lumber - Minimum allowable unit stresses.
c - 560 psi Compression parallel to grain
f - 750 psi Extreme fiber in bending
t - 750 psi Tension parallel to grain
E - 1,540,000 Modulus of Elasticity
Top Chord shell be 2x4 minimum
Bottom Chord end Webs shell be 2x3
minimum
Webs shell be 2x3 minimum
Plates.- Viking Connector Plates
are 20 gauge galvanized steel and
epplted to both feces of each truss at
each joint.
Rip 2x6 to make
two pieces for
bottom chords.
Sew cut to match
truss pitch.
height �-- -1
height ---�
2 1
1 IMPORTANT NOTE J
Piggy Beck units are set
directly above end parallel to
the supporting trusses under-
neath end therefore do not
laterally brace the trues
top chords.
To be sure that the supporting
trusses function es designed
one of the following methods of
bracing the top chord must be
used.
Continuous lateral bracing.
OPTION #1 - Extend and attach e11 sheathing
before applying Piggy Beck units.
OPTION #2 - Extend and attach a portion of the
sheathing so there is 3' -0" or less between rows of
sheathing.
OPTION #3 - Provide continuous lateral bracing (1X4)
to the bottom edge of the truss top chord so there is
3' -0" or lees between rows of lateral bracing. Attach
with (2) Bd nails to each truss.
/02
style
VAL
.d
Copyright 1965 Date June 1, 1965
Viking Connectors, Inc. Dwg.J#
3-8.1 for 2.5 8 over
3-9.0 for 2.0
3 -9.9 for 1.5
Hip #1
3T -10 �? 3-6.3 for 1.5
3 �_ x 3-5.4 for 2.0
3-4.5 for 2.5 8 over
Top View
7' -0" END JACK
Hip Jack
TOP CHORD HIP JACK ATTACHMENTS
HIP #1 (members es required)
1' -0" Corner Jack
HIP JACK
Bevel edges & attach to
Hip truss with 3 "X8" nailplate at top &
(3) 16d nails in bottom chord (see detail
below for top chord attachment)
Attach End Jack to Hip #1
with (3) 16d nails at , 8
(2) 16d nails L bott05
X6 Ledger
3 "XB" Neil plate
End Jack (Top Chord
attached with (3) 16d
toe nails)
2X4 or 2X3 #1 materiel
2X6 Ledger beveled on top &
attached to Hip truss with
(4) 16d nails et each truss member
in contact with ledger & 1/2" die..
bolts La panel points. (by bui
nail to plate
with (3) 168 neils.
Hip
Jack
HIP JACK FRAMING 7' -0" SETBACK
2x4 & 2x6 TOP CHORDS
3-5.4 for 2. & over
3-6.3 for 2.0
3 -7.2 for 1.5
Hip #1
Side View
(Endjack & ledger not shown)
Toe nail to
Jplete with (3)
168 nails
2X6 Ledger
5' -0" Corner Jack 7' 0" End Jack L 2' -0" o.c.
3' -0" Corner Jack
If necessary, bend plate
over top of Hip Jack.
Bend line
4
3 "X8" nail plate at 45
1 -1/ bend. Attach with 12 nails
(6 each side of bend) & 2
nails et bend.
Bevel edges &
toe nail to
plate & to 2)p
Jack with (2) `
16d nails Z -5
3! -0" CORNER JACK
Bevel edges & attach to
Hip Jack with (2) 16d nails
top & bottom,
5' -0" CORNER JACK
TYPICAL TIE DOWN
3 -5.4
3 -5.4
LUMBER
2' -0"
2' -De
2'-0"
l' - 0"
1' -0" Corner Jack
Bevel edges R. attach to Hip Jack
NOTE: \ with (2) 168 nails top & bottom.
2x4 rafter is structurally adequate
for all end Jacks, however larger
sizes ere generelly used to match top
chord size of standard truss.. If 2X6
or greeter, use #1 So. Pine, Const. Fir
or Const. Hemlock.
8d nail
Toe nail to plate
with (2) 16d nails.
Toe nail to
plate with
(2) 16d nails.
All lumber shall be 2X4
#1 Southern Pine, 1500f
Industrial Fir or 1500f
Industrial Hemlock except
where shown.
1/8" X 1" Anchor strap
bent over top chord
(by builder)
r4
style
D
JAC
(set)
pitch
11nY
open
7
pat
55
(2X4 6)
(2X6 T.0
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