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SKETCH OF S TJRVEY
For
Roy F. Custer
ST
Lots 19, 20, 21, Block 2, AN ADDED PLAT OF MIAMI SHORES, SECTION
N0. 1, according to the plat thereof recorded in Plat Book 10, at
Page 70, of the Public Records of Dade County, Florida.
3ISCA TE ENGINEERING COMPANY
Civil Engineers April 14, 1960
Miami,Flori da Scale: Shown
WS HEP.E3Y CERTIFY: That the attached "SKETCH OF SURVEY "of the
above described property is true and correct to the best of our
knowledge and belief as recently surveyed and platted under our
direction; also that there are no encroachments unless shown
thereon.
h
BISCAY ENGINEERING COMPANY
By e%- ���.0 , pre s . w
J. J. Bennett
Registered Engineer 5 th
Registered Surveyor ;94.
STATE OF FLORIDA
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RALPH MITCHELL LEONARD
Aft'INIL
ARCHITECT
Ft ()RUM
:
MED
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RALPH MITCHELL LEONARD
Aft'INIL
ARCHITECT
Ft ()RUM
N
a
copyright 1967
OF Ft
�P. A. t
o_ co CAROL
r SANFORD
cy FT. LP.JDLRDALE
FLORIDA p 0
,�
Note:
Web members to be 2 x 4 or 2 x 3 1500 f Industrial Douglas Fir,
1500 f Industrial Western Hemlock or No. 1 Southern Pine.
1- 3/4"
5x8
SANFORD 600-C PLATES are 20 gouge galvanized steel unless 18 ga.,ye is 4,ecifIed, o.4 shall be
ayphed la bath races or truss of each joint. ?lutes shall L. located s about joints, un-
less placements cee indicated by circles (o) or os diAe stared. CUTTING A1ID rAlRICAT ION
shall be accc pbshed using equlpa:ent which will produce sing joints and pTares. C\stlE-
ALL SPANS a•e based on om , nal e" bearing width and may tie Inc e.ned by as m,xh ,Y its
on oT R" beori DESIGN STANDARDS conform with Ilx upplicob'e prov'nio s of dw'Na-
al Design Specificutiors" oval "Light Metal Con:wcled Mood T lTra» Plat• l ,t tote).
FIELD BRACING is nos the esponsibil•y of ILe des; g,et, plate munufacn,:er nor truss fabricator.
tenons a ecr;og trusses o, outior.ed to .nk pro'esslunol advice ega e.
d to de ectiun 6x
Irg, which 's al.vays ,equ eed to pr.eot toppling a:d "dornho;:g" during erection. and Fe,munent
b,ucing ..hick may be ,equi ed in syeclfic o slications. Trus.es shall be a e<'I.ed in a pl.r,b urd
sr-oi ght position. MINIMUM LUMBER GRADES o:e spec I f'ea. Lum..er of t!e ssre ar yeuter
mess voices may be subst ;tuI.ed. CAMBER spedred k for ,o,mol co.:ditioo or w:r v a .4 fabri-
cation; It r. L: in eased of :edo�ed at the architect o:d,'or fabr:cato,'s opt Ion. Trvsses should
be handled with core dot ;,g fabr ;c» on, shippL,g ..4 e, echon, to p■e.ent dano
Trusses Spaced 2'- 0" O . C.
Truss
Symmetrical
about C{
1/8"
Camber 3/8"
2 x 4
ALTERNATE CE JOINT
L LUMBER: Max.
1 Overall Spans
Dense So. Pine
Se( • Str, Doug Fir
lel. Str. W. Hem
#1 Southern Pine
1,500 f Ind Douq.Fi
1500 find W. Hem
Design Loading
Roof 45 psf
Ceiling l0psf
Total 55 psf
33 -1/3% unit
stress increase
2x4
2 x 4 Top
Chord
26'- 8"
26'- $"
25'- 4"
27'- 0"
1 4tr
260'
26' 0" Clear Seen
x 4 Btm. LUMBER• Max.
Chord OveialI S • its
I .11
1 .
26'- 8"
26'- 8"
1 26' - 8"
2.5
Chord
FORCE DIAGRAM
Equal Areas
Span Pine /Fir Hemlock
26 -8" 2.5x 3x11
24' -8" 2.5x10 3 x 10
20' -8" 2.5x 9 3x 9
►44
H
R =1430' 30
cr)
D-60
date: Februa 1 1965> Rev: 1 -23 -68 file no GGM - SIMP. K - 34 - 2 - 55 6 8
MAXIMUM TRUSS SPANS, BOARD FEET of LUMBER in GIRDER and REQUIRED BEARING for GIRDER
Single Member Girder
Double Member Girder
Triple Member Girder
Bd•
Ft.
G
Span
9th
i
Truss
Span
Bearing*
Truss
Span
Bearing*
Truss
Span
Bearing*
Regd. A 12
x 4
Regd.
8
12 x 4
Regd 8 " 2
x 4
31
34
36
14
15
16
19
19
22
25- 8
23- 1
20 -t9
A
25- 8
23- 1
20- 9
14- 0
12 -11
12- 0
40-
0
0
4
40-
40-
34 -11
30-
0
29- 7
27- 5
25- 6
40-
0
2
2
x 4
x 4
40-
0
40- 0
40- 0
3p- 1
36- 8
34- 5
32- 6
38
41
43
17
18
19
22
22
26
18- 8
16- 8
14- 4
18- 8
16- 8
14- 4
11- 1
10- 4
9- 8
-
40-
34 -11
30-
0
4
23 -10
22- 5
21- 1
40-
35
31
0
-11
-11
46
48
51
53
56
58
0
21
22
3
24
25
26
26
29
29
29
32
12- 5
10-
9- 6
8- 5
`'
\
12- 5
10-10
9- 6
8- 5
\ ,
9- 1
8- 7
8- 1
1 , t
P N OO N
26- 7
23- 5
20- 8
26- 7
23- 5
20- 8
19 -11
18 -10
17 -11
40- 0
35 -11
31 -11
30- 9
29- 2
27- 9
18- 5
16- 5
14- 92
j
8
18- 5
16- 5
-914
13- 3
12- 0
10 -10
17- 0
16- 3
-9
13-
12- 0
10 -10
28- 6
25- 6 B
23- 02x423
28- 6
25- 6
-023
26- 5
25- 2
-0
•
18 -10
17- 2
•
63
65
6
27
28
[pmn
1
1
13- 3
12- 0
10 -10
`
20- 9
18 -10
17- 2
1 20- 920'-
18 -10
17- 2
68
70
73
29
30
31
35
38
38
9 -10
9- 0
8- 2
2
x 4
9 -10
9- 0
8- 2
9 -10
9- 0
8- 2
15- 8
14- 4
13- 2
15- 8
14- 4
13- 2
15-
14- 4
13- 2
75
78
80
32
33
34
41
41
41
`\
\'
`
,
1 -
11- 1
10- 32x410
12- 1
11- 1
-31Q
-
11- 1
-3
*Column. "Req.._" gives required bearing for maximum truss span allowed for that girder span. o umn ' • ' or
"B" gives ma mum truss spun that.condition "A" or "3" cum be used for that girder span. Column "2 x Te
•� !mum truss span that a 2 *plate can be used without scabs for that girder s• n.
8 •r I •NDITIO • See reverse s •e o t is s f eet for •etai s or • •ing sco•s to g •ens.
2 x 4 plate with (1) scab or 2 x 8 plate.. j. 2 x 4 plate with (2) scabs or 2 x 8 plate. �C, 2 x 8 plots with (2)(2) scabs.
(1) TW 2.5 3e5 x 7
(Back Only) '!' "• (1) TW 2e5
��/
-, 1 ?,25G�C
OXT °_`.• -.,,, 4�
a 4 ± "
6
•x 10
(Front Only) 5(
3.5
x
s-- -- ---
12,000 T
2 1
�G -►
3.5 x 7 R= 5000
AXIAL FORCES AT MAXIMUM LOAD
TENSION WEB DETAIL
, . 2 x 6 °..
2.5 _ ---_._ _-- ____ 18 -5 x 12 W 2.5 x 1 = z ,
-� �
12 - � 1 E w.
���� = _ IC k
2 x 4 Min. I
"
_ ~s z, t tF
_- --, �o� Ci
N t 21x �
' � � C` - ~ Heel Height E NO. ,213 • $
— r
6x 7 1/2J 3 x 14 / Ff0Rt ,4,, ,
5 6 � i i iCkkD
18-7 x 8 W x E " - ,f '
distance a Note: 2 x 8 Minimum Bearing
e lod ,,,,,,,,,,11, A,00 joints, :,nlen ,,o l oer. . rrs o ,..
Sanford 600-C Plates are 20 gouge galvanized steel unless 18 ga,rge i spec tied, and shall be applied to both laces of ttus, o xh plot sha cate
B�
indicated by circles (0) or dimensioned. ensioed. Overall Span ore bused on nominal 4" bearing widths and :nay be incr by us m,ch . B w th .om beu irg «idths. Se iced Leafing n abore table.
Lateral Bracing of Top Chord: This truss has been designed cant deringtap chord laterally braced ot Intervals not Exceeding 3' -0 ". Field Bracing The designer Leo, no responsibility for the ei ec ho') o f trusses
do,nolrg" during
manufactured in accordance with this design Persons using such t russes aie cautioned to seek professional advice in 'egord to e et', «hich is g always reai'ed t or e.enr t pIing and " m
.Egon, and permanent bracing «hlch may be required In specific applications. Lumber Substitutions: Other lumber o r the some spec. with equal or greoter stress voices may be r brtituted for that she «n on
side this sheet far c section
design. Fobricotio n Sanford Grip - Muster trusses shall be fabricated odequoie jigs, o shut upon or- pletion all jo:nn shall bet nobly sr ,g. Girder Connection: a of
require ents. This truss has been designed to meet applicable provisions of the "National Design Specification tot Stress Grade Lum s ber and i Fastenings' by Nation TLvr-ber tnonufoch,ers' Association; and
"Design Specifications for Light Metal Plate Connected Wood Trusses" Truss Plate Institute. Lumber. Shall Le Consr-vctlan Fir or •1 5or,te Pine, All webs 2 x 6.
Design Lording: Live and Deod Load on roof 45 psf Note: 33 - I;'3% allowable ■Nt stress
Oeod Lood on ceiling 10 psf increwe for shorn rime Lording.
Total Design Lood psf Sanford Truss Hanger. See Sheet •099.
,. .
Axial Forces shown are hosed on sopporting roof trusses on one side of the girJe plus one ft. o f load on the otl ei side -a the gi:Je. sac. „-d t es s _on P at will g ee t e r c. m,m load.
DADE S A N FO R D TRUSS ®
Rev. 2 -28 -68 Rev: 3 -13 -68 Rev: 4 -11-68
copyright 1968 wnbtd tens G - 28
4n
7
—
P.
- -1 ,
(rT
2 I�
N I J r
copyright 1967
7 QF „ , O
- '• s / `
A. ns t, 9
CAROL
_ANFORD df
rn IT. LR'JDLRDALE ; 0 �
C''h FLORIDA I.41
• - .-
l ' ° E i
i
SANFORD 600 -C PLATES are 20 gage gal +ani zed steel unless ;8 gage is specified, and shall be
LUMBER: Max.
Overall Spans
Top
Chord
Btm.
Chord
LUMBER• Max.
Overall Spans
Top
Chord
Btm.
Chord
applied to both faces of truss at oath joint. Plates shall be located symmetrical about joints, un-
less placements are indicated by circles (o) or as dimensioned. CUTTING AND FABRICATION
sholl be accomplished using equipment which will produce snug - fitting joints aid plates, OVER -
ALL SP are bused on nominal 4” bearing widths a.�d ma m as y be increased by as uch 8" wi sh
nomina 8 bearing, DESIGN STANDARDS conform with the applicable ptalisions of the ' Na-
tional Design Specifications" and "Light Metal Connected Wood Trusses" (Truss Plate Institute).
FIELD BRACING is not the responsibility of the desigior, plate m«,ufoctu'er nor truss F�ricator.
Persons erecting trusses a cautioned to seek professional advice in regard to the erection bra
ing, which is always required r t-
ed to present topplingd a. 'i dorninoing" during e.ection, and permanent
bracing which may be required in specific applications. Trusses shall be ejected in a plumb and
straight position. MINIMUM LUMBER GRADES are specified. Lumuer of the sore or greater
stress values may be substituted. CAMBER specified i for normal conditions of service and h,bri-
cation, it may be increased or r educed at the architect md, or fabricator's option. Trusses should
be handled with care during fabrication, shipping and erection, to pte.ent damage.
GABLE END SHOWING DETAILS OF VENTS AND OVERHANGS
LUMBER: 1500 f Industrial Douglas Fir
7'- 8" Max. 1500 f Industrial Western Hemlock
I 3x5
rOp Chord
2 x 3 _OIIIII0
(Typical)
3x5
l i
or No. 1 Southern Pine
2 x 4 *.
s
®
L
C5/8" Plywood or 1" Nominal Sheating
°
p V
d
7
a Ii
cee
2.5x6
'
r
2x3
2.5x6
2 x 4
TYPICAL VENT DETAILS
, - „
2 0
�c,E W.
�� _ --- lat •
b
' 0 No.
1' -3"
• `�
11
2 x 4 lateral
brace
Goble End
2' - 0"
N
t
5 x 4
-
16d nails
n
tJ
5 213 e
2 x 4 block 2' -0" long d
g naile f f i
/
to brace with (4) 12d nails and t ,,
2 toe nailed to top chord of adjacent � /F�Or)oA
x 4 truss, (by builder) Si"'"- F- --V 410
/(typical)
e
'I
Max.
.
f
e
`1.
o
I
2 x 4 lateral J +
brace required
•12
`
Note: JVaries (to match truss) TYPICAL SECTION SHOWING OVERHANG
All vertical
members 2 x 3
or 2 x 4 spaced
2' - 0" o.c.
Top WITHOUT OUTLOOKERS
when length of
vertical members
exceeds 6' - 6 ".
C hord
1
2 x 3
(Typical)
2 x 4
0 Bottom I Chord F.-
5x5
Typical Splice
_
_l /8" 2x3 2.5x6 '
(Typical)
Overall Truss Span
D -6
Z v V '
-1
• M
4
O
D
Z
O
O
0
D
0,
L
v
copyright 1967
t A.�
�
a n.
CAROL \3
�' f7. LAJDEEDALE; 0 U
or as required'
4' -0t'
16' -0"
A o A
_ 2 x 3
Li 2.5x4 =-I
Optional Splice
20' -0"
SANFORD 600-C PLATES ore 20 gouge gol,onized steel ,,nless 18 gauge is specifed, and shall be
applied to both faces of truss at each joint. Plates shall be located symntetrlcol about joints, n -
less placements are indicated by circles (o) or as dimensioned. CUTTING AND FABRICATION
shall be accomplished using equipment which will produce sntg -fin ir,g joints and plates. OVER-
ALL SPANS are based on nominal 4" bearing widths and .Tay be inc 'eased by as Tuck os 8" with
inaTB 'beorl,ng. DESIGN STANDARDS conform with The oppllcable pro.ivons of the' No-
tional Design Specifications" and "Light Metal Connected'Aood Trusses" lLvss Plote Institvte).
FIELD BRACING is not the r esponsibilPp of the des;g:er, plate monufacturer not truss fabricator.
Persons ejecting trusses ore coutiond to seek prafessionol advice in regard to the e■ect:on brac-
ing, which is always requi - ed to pre,em toppling and "domino) -g" during erection, and permanent
bracing which .Tay be required In specific applications. Trusses shall be ejected in a plumb and
straight pesitlon. MINIMUM LUMBER GRADES are specified. Lum. - ,er of the sore or greater
st ess values may be substituted. CAMBER specified is 'or normal conditions of service and fabri-
cation; It may be incensed or reduced at the architect ardia fobncotor's option. Trusses should
be handled with core duri -g fabrication, shipping and erection, , 0 pre.ent damage,
symmetrical about
except as shown.
2
2.5 x 4
8' -0"
2x3
3.5 x 4
2.5 x 4
3.5 x 4
3 - 1
2x3
12' -0"
2.5 x 4
2x3
2x3
u
2' -0" J
Typical Truss Spacing
VALLEY DETAIL
Note: For longer valley frames, space vertical members 6' -0" o.c. maximum,
Ridge Line
3x5
t
4
LUMBER: 1500 f Industrial Douglas Fir
1500 f Industrial Western Hemlock
or No. 1 Southern Pine
Gable
End --
Truss
Use one 12d nail
at each truss.
Standard Trusses 2' -0" O.C.
2x4
1/2 of 2 x 6
see Detail 1
Top chord of Truss
SECTION F - F
0
0
U
`'+ ~ AL _EY SE'f
F-�
F.J
■
Std. Trusses -J ` —Ridge Line
PLAN
2 x 6 cut to match pitch of truss.
DETAIL 1
Special lumber for
bottom chord of valleys
•
2'-0"
— Gable
End
Truss
i Goble End
i
Truss
2
< C
I N
D
z
- 1
0
0
Type of
Roofing
2 x 4 Top
Chord
2 x 6 Top
Chord
Heavy
2'- 6"
3'- 6"
Light
3'- 0"
4'- 0"
copyright 1967
S CAROL
S.ANFORD f
1�is I 0 -0, FE LA'J'DERDALE ; U
/ tt t EL('RIDA -"'"Q `S i ' '�•.....
CF
SANFORD 600-C PLATES cue 20 gouge galvanized steel unless IB gouge is speclfled, and shall be
applied to both foces of truss at each joint. Psotes shall be located s about joints, on-
less placements ore indicated by circles (o) or as dimensioned. CUTTING AND FABRICATION
shall be occomplisbed using equipment which will produce snug - fitting i and plates. OVER-
ALL SPANS ale based on nominal 4" bearing widths and may be Inc.emed by as much as h
nominal B" bearing. DESIGN STANDAP.DS conform with the applicable provisions of the "No-
tional Design Spec ifi cot ons" and "Light Me tat Connected wood Trusses" (Truss Plate Institute).
FIELD BRACING is not the responsibility of the designee, plate manufacturer nor truss fabricator.
Persons ecting trusses a. coutioned to seek professional odolce in regord to the erection brac-
ing,whch always requ ced to pr e a nt toppling and "dominoing" during erection, and permanent
bracing which may be required in specific opplicor ons. Trusses shall be erected In a plumb and
straight position. MINIMUM LUMBER GRADES ore specify ed. L.,m0er of the same ar g.eater
stress values may be substituted. CAMBER specified .s for normal conditions of service and tabr;-
cation, may be increased or reduced at the architect ord /or fabricator's option. Trusses should
be handled with ca. a during labr; cotion, shipping and erection, to present damage.
1/8" x 1" Strap Anchor bent
over top chord of truss. Nail
with three 16d nails. (typical)
2x4or2x6top 2x3or2x4
chord of truss
2x4
36" to 48"
x 4
(2) 2 x 3
2 x 4 or 2 x 6 top
chord of truss
LUMBER: Max.
Overall Spans Chord
Top
DETAIL OF SOFFIT OVERHANG, 2.5/12 PITCH AND OVER
2 x 4 ledger (Required when length
of overhang exceeds values on table)
bolted to tie beam with 1/2" bolts
4' -0" o.c., connect return to ledger
with one Sanford Framing Anchor. (by builder)
Concrete tie
beam (typical)
Btm. LUMBER• Max.
Chord Overall Spans
Cho d
LUMBER: 1500 f Industrial Douglas Fir
1500 f Industrial Western Hemlock or
No. 1 Southern Pine
1x6 °M in. 0
2 x 4
2x3
Plate (typical)
(by builder)
24" to 36"
2x3
1/4"
clearance-
X 12" to 24"
1 / 4 "r
clearane
up to
12"
Cho
2 x 4 or
2 x 6 top
chord of
truss
D-5
Z
O
(t)
D
Z
D
>
m
m rn
Z
O
No I Southern Pine
No. I Southern Pine
Span of Trusses
Carried by Girder
Span of Trusses
Carried by Girder
Girder
Span
Girder - No. of Members
Girder
SPon
Girder - No.ofMembers
1
2
3
4
1
2
3
4
14'- 0"
23 5"
50'- 0"
50'- 0"
28'- 0"
8'- 10"
22'- 9"
34'- 11"
46'- 8"
15'-0"
21
48'- 1"
50'-0"
29'-0"
8'-4"
21' -9"
33' -0"
44' -0" �
16'- 0"
19'- 11"
44 9"
50'- 0"
30'- 0"
7'- 9"
20'- 9"
31'- 5"
41'- 10 "
17'- 0"
18'- 6"
41
50'- 0"
31
7'- 3"
19'- 10"
29'- 11"
39'- 10"
18'- 0"
17'- 2"
39'- I"
50'- 0"
32'- 0"
6'- 9"
18'- 11"
28'- 7"
38'- 1"
19'- 0"
16'- 0"
36'- 9"
50'- 0"
33'- 0"
6'- 4"
18'- 1"
27'- 3"
36'- 4"
20'- 0"
14'- 11"
34'- 7"
50'- 0"
34'- 0"
5'- 11"
17'- 4"
26'- 1"
34'- 9"
21'- 0"
13'- II"
32
50'- 0"
35'- 0"
36'- 0"
5'- 6"
5'- 1"
16'- 7"
15'- 10"
25'- 0"
23'- I i"
33'- 4"
31'- 10"
22'- 0"
13'- I"
30'- 11"
47' 11"
23'- 0"
12'- 3"
29 3"
45'- 6"
37'- 0"
4 8"
15'- 2"
23'- 0"
30 8"
24'- 0"
11'- 5"
27'- 9"
43'- 4"
38 0"
4'- 4"
14'- 6"
22'- 1"
29'- 5"
25'- 0"
10'- 9"
26'- 5"
41'- 3" X 50'- 0"
39'- 0"
4'- 0"
13'- 4"
21'- 2"
28'- 3"
26' -0"
10'- 1"
25'- 1"
39' -0" 50' -0"
40' -0"
3' -4"
12' -9"
20' -S"
27' -3"
27'- 0"
9'- 5"
23'- 11"
36'- I I "49'- 3"
NFCAD dcC{ PLATES are 10 - al , ed 1 atoess rwe specitrea all re goo,.
xh so-es of rr." a each d. s - d - ea ?di.
:rated by . w s
e, I.) a a d CJi INC AND �AAR Kr all x of shy q.'p.
*his ,ill prod., vn- g -f'itting,o or d piales 1 �J r 7,7,TcS :or!orm . a aprl lc eele pr
v or 1 ',rla.d Des ,pr Specs a . 1.44 Mead C owl a ' 1r.a i'. ai Tel
FIELD PeAC INC is essaos .. a! I* des _
nog n ,ed b welt p essload ,
Sash, • state o
•eV -inG Ic iopcil, one 'dvn r Tap' d.,r l
r yacific opplic ira poll o plum and a c . . MIh W..n+ r/BEA (ADES
n specitl. Ler.f , x of s sm r n ..1 as % ar Ea t. . A,PLe sy w
se, 'n hat " •
cudlnws m'abdcal sea. w
sew. Tr,. moale :".a,rdled er _art d. re r �%�a • , visa. a.d coaa .e r :pato,
x
n
Notes: I . Spans shown on table are overall
2. 2 x 6 Minimum Bearing Elate
3. Comber bottom chord of girders to rnatcn adjacent trusses
4. Two member ;irders:
Bottom chord- connect members together wits (2) 1/2"
bolts, 2'- 0 " o.c .
Webs & top chord - connect members with 16d nails,
18" o.c.
Three and four member girders:
Bottom chord - connect members together w ith (2) 1/2"
bolts, 2' -0" o.c.
Webs & top chord -bolt members together with 1/2" bolts
4'- 0" o.c.
5. Overall spans calculated with 4" Bearing. For 8"
Bearing increase spans in table by 8"
Truss
Designed by: J . Kravec
Drawn by: J . Kravec
Checked by: G . Wren
Symmetrical about C
except as shown
7
5x 14
12
-�� 2.5
_-� 2
Design Loading
Roof 45 psf
Ceiling 10 psf
Total 55 psf
33 -1/3% allowable unit stress
increase for short time loading
5x 10
—. s
2 x
0.22 Clear Span
'1
l r -4 — '1 I
1 I
18 -7x 12 W6x8 W2x6
1 2.5x4
1] s
Clear Span
Overall Span
2 x 8
Girder Span
14' thru 23'
24' thru 40'
Piste Sizes
18 -5x 18 W2.5x14
18 -5x 18 W 2.5x 12
0.28 Clear Span
3.5x14
1- 1/2" 1/2" -r—
DADE G -44?
N.
N.
5)
a--
0
z
w
UJ
0
c
O
2
5)
N
L
3 a`
,
2xCh d
29'-0"
I �u
29' -0"
i-0.
1 Att
SAt*ORD 600-C PLATES are 20 gouge galvanized steel unless 1 gou is specified, and shall be
applied to both faces o Truss at each joint. Plates shall Le located s oboes joints, un-
less placements ore indicoted by circles (o) or as dimensioned. CUTTING AND TA1RICAT$ON
shall be accomplished using equipment which w i l l produce snug - riming joints and P c ' -
ALL SPANS ate based on nominal ♦" Leoring widths ord may Le /nonmed by os much at if
inaTFLeoring. DESIGN STANDARDS conform with the applicable provisions of the "No-
tional Design Speci ficotions" and "Light Metol Connected 'Wood Trusses" (Truss Pi de Imtltute).
( FELD BRACING is not the esponsibtlity of the designer, plate m,nulocturer nor truss fabricator.
Tern erecting trusses arts cautioned to seek professional odvlce in iegord to fib. erection broc-
;rig, wh ch is of ways ,equi. ed to p:e.ent toppling and "daminoing" during a ection, urd petman.nt
bracir which may Le :eau; ed in specific applicotiom. Trusses stroll Le e. eeted in e plumb and
straight position. MINIMUM LUMBER GRADES ore specified. Lumier of the so, e or g. egret
stieee values may Le substituted. CAMBER specified is for normal co,diriom of service and rubri-
cation; it may Le inci eased or ledv of the architect and/or fabricator's Dption. Trusses should
be handled with cage during fabrication, shipping and e.ection, to p ∎e.o t domoge.
Trusses Spoced 2' -0" O.C.
Note: Web members to be 2 x 4 or 2 x 3 1500 f Industrial Douglas Fir,
1500 f Industrial Western Hemlock or No. 1 Southern Pine.
Truss
Symmetrical obout Q
Span
29' -0t' 5 x 6
25' -8" 5 x 5
Span Pine /Fir Hemlock
29' -0" 18 -3.5 x 5 18 -3.5 x 6
25' -8t' 18 -3.5 x 4 18 -3.5 x 5
SPLICE TYPE S
(One allowed)
Camber 3/8 "
Design Loading
Roof 45 psf
Ceiling 10 psf
Total 55 psf
33 -1/3% unit
stress increase.
Dim. Span
3" 29' -0t' 2.5 x 5
2 -1/2" 23'-8" 2.5 x 4
Note: Do not combine Type A & Type B Splices in some truss. 1?
If necessary, two Type A Splices may be used. 1/8 "PEKE TYPE A
Dim. Span
29' -Ot' 5 x 7
2-1/2" 23' -8" 5 x 6
3740
190# e 190
28'-4" Clear S een
FORCE DIAGRAM
Equal Areas
Span Pine /Fir Hemlock
29' -0" (2) 2.5 x 7 (2) 2.5 x 8
27' --8" (1) 2.5x12 (2) 2.5 x 7
23'-8" (1) 2.5x11 (1) 2.5x12
D -28
O
D
0
a
copyright 1967
ccT!
A,P: A. NM
�,=
CAROL
SANFORD
� IT. LA'JDLRDALE u V
C�'hs FLORIDA r;`�
ST ` c Rf D A¢
c C
SANFORD 600-C PLATES are 20 gauge galvanized steel unless 18 gauge is specified, o:d shall be
applied to both faces o f truss of each joint, Plates shall be located symme tric of (about joints, un-
less placements o. indicoted by circles (o) a as dimensioned. CUTTING AND FABRICATION
sholl be accomplished wing equipment which w i l l produce snug - fitting joints and plores. OVER-
ALL SPANS ore based on nominal 4" bearing widths and may be incremed by as much m FS" with
nominanf DESIGN STANDARDS conform with the 3 pplicob'e provisions of the' No-
tional Design Specifications" and "Light Metol Connected Wood Trusts" (Truss Plule Institute).
FIELD BRACING is not the responsibility of the designer, plate manufacturer nor truss fub■cotor.
Persons a ecting trusses a e cautiar:ed to seek professional odvice in egurd to the erection brac-
ing, which is always requiied to .e.ent toppling o:d "dominoing" during erection, old per mdnent
bracing which may be required in specific applications. Trusses shall be erected in a plumb onsd
straight position. MINIMUM LUMBER GRADES are specified, Lom..er of the same or greater
stress values may be substituted, CAMBER specified 1s for nor mol conditions of service and fabri-
cation; it may be Inc erred or reduce�ut the architect orsd /or fabricator's option. Trusses should
Le handled with care during fabrication, shipping and erection, ro prevent damage.
Trusses Spaced 2'- 0" O. C.
Note: Web members to be 2 x 4 or 2 x 3 1500 f industrial Douglas Fir,
or No. 1 Southern Pine.
2 -1/2'
Truss
Symmetrical about 4
except as noted
Span
35' -0" 6x 6
27'- 8" 6 x 5
7.5
12
t 1'- 0"
Span Fine /Fir
35' -0" I8 -3.5x6 W2x4
29'- 8" 18-3.5 x 5
Equal Spaces
SPLICE TYFE B (One allowed)
L
Hemlock T --a- 3"
18 -3.5x8 W2x6
18-3.5 x 6
Camber 1/2' ,
1/8"
Note: Do not combine Type A & Type B Splices in some
truss. If necessary, two Type A Splices may be used.
2x3
Design Loading
Roof 45 psf
Ceiling 10 psf
Total 55 psf
33- 1/3% unit
stress increase.
370
4
i J
2.5
SPLICE TYPE A
LUMBER: Max.
Overall Spans
11 Dense So. Pine
Sel . Str. Doug Fir
.4 W. Hem
1 Southern Pine
1500fInd Douq Fir,
1,50 f Ind W . Hem
515
TOP CHORD SPLICES
(Only one allowed in each chord)
R 1 "
3x8
12
2 ;x 4 Top
Chord
351_ 011
35'- 0"
30'- 0"
33'- 0"
30'- 8"
28'- 0"
515
2x4
2 x 4
a
Span Pine /Fir Hemlock
35' -0" 18 -6 x 9 18 -6 x 12
31' -0" 18 -5 x 10 18 -5 x 10
25' -0" 18 -5 x 9 18 -5 x 9
2 x 4 Btm.
Chord
3 0
35'- 0"
35'- 0"
35'- 0"
34'- A
34'- 4"
g
34I- 4" Clear Span
12
LUMBER• Max.
OvetalI Sports
FORCE DIAGRAM
2.5
Equal Areas
Span Pine /Fir
35'- 0" (2) 2.5 x 9
31'- 8" (2) 2.5 x 8
29'- 8" (2) 2.5 x 7
25'- 8" (1) 2.5 x 12
Hemlock
(2) 2.5 x 10
(2) 2.5 x 9
(2) 2.5 x 8
(2) 2.5 x 7
Btm.
Chord
e
D-29
D
z
O
O
Gtr `t' t i •'
NOT TRUSSES MUST NOT
DEAR ON ANY INTERIOR
WALL OR PARTITION
UNLESS L ESIcNEI FOR
SAME.
WIf Ii IitJ;ZRtCAP4i; CUPS 4
EX NO ANA .
� VQR. YQ CHOadie
axya:t40 A
av4R._ Top CHORD
NOTEr NQ CLAIMS OR 8ACKCHARGE5 WILL
eg HONORED IF NOT MADE WITHIN 10
DAYS FOLLOWING DELIVERY.
NOTE: ALL. DIMENSIONS MUST
I3E CHECKED AND VERIFIED
BY BLD'R. BEFORt? CONST,
v
9
4
f4
2
PREFABRICATORS, M Iq IN
1480 N. W. 27tH AYENU6
CAW. Si C)( 8Y_
DATE.
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