125 NE 98 St (7)Joint 2
Joint 2
Joint 1
3 Design for Hip 11
Set 5' -0" from end wall
7' - 0'
Joint 10
Joint 10
Joint 1
Hip 11 - Two MemberstRequired - Spike together with 16d nails at 12" o.e.
Jolla 5 Joint 4
Joint 7
Joint 8
4fnt 9
J 4
Joint 12
Joint 4
Joint 12 Joint 11
Joint 16 1 1 Joint 2
Joint 15
Joint 17
Joint 2
2x4
Joint 11
2 x 4 E - 24' -9" to 28' -8"
x4F -19' -9 "1024' -8"
2x4 A
I Joint 2
Joint 11
Joint 14 Design For Hip 1 4
13' -0" spaced 2 -0" o.e.
Joint 13
Joint 14
Joint 13
Joint
11' -0"
Wedge bloc
x From heel
Joint 13
5' -0"
Design for Hip 12
spaced 2' -0" o.e.
9' -0"
Design for Hip 13
spaced 2' -0" o.e.
Design for Hip 1 5
spaced 2' -0" o.e.
Jo nt 18 or Joint 14 Design for Truss
Joint 18 (alt.) spaced 2' -0" o.e.
I NOTE: For more complete truss details
see file no. K- 120- 28 -3 -55
CAMBER BOTTOM CHORD OF TRUSS AND HIP MEMBERS 3/8' AT CENTER
2' -3"
Joint
Joint
Joint 1
NOTE: Delete wedge block and
Q-42 wedge block plate
on spans below 26' -8'
12
12
Q3
12
3
12
3
4801
b
3 Truss Diagram
4 14625
5 13,1' 'T
190E 381" 5801
a l b 1 =f
c
5
28' -0
e
28 '_ 0 .
Truss Diagram
d
d
Truss Diagram
1590
4,5
62401i 4 901
275 b � e
Truss Diagram
b
915" 867 ". 866 r 867
1
d
4845
1,2
1200
715" c
385
a 1
T
Truss Diagram
1,2
d ) e
2 885010
770
28' -0"
1 6�C
K-120
S A N F O R D T R U S
3/12 SLOPE — 19' - 9rr to 28'8" SPANS
915"
4801
g
..,�h
a
d
8850 Stress Diagr am
770 5801
Stress Diagram
0 495" 4951
275"
h
y 42_
Stress Diagram
605"
5060
605
3
12 a1�.11Ofc�
p 3
4401 330" 4401
d1 °1 f
f
28' -0'
4 990 1 0
4 1362 C
01 440
3
28 r_0.
3740
3801 1901
330
a
d
1
Stress Diagram
7151 3851
e I
e
1,2
770" Stress Diagram
e 720 d 7701
410 410
e 1 01 h e
� >�D►�
12 3 �. 28'41"
Truss Diagram
9
9
Stress Diagram
H-91 Sanford Grl -P -Late
24' -9" to 28' -8" —
H -77 Sanford GrI -P -Late
19' -9" to 24' -B° —
Q-54 Sanford Grl -P -Late
JOINT 4
Q-42 Sanford Gri -P -Late
1/4"
JOINT 10
0-30 Sanford Gri- P-Late
jQ -42 Sanford Gri -P -Late
T -55 nFord Gri -P -Late
JOINT 13
1-
JOINT 16
0-I8 Sanford Gri -P -Late
0"
JOINT 18 (alt.)
Butt Joint
T -119 Sanford Gri -P -Late
7/8"
1 -1/2"
SANFORD GRI- P -LATES
SANFORD GRI - PLATES, pressed into each
side of TRUSS face, shall be 20 gage (.0359)
hot dip galvanized steel, perforated with 1/4'
deep triangular teeth to form the gripping sur-
face and having position nail holes pierced
approx. 2" o.e.
copyright
POSITION NAILS, driven through each of the
position nail ho es, shall be 1 -1/2" long annu-
lar ring shank .120 diameter, 9/32" head.
HIP SET
1
3-1/4"
T -55 Sanford Gr1 -P -Late
H -77 Sanford GrI- P-Late
JOINT
1-1/2"
Q-2 Sanford Grl -P-Late
JOINT 2
JOiNT 5
JOINT 8
JOINT 14
JOINT 17
T -55 Sanford Grl -P -Late
JOIN18(alt)
K -33 Sanford Grt -P -Late
1960 a. carol sanford
1 -1/2" JOINT 3
Q-42 Sanford Gri -P -Late
Q-30 Sanford Gri -P-Lale
JOINT 6
Butt Joint
S-170 Sanford GrI -P -Late
JOINT 9
Butt Jornt
T -147 Sanford Grt P
JOINT 12
2x4 Block
utt O nt
T -147 Sanford GrI -P -Late
JOINT 15
�
M
Butt Joint
5-133 Sanford Gri- P-Late
JOINT 18
Butt Joint
S -110 Sanford Gri -P -Late
JOINT.18(alt:)
1 - 1/2"
i
H -77 Sanford Grl -P -Late
2-1/4"
LUMBER shall be of a s ructural grade with a minimum
m of elasticity of 1,540,000 p.1.1. For A, and
1,760,000 p.s.l. for D, E, and F. Allowable extreme
fiber stress in bending shall be 1200 p.s.!. for A, 850
p.s.l. for D, 1500 p.s.l. for E, and 1200 p.s.l. For F.
DESIGN FOR TRUSS 8 HIP TRUSSES 19' -9' to 28' -8"
Live and dead loads on roof 45 sq. ft.
Dead load on ceiling 10 sq. ft.
Total design load 55 :q. ft.
NOTE: 33-1/3% allowable unit stress increase for short
time loading.
S
S A N F O R D G R I - P -LATE S
SANFORD GRI -P- LATES, pressed into each
side of TRUSS face, shall be 20 gage (.0359)
galvanized steel, perforated with 1/4" deep
triangular teeth to form the gripping surface
and having position nail holes pierced approx.
2" o.c . (2.225 teeth per square inch)
POSITION NAILS, driven through each of the
position nail holes, shall be 1 -1/2" long annu-
lar ring shank .120 diameter, 9/32" head, as
manufactured by Independent Nail Co. or equal
LUMBER as marked with allowable unit stresses of
c - 1200 p.s.I. Compression parallel to grain
f - 1500 p.s.i. Extreme fiber in bending
0 p.s.i. Modulus of Elasticity
2 X 4 CONSTRUCTION FIR
c - 660 p.s.i. Compression parallel to grain
f - 850 p.s.i. Extreme fiber in bending
e - 1,600,000 p.s.l. Modulus of Elasticity
AN
NOTE: 33 -1/3% allowable unit
stress increase for short time
loading.
IN DADE AND BROWARD COUNTIES,
'SUBSTITUTE No. 1 SOUTHERN PINE OR
1500f INDUSTRIAL FIR WHERE 2 x 4
CONSTRUCTION FIR IS SPECIFIED.
T -I 55 Sanford Gri -P -Late
4
ORD
1
Q -54 Sanford Gri -P -Late
a
ke rn A
DESIGN FOR TRUSS - 14' -9" TO 19' -8" SPACED 2' -0" o.c.
524
9
19' -0"
Live and dead load on roof 45 sq. ft.
Dead load on ceiling 10 sq. ft.
1
STRESS DIAGRAM
Total design load 55 sq. ft.
Q 18 Sanford Gri -P -Late
12
3
. CAMBER BOTTOM CHORD 1/4" AT CENTER
c p y r l g h
1
9
58
a.
C011'0
b
c
9
a
H -63 Sanford Gri -P -Late
K -120
T R U S S
sanfor
S A N F O R D GRI - P -LATE S
SANFORD GRI -P- LATES, pressed into each
side of TRUSS face, shall be 20 gage (.0359)
galvanized steel, perforated with 1/4" deep
triangular teeth to form the gripping surface
and having position nail holes pierced approx.
2" o.c . (2.225 teeth per square inch)
POSITION NAILS, driven through each of the IN DADE AND BROWARD COUNTIES,
position nail holes, shall be 1 -1/2" long annu-
lar ring shank .120 diometer, 9/32" heod, os SUBSTITUTE No. 1 SOUTHERN PINE OR
manufactured by Independent Nail Co. or equal 1 500 f INDUSTRIAL. FIR WHERE 2 x 4
LUMBER, as marked with altowobleunit stresses off � ^T RUC ft ' N FIR IS SPE_,IFIFO.
2 x 4 1 1 SOUTHERN PINE
c - 1350 psi Compression parallel to grain.
f - 1500 psi Extreme fiber in bending.
e - 1,760,000 psi Modulus of Elasticity.
2 x 4 CONSTRUCTION FIR
c - 660 psi Compression parallel to groin.
f - 850 psi Extreme fiber in bending.
e - 1,760,000 psi Modulus of Elasticity
S
Q -42 Sanford Gri -P -tote
x 4 1 1 Southern Pine
A N
4 Co
x 4
Fir
NOTE: 33 -I/3% allowable unit stress
increase for short time loading.
T -55 Sanford Grl -P -late
So
12' Wedge
Southern Pine
5' -
11
12
3
Q-42 Sanford Gri -P -late
CAMBER BOTTOM CHORD 1/4" AT CENTER
0 R D
a
H -119 Sonford Gri -P -late
c o
DESIGN FOR HIP 1 1- 17' 4" SPAN - SET 5' - 0" FROM END WALL
I � 9 � 10 /'
615 615/
b c
1 3
(3 .1\ k !\
17' 6 4"
' Live and dead load on roof 60 sq. ft.
Dead load on ceiling 10 sq. ft.
9
470
159 /
3 2 7
rig
7500'T
1
9
59
a.
b22 41
6040 /C
6040`T
STRESS DIAGRAM
Total design load 70 sq. ft.
corn
b
k
K -120
TRUSS
toe ford
its
cr
0
d:
SANFORD GRI- P -LATES
SANFORD GRr- P- IATES, pressed into each
side of TRUSS face, shall be 20 gage (.0359)
galvanized steel, perforated with 1/4" deep
triangular teeth to form the gripping surface
and having position nail holes pierced approx.
2" o.c . (2.225 teeth per guars inch)
POSITION NAILS, driven through each of the
position nail holes, shall be 1 -1/2" long onnv-
kw ring shank .120 diameter, 9/32" head, as
manufactured by Independent Nail Co. or equal.
LUMBER ..as marked with allowable unit stresses of:
2 X 4 1 1 Southern Pine
e - 1350 p.s.I. Compression parallel to grain
f - 1450.p.5.1. Extreme fiber in bending
e 1,760,000 p.s.1. Modulus of Elasticity
2 X 4 Construction Fir
c - 660 p. s.1. Compression parallel to grain
f -850 ,p. s.1. Extreme fiber in bending
s- 1,760,000p.s.i. 'Modulus of Elasticity
Q-18 Sanford i_P -Late
X 1 t ern ' the
SAN
T -55 Sanford Gri -P -Late
Q-18 Sanford Gri -P -Late
NOTE/ 33-1/3% Allowable unit stress
increase for short time looding.
IN DADE AND HOWARD COUNTIES, t
SUBSTITUTE No.1 SOUTHERN PIN E OR 15001. INDUSTRIAL HR WHERE 2 x
CONSTRUCTION FIR IS SPECIFIED.
7'-0"
CAMBER BOTTOM CHORD 1/4» AT CENTER
12
OR D
DESIGN FOR HIP 12 - 17' -4" SPAN - SPACED 2' -0" o. e.
725 725
r
a
490'
H-63 Sanford Gri -P -Late
17' -4"
Live and dead load on roof 60 sq. ft.
• Dead rood on ceiling 10 sq. ft.
copyright
1,2,3
T
STRESS DIAGRAM
Total Design Load 70 sq. ft.
490
K -120
T R (.15 S
1959 0. carat sunford
a►
a
N
c0
•
w
S A N F O R D G R i- P -LATE S
SANFORD GR1- P- LATES, pressed into eoch
side of TRUSS face, shall be 20 gage (.0359)
galvanized steel, perforated with 1/4" deep
triangular teeth to form the gripping surface
and having position nail holes pierced approx.
2" o.c . (2.225 teeth per square inch)
POSITION NAILS, driven through eoch of the
position nail holes, shall be 1 -1/2" long onnu-
tar ring shank .120 diameter, 9/32" head,
Q -2 Sanford Gri -P -late
(2) 16d nails
12 "4
1' -0" CORNER JACK
HIP JACK
Q-30 Sanford Gri -P -late or
Q -9 Sanford Gri -P -lutes
36"
3' -0' CORNER JACK
Q -18 Sanford Gri -P -late
1 4, 1C:4-18 Sanford Gri -P -late
Regu 1. r
Truss 2
u
*NOTE: 2 x 4 Rafter is sufficient
for all End Jacks; However
larger sizes are generally
used when the Top Chord
of the Trusses is larger.
Last Hip
Member
PEAK DETAIL
Even foot span
Beveled ; Q -30 Sanford Gri -P -late or
Cuts
2) Q -9 Sanford Gri -P -lutes
Partial
Cat
PEAK DETAIL
Off foot span
1/8" x 1" Strap Anchor Bent
over Top Chord or Jack and
iced with 3 - 16d nails.
(by Builder)
SA NFOR D
PLAN OF HIP ROOF CORNER WITH ALL JACKS.
SETBACK 5' -0" FROM OUTSIDE WALL.
2 x 4 Ledger Beveled on top. —
Tie ledger to Hipll with
(4) 16d nails or Sanford Framing
Anchor at each Truss- Member in
contact with Ledger Strip.
(by Builder)
H 1 3
Tie End Jack to Hip 1 1
with Sanford Framing Anchor
on the top and 2 - 16d nails
on the bottom. (by Builder)-
at HIP R rd
Tie Hip Jack to Hip 1 1
with Sanford Framing Anchor
or 3 - 16d nails - Top and
Bottom. _(b Builder)
H 1 2
c o p y r i g h t
24"
ROOF CORNER PLAN
1960
1/8" x 1" Strap Anchor bent over top
chord of Jack and nailed with 3 - 16d
nails. (by Builder)
12
-�7 Slope
of roof.
Q -30 Sanford Grl -P -late and
2) Q -2 Sanford Gri -P-
lates
60"
•
5' -0" END JACKS
2 x 4 Ledger (by Builder)
a.
K -120
TRUSS
carol
Overhang to suit.
(See Detail)
Min.2 x 4 plate
(by Builder)
sanford
0
tn
r
0
SANFORD G R I- P- LATES
SANFORD GRI- P- LATES, pressed into each
side of TRUSS face, shall be 20 gage (.0359)
galvanized steel, perforated with 1/4" deep
triangular teeth to form the gripping surface
and having position nail holes pierced approx.
2" o.c . (2.225 teeth per square inch)
POSITION Is: . "r•,1c, driven through each of the
position nail holes, shall be 1 -1/2" long annu-
lar ring shank .120 diamets.r, 9/32" head.
2x4 Sub -faci
(by Builder)
Q-30 Sanford Grip- late
_--
L 8d Nails
1/4" clearance
36" to 48"
Q-2 Sanford Gri - - e
2x4 or 2x6
Top Chord of Truss
TYPICAL
Q -9 Sanford Gri - io +e
8d Nails _4
1/4" clearance
1 . 12" to 24"
2x4 , r ���
2 x 4 treated Ledger,
bolted to wall 48" o. c.
- Shim Soffit Joist to solid
- bearing and attach to
Ledger with Sanford
Framing Anchor at each
Joist.
(by Builder)
Min. 2 x 4 Plate
(by Buil der)
TYPICAL
2 x 4 treated Ledger, bolted
fo wall 24" O. c. Shim _
Soffit Joist to solid bearing
and attach to Ledger with
Sanford Framing Anchor at
each Joist.
(by Builder)
DETAIL OF LEVEL SOFFIT OVERHANG, 2 -1/2 /12 PITCH AND OVER
Q -9 Sanford Gri -P -late
2x4 or 2x 6 Top
- Chord of Truss TYPICAL - ALL OVERHANGS
t ^r
2x4
1/4" clearance
TYPICAL for concrete tie beams. See
P. 217A for truss anchorage detail using
stud bearing walls in areas of 20 psf
wind load and less.
S ANFORD
x
48" to 72"
Shim to
Solid Bearing
2x4 Plate
(by Builder
TYPICAL
x4
Concrete Tie Beam
TYPICAL
Q-42 Sanford Gri -P -late
2 x 4 Sub -facia
. (by Builder)
8d Nails
(2) Q -2 Sanford Gri -P -fates
Wedge Block
Q -18 Sanford Gri -P -late
7
8 d Nails
2
1/4" clearance
24" to 36"
Nail with three 16 d Nails,
1/8" x 1" Strap Anchor bent
over Top Chord of Truss.
TYPICAL
Q-2 Sanford Gri -P -late
8 d Nails
T Wedge Block
- 1/4" clearance
Up to 12 "�
1 a. carol
sanfor4
K -120
TRUSS
copyright
0
e
it I Jt fi 31
; '` c a I.
s '
qi f IP,' � _[i f t ti is -,
r , it • > >f u (E
VALLEY:1tfl4ac -h;$ It i ` ,j
CMi h1E VEg I US
SP C 1;i EIt 1 1 USS `t It t► it
%fiP! " 1 t USS
r� pit ► ,i , I t t t f t 11
faiiiRtiti6S . r;
ISYG� 1.1k- E `? day ,4` i
I1c MA `K� j ... 1 . c.L .# « J rui 1 ..", -,
.A:' r:.ws+a.". ...a..a,..'c. • f..,,�.ou t.,.,..di+ �.... d- Fa ��[_�' �.1'
V I f-
MEMlg(I
NoTE TRUSSES MUS•c• N
33EAR ON ANY INTERIOR
WALL. % Or . PARTITION
UNLESS )ESt 4ED F o
SAME:
r
S A N F O R D G R I- P- L.A T E S
SANFORD GRI-P-LATES, pressed into each side of
TRUSS face, shall be 20 gage (.0359) galvanized steel,
perforated with 1/4" deep triangular teeth to form the
gripping surface and having position nail holes pierced
approx. 2" o.c. (2.225 teeth per square inch)
POSITION NAILS, driven through each of the position
Mail holes, shall be 11/2" long annular ring shank .120
diorneter, 9/32" head
NOTE: In Dade and 8rowar
puntlet :,:.1 lurnbee,
x . 6 _ Construction Fir
SUPPORT FOR GIRDER FRAMING INTO HIP TRUSS '1 - DETAIL NQ. 1171
1/2" I Bolt ; /W &
Jar► 8
Joint 9
J� 8
r
Jo nt 8
4 B
Joint 10
of t8
Jot t 10
2x6 C
2x6
B
Joint 17 Joint 1 Joint 15
S
Jo
Joint 6
A
2x4
Joint 17 Jot t 11 Joint 15
Joint 5
12
2,5t
B 12
2 Trusses required - spike together with 16d spikes approximately 1
2.51""
Joint 7
Joint 13
Joint 7
2 x 6
1 x 4 Cont.
C
1 x 4 Cont.
2x4 A
C
2 x6 c
g 12
2.5t
omT14
Joint 4
15' -0"
2
4B
Joint 3
Joint 3
Joint 16
Joint 3
1
t 12 Joint 16
CAMBER BOTTOM CHORD OF TRUSS & HIP MEMBER 1/2" AT CENTER
F 0 R
1
Jo f 4
Joint 18 Design for Hip
Joint 4 7-0"
4 6 0
Joint 2
11' -0"
T M i e only #1, 15O, 1020 1060 1060 106Df ,20
ed lumtdr b a 1 d e t f P 9 4 0
I
'"t
Joint 11
1 set 5' -0" from end wall
Joint
9' -0" Design or Hip space 24" o.e.
Joint 1
Design for Hip 1 3 spaced 24" o.c.
Joint 1
Joint 1
i� 1
Design for Hip 1 5 spaced 24" o.c.
Joint 1
Design for Hip 6 spaced 2 • o.c.
NOTE: For more complete truss details
see file no. K- 120- 32- 2.5 -55
Joint 1
Design for truss spaced 24" o.e.
12
- 1..ears
Truss Diagram 7000 C 1 12` ►C T a
12 2750/C 1590 12520
f2.5 4 4 19 :e. _
5 6 3 l0y —• f 7 2520 1 7 k
200G T
� 63 495 500 495 6307 Stress ogr am
S 5 0
12.5
■2,5
Truss Diagram
80010 1870 2
5,6 ) 4 84sjstl'
3 .4urr
9150
4951' 6051
12 271 b 1 c d r
2 42.5 a �t� 3 , 1 /1/1�
d 2.5 3301 6051
b
0
3
Truss Diagram
1000 /C )
1
4,5
I.
Truss Diagram
385
I b
715
Truss Diagram
2.5 440
b
Truss Diagram
Truss Diagram
K- 120
T R
d
U
32 -0"
745/T
6600
6600
770
32' -0"
635
6
550
e
e
32' -0" .
525
68704 4
1,2
f4,•
660
d
355
6600
1,2
495
825
c 1di 49
32' -(.1"
32' -0"
884
1,2
2.5 12 SLOP
605
1 f
5501 6051
► 1
•
7590
70]
715
740
63404 41017
1, 2
1965/C 3
3 1
88I0/ '8001
12 480
6470
S S
ba
kd
Stress Diagram
495
275
330
a h
4
3
58 T k
Stress Diagram
385
f I"
1
!'1 d
4t0r k _ .
Stress Diagram
b
440
N
n
490010 h
Stress Diagram
B25/
d, c
4420
4505
8B0i Stress Diagram
480
60
6275 b'o
c �
9
Stress Diagram
- 26 -9" to 32'-
JOINT I
2•4 Block
•
H -119 Sanford Gri -P -Late
T -55 Sanford Gr -P -tats
0-54 Sanford Gri -4 t
Q -30 Sanford Gri -P -Lots
21" Sanford Splice; 10-1/2'4
15 Position Nails
0-9 Sanford Gri -P -Late
JOINT 4
JOINT 7
JOINT 10
JOINT 13
2 - 0-30 Sanford Gri -P -Laces
JOINT 16
4
copyright
SANFORD G R I - P -LATE S
SANFORD GRI -P- LATES, pressed into each
side of TRUSS face, shall be 20 gage (.0359)
galvanized steel, perforated with 1/4" deep
triangular teeth to Form the gripping surface
and having position nail holes pierced approx.
2" 0.6.
POSITION NAILS, driven through each of the
position nail holes, shall be 1 -1/2° long annu-
lar ring shank .120 diameter, 9/32" head,
SPANS —HIP
JOINT 2
1 -1/2•
JOINT 5
T -55 Sanforc
iv flfr Gri -P -Late
0-30 Sanford Gri -P -Late
T -75 Sanford GrI -P -Late
1960
21" Sanford Splice
17 Position Nails
JOINT 8
JOINT I I
JOINT 14
9" Sanford Tee Grt -P -Late
8 Position Nails
3-Q -30 Sanford Gri -P -Cates
SET
JOINT 3
0-54 over 29' -8"
0-42 up to 29' -8"
T -75 Sanford G 1 -P -Late
JOINT 9
2x4 Block
0-30 S. G ".P.
0-2 Sc sf1rP-Lat
6 x 24 Sanford GrI -P -Late
24 Position Nails Q -30 5. G. P.
Add Q-18's JOINT 12
over 29' - 0"
0-18 Sanford Grl -P -lutes
9-147 Sanford Grl -P -late
se nfor d
JOINT 15
2 -0-30 Sanford Gri -P -Laces
JOINT 18
1/4 ".
•
0-30 Sanfor. Gri -P -Lc
Q -54 Sanford Grl -P -Late
LUMBER shall be of a structural grade with a minimum Modulus
o�Flasticity of 1,540,000 p.s.l. for B, and 1, 760,000 p.s.l.
for A,C, and I) and a minimum allowable extreme fiber stress in
bending of 1200 p.s.l. for A, 750 p.s.1. for B, 1500 p.s.i.
For C and 850 p.s.l. for D.
DESIGN FOR TRUSS & HIP iRUSSES.- 26' -9" to 32' -9" SPAN
Live and dead loads on roof - 45 p.s.f.
Dead load on ceiling - 10 p.s.f.
Total design load - 55 p.s.f.
NOTE: 33-1/3% allowable unit stress increase for short time
loading.
u carol
z
x
N
-0
u
0
0
•
2
A-
m
2
L