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HomeMy WebLinkAboutTRUSS PAPERWORKI y
SOUTHERN,
TRUSS
COMPANIES
i Southern'Truss
2590 N. Kings Hwy
Fort Pierce, FL 34951
(772) 464-4160 * Fax: (772) 318-0015
ProJ.ec n orma ion.
Job Number.
J1800482
Customer.
GHO Homes
Name:
MW 67-Grenadine
Address:
BY "iVivifo
Lot 67
s
City, ST, ZIP:
Z Liounty
Fart Pierce, FL
General Truss Engineering Criteria & Design Loads
Building Code and Chapter.
FBC2017frP12014
Computer Progrem Used:
MiTek Version: 8.23 Oct 2
Gravity:
Grevly.
45.0 psf ROOF TOTAL LOAD
N/A
Wind
Building AuthorlW.
160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise)
St. Lucie County
No.
Date
Truss ID#
1
11110/18
Al
2
11/10/18
A2
3
11110/18
A3
4
11110/18
A4
5
11/10/18
As
6
11/10/18
A6
7
11/10118
A7
8
11/10f18
AS
9
11/10/18
A9
10
11110/18
A10
11
11110118
All
12
11110/18
Al2
13
11110/18
A13
14
1 11/10/18
A14
15
11110/18
A15
16
11/10/18
A16
17
11/10/18
A17
18
11/10118
A18
19
11/10/18
A19
20
11110/18
A20
21
11/10118
A21
22
1 it/10118
A22
23
11/10/18
A23
24
11/10/18 !
B1
25
11/10118
B2
26
11/10/18 j
B3
27
11/10/18
C1
This cover sheet is provided as per Flodda Statute 61 G15-31.003 in lieu of signing and
eating each individual sheet An Index sheet of the truss designs is attached which is
umbered and with the Indentificatlon and date of each drawing.
En ineer of Truss Design Package
g
Brian M.'Bleakly
Cot actor COPS'
JAN 16 NIS
FL Reg. Eng. No. 76051
2590 N. Kings Highway
Fort Pierce, FL 34951
No.
Date
Tmss 10#
28
11/10/18
CJ2
29
11/10/18
CJ7
30
11/10/18
CJ21
31
11I10/16
J1
32
11110/18
J1A
33
11/10118
J3
34
11110/18
MA
35
11/10/18
AG
36
11/10/18
JS
37
11/10/18
J5A
38
11/10/18
J7
39
11/10/18
RA
40
11/10/18
J21
41
11/10/18
V2
42
11/10118
V4
43
11110/18
V6
Page 1 of 1
TYPICAL DETAIL @ CORNER. - HIP
NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT
for Wood Construction.
132.5# per Nail (D.O.LFoctor=1.00) 0 UP TO 265 = 2-16d NA LS REO'D.
nds toe hails only have 0.83 of O UP TO 394J = 3-16d NAILS REO'D.
'lateral Resistance Value.
72 SOA SOA SOA
HIP GIRDER
CORNER JACK GIRDER
use 2-15d
toe nail
TC & Bc.
Typical jack 45'
attachment
H7
TYPICAL CORNER IAYOUP k
3-1
Typical Hip —jock'
attachment
CHORD
HANGERS
FASTENER
GIRDER
JACK
J1—J3 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — —— —
2-16dnails
—————
J5 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — —— —
2-16dnails
—————
J7 TO HIP GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— — —— —— —
2-16dnails
— ———
HIP JACK, GIRDER (CJ7) TO HIP GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— — — — — — —
2-16d nails
— — —
MINIMUM GRADE OF LUf,
T.C. 2x4 SYP 12
a-c. 2x4 SYP 2
WEBS 2x4 SYP N.2
LOADING
(PSF
L
D
Top-
20
BOTMM
W
10
SPACING
24'
D.C.
SOUTHERN
TRUSS Fort Pierce Division
2590 N. Kings Highway,
Fort Perce, FL COMPANIES (800)232 01509 (772)46414160
Irttp;//.... th=nb m Fox:(772)31 B-0016
Brian M. Bleokly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
TYPICAL DETAIL @ CORNER - HIP
NOTE: NDS=National Design Specifictions
for Wood Construction.
132.5# per Nail (D.0.1—Factor=1.25)
nds toe nails only have 0.83 of
lateral Resistance Value.
12
OVER
HIP GIRDER
0 -0 -10 1-0
CORNER JACK GIRDER
ALLOWABLE REACTION PER JOINT
IZ UP TO 265# = 2-16d NAILS REQ'D.
© UP TO 394f = 3-16d NAILS REQ'D.
use 2-16d
toe nail
TC & BC.
Typical jack 45'
attachment
use 3-16c
toe nail
TYPICAL. CORNER LAYOUT & 2-16d
Typical Hip —jack'
attachment
CHORD
HANGERS
FASTEN ER
GIRDER
JACK
J1—J3 TO HIP JACK GIRDER
TC
— — — — — ——
2-16dnails
————
BC
— — — — — ——
2-16dnails
— — — ——
J5 TO HIP JACK GIRDER
TC
— — — — — ——
2-16dnails
—————
BC
— — — — — ——
2-16dnails
— — ——
TC
— — — — — ——
3-16dnails
— — — ——
BC
— — — — — ——
2-15dnails
—————
HIP JACK GIRDER (CJ5) TO HIP GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— —— — — ——
I 2-16d nails
— — ——
IIMUM GRADE OF LUMBER
2s4 SYP 2
LOADING
(P5F)
SM INCR.:
FBC2017
L 0
B.C.
.G - 2R4 SYP 2
TOP. 20
W®S 2x4 SYP No.3
BanOM
00
10
SPACING
24'
O.C.
SOUTHERN
TRUSS Fort Pierce Division
2590 N. Kings Highway,
COMPANIES (800 )Fort232-0509 Pierce09,(772 2FL )4464
4-4160
htge//e seuthemtrumoam Fax:(772)31 8-0D1 6
Brian M. Bleakly Struct Eng #76D51 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
Hangers
Face Mount Hanger Charts
iTeke
JoistSb4
StorJCNa'
-RetiNa
Steal
Geo9e
-n-Dammumve; in
ADowahb Leads (Lhs.)
v....
g
u
Code:
¢ Bet: .
Header
_:.'Joist
W
M
`-
+� 0 "
A'
A6N
Mai'
,' .Nall
•.`-
Nail `
Four
Hool... U
100%
115% 175%' 160%'
JL24
W24
20
1.9116
3
1-12
We
_
4
1Dd
1 2
1 10dx7-112
I.. 470
5401 SB0'{ 32D
5,
RS, F2
4
led
1 2
10dxi-12
-5601
64011 695.1 320
JL24IF-TZ
-
18
1.9/I6
3-1/B
1-12
-
_
4
10d HDG
2
10dx 1-12 HDG
465
1 M '580 1 280•
31, Rt,
I F32
4
16d HDG
2
10d x 1-12 HDG
. 550
615 i 615 280
2x4
.NS24
WS24
78
1-9/16
3-1/8
1-3/4
1
4
1Dd
2
10tl
'675
7H 8M 510
SUH24
U24
16
1-9116
3-1/4
2
1-3716
_
4
lOd
2
106xl-12
:500
1.560 i 635.1 sell
S.
4
led
2
10dx1-712
1 .590
69I 720.l 380 .
HD26
HU26
14
tA/I6
3-12
2-12
1-7/eMin
4
16d
2
10dx1-12
6i5
r01 745 { 365 �
B5,
F2
Max
4
.fii5
695 1 745' { 595
JI2fi
7126
20-.
11J/16
4314
-j-12
75tlfi7_-
3
3
.6
�
1 4:1`.'10dx1-17L
`-'
710
8051870: 650
-6
• led
4
1' "1Ddil-72.
184D
1 96011045 '.650-
- .JL26IF-TZ
iLCZ6Z
1B .
1-9/16
4-12
7"!2
"
_
`'
'6
IOd HDG'
.4
j 10dx1-12 HDG1
695
800 970'I 730
I 31, RI,
F32
.6'F
led HDG
1 4
110d4A-0/2HDG
B301
950:11035 730:
-Jura- :1-L11S26'--"
19
N971e
4131161-374
-V
=-i
.4
led-.1
4
1 . 10d"-'
1 87D
1000110901 1115
'11, 11, F2
MU526-{'-.1B'-�1�J116.'5-1116
�.2
'.t �:.q
�--::
G_
;'in't
:.'-]Dd..'•.
I1285I
1475'16051 865-
131, R1, F32
2xb
SNi26'
J12fi
1fi
r�
1-me
5418 '_c2
13115
--.
'9710d
1 4
{"-1Dd i1-72"
750
840 { 9101 '755
s
.,:led.
4
dDdil-12•
I BBa
1000110801 755'
l�HU626 ' i#1US26
7
:16:.-
1-518 =
57d6"-.:
3
2:
': -
-14-4-
led!'
1-6 .1
`16d
1 2760131401
33451 1925
1
-
-
_.-14
1-9116
3-112
212
1-4/8
Mm
4 �
." led
-2
4i
i-. 10dx1-12
• _.
' 615
1695 1 745 1 365.
5, ,
B5,
Max
615
G951 745 1 595
-
.HD28
- -
Fg176
74v
l-9/tfi
5-1/47'2-t2
I;.
1-1%B'
-: 1
h5n
8-
"]6d r
41
{ 6 }'
'10tlx1-1R
..11230
{123D
13901149D 780,
F2
Mmt
139011490') 825
JL26
LU26
20
1-9/16
4-3/4
1-12
15116
_
6
l0d
4
i 10dx 1-12
710
8051170 {-650.
1
6
led
4
i 10611-12
Bde
1 960110451 650;
JI261F-TZ
LUC26Z
18
1.9/16
4-1/2
1-12
-
_
6
10d HDG
4
1 10d x 1-12 HDG
695
BOO) 970 730
31, RI,
F32
6
16d HDG
4
10d x 142 HDG
• 930
950 ' 1D35 730
an
L1178
20
1.9116
6-3/8
1-12
15116
_
10
Ind
6
1 10d x 1-12
1180
1295 .1295.1 855
5, p5, F2
10
led
-FT-1
01x 1-12
1400
1BOD177401 B55
JL281F-TZ
-
18
1.9116
6-1/8
1-12
-
_
8
Ind HDG
4
1Ind x1.12 HDG
.930
1065. 11601 730:
31, R7,
F32
8
led HDG
4
10d x 1.12 HDG
1705
1215 12151 730
JUS26
LUS26
18
1-9/I6
4-13/I6
1-3/4
1
-
4
lOd
4
1 lOd
.870 '1
1000SDBD 1 .1115
4
JU528
111528
18
1-9116
6-5/8
1-3/4
1
6
10d 1
4
10d
1110
Wit 1375 1115
i S. R5, F2
2xB
MU526
MUMS
18
1-9116
5-1116
2
1
-
6
lad 1
6
10d
1285
147511605.. US
31. St.
MUS28
MU528
18
1-9116
7-1/76
2
1
8
IN
8
10al
1710
1970 214D 1230
F32
SUR26
U26
16
1-9116
5-1/8
2
1.3M6
-
6
10d
4
1Odx1-1/2
.750
.840 1 910 I- 755: 1
6
led
4
10dx1-12
88011000
10M 755
SUH28
-
76
1-9116
65/8
2
1-3dfi
_
8
10d
6 I
10dx1-112
'100011120'11210
800
8
76d
6
10tl x i-72
11751
7395 1440 800;:
HLLS26
HLIS26
16
1-5/8
5-7/16
3
2
-
14
16tl
6
1sd
2760
3140 3345 1925
5
H1528
HUS28
16
1-518
7-3/16
3
2
-
22
led
8
led
417D
4345 4345 I 2570
B.
HD28
HU28
74
1-9/16
5-1/4
2-12
1-1/e
8
16d
4
10dxl-12
123D
13901149D . 78D
F2
Mai
6
1230'
1390 14901 B25:
ND210
FN210'
14
1-9/16
7-3/16
2-1/2
1-1/8
Min
10
16d
4
tOdz1-12
1540
17351 less 7811
Max
14
6
2155
2430726f0. .1170
1) t1p6R bads lave been increased 60%for wind aseismic loads; no furRw.r inorease shall he pBmViled.
2) led sinkers (0.148 da. x 3-114' long) may be used at 0.84 0l the table land whom 16d common; are spectfied. This does not apply to JUS, HUS, ARTS slmd nail hangers.
3) For JUG, HUS, and MUS hangers: Neils must be dmren at a 30° to 45 angle through the joist or truss Bdo the header to acknue the table loads.
4) NAM- 10d x 1-12' nails are 0.148' dia x 1-12' long, l0tl nabs are 0.148' dia. x 3' long, led rand are 0.162' dla, x 342' long.
New products or updated product information are designated in bare ford.
CDrrasima Finish ■Stalnless Steel )=Gold Coat MHDG ETriple Zinc
112 Continued on next page
a
c
x
Hangers
Face Mount Hanger Charts
MiTeW
Joist,sin
USP
�' Stock Nm
-
Het No. '
Steel
Gauge..
:Fasleded8ehedWe'�
.. 'OFlSJ'
-
'
¢ • Rol.
W
.H
1D�
A -
NO,
Idax
':
Hall
_
- :
Nat
Flux.
Soot
UPtdt
1g0%F
1155
12S%
160%
JUS24-2
I LUS24.2
1 18
3-1/9
13-7116
2
j 1
I -
4
16d
2
16d
SDS
920:1
965
I 325
SUH24-2
U24-2
I 16
3-1/S
3-1I8
2
1-1/8
_
6
tOd
2
10d
750
840
{ 910
{ 3B0
6
16tl
2
Intl
-. BB0
10001
10801
380
(2) 2 X 4
HD24-2
HU24-2
14
3-1/8
3-12
2-12
1-1/8
-
4
16d
2
1Dd
615
695/745/
385
HUS24-2
-
14
3-7/8
3-7/16
2
1
4
16tl
2
760850
9654
1040
I 495
HU524-21F
14
3-1/8
13-7/16
I 2
1
4
1 16d
2
16d
.850
965
1 IND1
495
j
..PJUS26-2
.,.-:,°.I;LUS25-2-"
-1`
18 '
.3-118.1
'5-114�
2
1 1
`--
C--V-16d
I -4'
:11561104D�
1185.112201
1355
WH26-2 :
.'.
t'626-2
it' 16
3-1/8:
S-7p6.,
",2
_
1118
1__
.,
90•
`10d ,
.4
10d
11250
1405115151
755
.10
1 16d .I
.4-,{
10d
147011670,
1BW
• 755
40244 ;: -
1_ HU24-2" :.
{ ' 14 .I
3-1/8
1 342
12-12
("1-1/61=
-
j -4 •1
'16d
2-
10d
I Ills .1
695
1 745
1 38S
j
'HUS26-2.:.= -
11=26 2' .-"
: 94-
13-1/8
: 3-1/4:
2
I 1
-
` 4--
16d
I 4-
16d
1085
1235
13DO1
1155
(2) 2z6 "
, -1
HUS26-2ff -:1..HUSC26=2
3"
14
..3-1/8 .1.
5-1/4
t 2.:
I 1
4
j 416d
11'4-j
I6d
1085
1 12351
13DO1
1155
:HU26.2
..14
3-1/B
5-.1/4
2-1/2
7-18
00
'8
12.
-
- 16d
1Dd
1230
1350120BSi22351
1390i
14901
780
1170
-
-�6
-�IMEfi2ff "'
:HUC262
-.14 :
3-1/8
5-1/412-12.
1.
1-
-
1 a
a
16d
1 -
"4
IDd
1230
11850.
1390
2085
1490
27a51.
:780
1170
I
Max
12
6"
JUS26-2
I LUS2S-2
I 18
3-18
5-1/4
2
1
-
4
16d
1 4
16d
11040
1 11851
12201
1355:
JLIS28-2
LLIS28-2
18
3-1/13
7-1/8
2
1
6
t6d
1 4
led
13251
15101
1W1
1355
SUH2G2
U26-2
I 16
3-1/8
5-1116
( 2
1-1/8
-
1
10d
4
10d
1250
1405115151.
755
100
lad
1 4
Ind
1470J
1670
1BOO1
755:
SUH28-2
-
16
3-1/8
6-1/4
2
1-118
_
72
10d
4
10d
1500
1685
1B15
- 755
12
led
4
1Dd
1765
-1915119151
755'
HUS26-2
HUS26-2
14
3- 18
5-1/4
2
1
4
16d
4
16d
1085
1235'
13DD
I 1155
HUS26.2F
HLISC26-2
14
3-1/e
5-1/4
2
1
4
16d
4
16d
1085'-9235j
1300
1155�
HU528-2
I HU526-2
14
3-1/8
7-1/8
2
1
-
6
16d
6
166
1625
18501
19951
1870"
(T)2x8
HUS28-2D
HUSC7&2
14
3-1/8
7-1/8
2
1
-
6
16d
6
16d
1625.
18501
1995
1810
5
11026-2
HU26-2
14
3-1/8
5-1/4
2-12
1-118
NOD
Max
8
12
1�
4
10d1230.
1050
13901
.2085
149D
2235.
780
1170
R5
6
H026-21F
HU026-2
14
3-1/8
5-7/4
2-12
-
Mn
8
16d
4
104
..
.1230
.7390
14901
7"
1170'
�
12
6
7f
H028-2
HU28-2
14
3-1/8
7-1I8
2-72
1-1I8
Mm
�
10
14
16d
4
10d
1540
-17351865
. 780
6
2155
2430i
2610
.1170
HD28-21F
HUC28-2
14
3-1/8
7-1/8
2-12
_
Mm
10
1�
4
lad
2155
1735�.1865
243012610
780'
.1170
Max
14
6
JUS28-2 "ci.I
LUS28-2�: .--18;
$1BV
.7718
- 2'*.
T�.
--
-6
:-lWz
:4.
76d•
1325
1510
1645
7355
JUS270-2 L`�;
.LUS210=2.1
".18
3-1/B'�L'9-1IB
1:2 t-
-. ]--8
i
161"
`6.1
i6tl:
1845
2105
2290 1
1980
rl
. ...
.
..'
SUH282
- ,
-
.:
16
3-1/8
..,•-
=6-1/4
.-•
2.:7
-
1/8
'-
..
-12
..Intl
- 4:•
-Ind.
1500
1685
'1815.,
., 755..
-
12
16d
4 1
10d
1765.I
191511915
' 755
-
.
SUH210-2 :'..
U210 2
:.
16 '
.. : ;.
3.1/8 -
_
S-9/16
-"2
..
1 1/S
.-
- 16
tOd-
'.fi -
Ind I20DO
2245
2420
,1135 -
'16 �:-166t
. 6-i
1Dd.
2350
2670.
2880
1135 :
HUS282 -:
'HI1G28-2 -
.14
-3-1/8
7-1/8-
-2
1 -
-•.
:6 "I
16d-
6
16d 11625
'1850
1995
'1810-
HUS28-2IF- -_
HUSC282-.'-"-'.14=..3-118.
":7-118,-
`2"
' 1:
fi
`.16tl
6'
16C
1625
1850
1995
7870.
'
_4;)2x10
HD282 -
-HU28-2-14
�HUCZB2
3118`.
71I8
212.
1-1/8.
.-
him
Max
10
14
-
�16d
-"4
-.. -
10d
1540
1735'
IBM
[ 780,
6 I
..
2155
2430
26101
1170
.
H028-21F �
.'14
31/8.-:`71/8
2-)2
fid.:10
.i6d..,
..
4.
10d':
--
1540.
1735
:1865
780.
Idax--14.
6r_
21531-2430
2610
i1170-
- - _
HUS210-2'- - `
HU5210-2';.
;14
34/8
9-7/8
2"
b 1
-
_8
16d .
8
16d
2170
-2465
2�0
2210:
HMID-21F!•A
HUSC210-2•
.14:':
3-1/8
.91/8"
,2 .'-
7
- -
'.8
.16tl'
8- j.-16d.
2170
'2465
2660
.2210
- •
-
;N0210-2
. ,.-.. _ .. ...
HC21421F _
=�Maz.
HU210-2
^ ....v
�.F711C2f0-2 4.
'
:-74
14'
3-IIB
37B
'.
=: B
-`-9
2 12
272
1-1/B
i- :..Mm
Min
Mar
:14
.20
A9
-28
- :.
16d
]fid -
- 6'.
IDd
. - '
10d
2155j'2430
2610.
"117D
F
- 10
-: 6 :2155..2430
30M
3475.
3M
.2610
:"1170 -
:10t-3475
3725
-1950
-
HDm21D-71F> • -:
,101G0210 2 .;1'"
14
'3-114
- 9
..3 r-;
d-12
== '.
-12. 1
1N33
8.:
WS3.
b075..5590
5590
.2975 :
31, R7, F32
1) Uprit bads have been increased 60%Inr vdnd ar sEdsmb loads; no lurther increase shag be permitted.
2)1 ad sinkers (0.148 d'a. x 3-19' long) may be used at 0.84 of the table load where 16d wnmots are specified. This does not apply to JIIS, HA MLt6 stand nag hangers,
3) For JUS and HUS hangers: Nails must be driven at a 3D- to 45 angle ltuough the joist or truss into the header to acldeve the table bads ., -sl A
4) WS3 Wood Screws are 19' x 3' long and are included with HD0 hangers.
5) NAILS: Intl nails are 0.148' dia. x 3' long, l6d are 0.162' dia x 3-12' long.
New products or updated product irdonnam are designated in blue fort H
Corrosion Finish Stainless Steel 06DId Coat LHDG UTdple Zmc
w
114 Continued on next page
Corrosion Finish EStainless Steel E-JGDld Coat M-HDG NTdple Zinc
Hangers I
Face Mount Hanger Charts M He k®
.
'Joist Sire
-
USP
Stock No.
-
Bet No.
Sinai
Gauge
-Ounensions (m)
DF/SP ..
: Allmrable lnads(Ibs.)
e
o M
.
Code
Bel.
Header '
-.'.- Joist '
-
W
H
D
A
MiN
Max
Naa
-
fitly
--
Nall
Floor
.,.Roof
llpi'dt'
1DD%115%
125%
160%
SUH314 I
U314
16
2-9116
10-MG
2 I1-1/8
_
18 !
10d
6
! 1Ddx1-12
225012525
2725.1
1135
18
16d 1
6
1Ddxl-12
2645130DO
30103
11351
H0314
HU314
14
2.9/16
11.5/16
2-12
1-18
Min
16
16d
8
1 10d x l-12
2465
1 2280
29e0
1 1780
Max
24
12
3695'14170
4435
24195 :{
3x16
H0314ff
HUC314
14
2-91I6I
11-5116
2-12-
Min
16
16d
,
10dz1-12
241112
4113695'
127804170
44351 T980j
i2BOj
2045
1
Max
24
12
H0316
Hf131fi
14
2-9A6
13-Sh6
2-12
1-118
Min
Max!
18
26
i6d
8
10dx1-12
2M
4005(4435
3125j
3355.
4435'I
1560,
2D45.
12
HUC316
kk
14
If
2-976
13-5/6
2-2
_
,Main
16d
lod
74435
3j1334
4435:1
1560.HD3160
2M
[4 3 x8;
i} HD38-2
i
HU3B-2' -
14
51/B
6 7/8
2-12
i Ve
l Mln
( ]0
t6d
:.::-.
4
10d :
1540
1735
� 1855
( 780. :
j
Max
-14
6
21551243012610
1770
HD38-2
HU38-2
111
( 14
5-18
6-1/8
2-12
1-1/B
Min
10
16d
4
10d
150,
1735
1865
! 780
!
Max
14
6
215512430
26101
1170
(2) 3 x 10
H0310-2
HU310-2
l
.14
5-1B
8
2-12I
1-1ie
f
Min
Max
74
120
! t6d
6
! 10d
Z15512430
MO
1170
70
3080
! 3475
3125
! 1625
(2)3x12`ND3123�HU312-2
-'�_
11I 777i{
74
Ii-18.
10
`'2-121-18
m j.
'16d.
.2_1-
10d
Za
17
4ZTBO
�:
(2) 3 x 14
4 RD312-2
HU312-2
14
5-118777
10
2-12
1-18
Min
Max!
16
24
16d
8
10d
12465/2760
2MO:1
1065
1
12
359514170
1 44MM
2340-1
JUS26-3 :.... `.;
WS26.3' ..:
18
14-5181
4,12
!. 2,j
1
.._--
. 4-
16d .
-4 ::1
..36d
I IM11185112201
1355
;SUH2fi=3
� U2o-3
16
4-5/8-�
S-1/4-
-
2
-
7
-(-!-.
!
1 B .
, 10d j-
2
10d .,:
70D01
7120
1165
310
B.j
1fid
•2
(10d'' j1165
11165
11165!
380
(3)2x6 .-iiD26-3-..
_.
-.
jHU26-3-
14
4-5/8:74-72
_.
)I
2-72�1
..
�8
Mm:1-8'
i6d
�.
4
10d.'
! ..,.
1730113911149D
1 788•!
5,
Maz'-12
.6
YB59
2065
22151
1170
r'
i1026-31P'_ �'
t
17 HUC26-3�. -
14
-
4-S&
4-V2
f7
2-12
-
Min:
8
16d
4
1 10d .-.j
113D!
1390
14901
780
F2
Max-
12.
6
1850:
2085
?135
1170
JUS26-3
! WS26-3
18
4-SM
4-12
2
1
4
166
1 4
16d
1104011195
! 1220
!. 1355
JUS28-3
! WS28-3
18
4-58
6-38
2
1
6
16d
4
16d
1 1325
1510
1645
1355
SUH26-3
1126-3
76
4-SIB
5-1/4
2
1
-
8
1Od
2
10d
10D0.
1120
1165...WO:-
B
16d
2
10d
1165
1165
11651
3B8 :'!
2 B
HD26-3
HU26-3
14
4-5/e
I 4-1
1-18
Min
B
l6d
4
10d
1730:
134-1/22-12
1490
780
Max
12
6
7850'
2085
2275:
A 170
(3) x
HD26-31F
BUC26-3
14
4-5/8
4.12
2.12
_
Min
8
16d
4
1 10d
1130
1390
11490:!
780
Max
12
6
185012085
22351.'1170
HD28-3
-
14
45B
6-3/8
2-12
1-1/8
10
16d
4
10d
1540
173511865
- 780 '
1
Max
14
6
2155
2430
2610:
1170
HD28-MF
-
14
4-5/B
I 6-3/8
2-112
_
Min
10
16d
4
10d
150:
1735
1865.
- 780
Max
14
6
Z155
2430
2610'
1170
JU52B-3::- .:_:1
6US28-3r. ;
:. 18
:4"SB is
G38
;: 2'�a-:.'1`
-'
6.
--16d'
4 -
:[-16d ::.
1375
1510
1615:
1355
--
. JM21D-3 �= -:
LU52f0�?-:
10
4-5/8
8-'3IB:5
`8
. 1
=
1 B
:16d.
6
1 -16d
1845
2105
=
1980'
..
-
"..:
SUH210-3 -:
• .
U210.
76...
9-5/B:
1 8-33,
...'.
2:_
1
...
-
'14
:90d•-
'. 6:
1 ' 7Dd .
1750
1965:
2120
.1135 .
-74
'16d: i
6::'
r tOtl .:
2060
2335
2520j:.1135
1
111
14
4381
1 6-WS
2-12
198
Max
10
74
. - ,
Y6d
'4
10d :'.
1 1840
7735
1865:
':.M..
-6 :
2155
2430
261a
1178
(3)2x10`.
HD78 31F
- ....
144-53
}
! 6-3/8
2 i2.
-
Aft
` 10
-
t6d
:-
.. 4
:,
10tl -
1so
1735
18r5
:760'
Max
'7d
:.6
2155
2430
2610
117D:=
_
-
-
HDZID-3 '
_
HU210-3
, 14
4-53
8-1/4
212
1 78
Ubi
-Ma
-14
.'20
=; -
16A
-. 6
10
'` '-
Add
-
2155
2430
WO
1170.
309D
3475
sm
-.1950.
t
HD210-3IF
HUMD-3 • .
14
4-5/8
B-V4
21/Z
Ft ,
Min:-
14
i6d:�
:
6
10d-
2155
2430
2slai
1170,
'u
Mar
,.20,
-10
3080
3475-
- 3n5
1950
- HDD21D-39: .. j-HU=D-
'�14
4-5/8 j
9 -.
"3-
1-12
12
::WSi
: 6 -1'
r W53 c• 15015.
5590
5i90 1.
2975 :1
1131.
111, F32
1) Uplift bads have been Increasetl 60%for vdnd or seisinie loads; no further Increase shall be permitted
2)166 sinkers (0.148 dia. x3-1/4' long) may he used at 0.84 of the t3hle load where 16d commors are specified. This does not apply to JUS, HUS, MUS slant nail hanger:
3) WS3 Wood Screws are 1/4' x 3' long and are Included with HDO hangers.
4) NAM 106 nails are 0.148' die x 3' bng, 16d nails are 0.162' cis. x 3-12' tong.
New products or updated product bdormatim are designated in blue tont.
x
W
Continued on next page 117
Handers
Face Mount Hanger Charts
lia IVI ka
_ -
Size
' Stock No.
"Aet wo.
teelMin(
Gauge
,6imensions ME
Faslcuff SchedulezM
DF15P'
lnads�
-
��.. eJoint
u ¢
-
Ref. '
:W
H --
` D
A
Mai
-:__
Nall
i3Otp160%
t01125%1
PI
U.Code-
JU546 {
L1444B
18
3-S/8
5
2
1
-
4
I 16d
4
16d
1 Y0401
1165
17.20, 1355
S1D146 IU46
16
3-M6
4-13/16
2
1-VS
_
110
10d
1 4
{ 10d
11250{1405
1515:{ 755
1BDO I 755
10
16d
4
{ lid
14701
167D-
HIIS46
HUS46
{ 14
3-5l8 1
5
2
1
4
16d
1 4
16d
10651
1235
13001.1155 1
4x6
HUS46F
HUSC46
14
3-5181
5
2
1 1
4
1 16d
1 4
1 166
110851123515001
1155 1
HD46
HU46
14
3-9/16
5-1116
2-12
1-118
PDn
8
t6d
4
tOd
12301
13901
1490 1 7a0
Max
1 12
6
1850I
2085
2235E 1170 IN
HD46F
FNC46
14
3-9/16
5-1/16
2-1/2
-
Min
8
16d
4
10d
123017390114901
780..
MeY
1 12
6
1850E
2085
1 2T35 1 1170
- ..
iuw,.T-:=-11.U54fi'
Y
1B
I3-51aI
---:5d
2 1
t :r
- :{',4:-1.
76d'
4`1
16d`.'
11D40111a5'
11220E 1355'
JUS48'• : _"
IUS48 -.i
_18-.
3-5/81.-6-7/8`
I+ 2 ;
l'-
6
16d'1
4 -1
16d. 11325.11510
1645 1355
-
SUH46 ;..
i U46 .
;16,
13-9p61
4-13116
I .2
i 11/8
-10d'
'4 .1
10d '..
; 1250
14DB
1515E 755 .}
70,
-...16d
I 4 '
2pd
Y470
1670
1HD0' 755
NU546 r.: __
51U546 ,.:1
74.
3-5/B
" 5�
2 -.
1 ..
_., ..
4
`t6d
4 -1
16d ---
I Y0H5.
1735113DO
111S5
1
- -.
HU646F `----
RUSC46
1 14
3-SAI
-,-5
1 2
1--1-'
-'
4
75tl
_d.;1
16d. '11p85{1235.
13DO.I 7755 '1
:'.
HUS4& ["1
JitrA
-14 .
-3,0.
7.:.,
2--1
1 :-1
%.-
t 6
16d
6
1 16d_ -
162511850
119951 IB10
4 x 8
HUS48F .I'HUSGB'A
14
i'3-SM
�7
1,.2
1" 1'
-=
6
1 166
�6.1-."16d-.
116251
1B501
19R5 1810
HD46 _--�
f1U46
-.14
3-911H-
5-1116=I2-12�
I.
'.
] 1IB
111E
Min .1.
a .
1 16d.
4
1 - '
10d .--
1230
1390E
1490E 780
Max;
.12
6j
7650E
2085
2235 1170
_
HD46171 -. 1
1NC46 --
14
3-9A61
5-1116 :!
`I
2-121
Mln-
. 8
16d
4 -
;�
' -
10d _
1230I
13M
1 1490 1 '780 ..
5,
R5,
„Max
12
11850E
20H5
2735 1170
HD48
] H1118 - .
14
3-9/16i
-
li-ISMG
--I
-
{2.1211-118
1
1- "-
wn
7a
t6tl
I
' 4--
10tl
1540
1735
1865I 780
F2
.Max.
14
6
11s-
2430
26101.1170..
i H048F .. �.,
111
HUG48':
j 14
3-SA6I
615116{2-121
°
1 tOd �.
Max-�.
14
6
2155I
2430
26f0:1..11 0,
JU548
LUS48
18
3-5/8
&7/8
2
1
6
t6d
4
16d
1325
7570
1645 1355.
JU5410
LU5410
1 18
3-5/B
{ 8-718
2
1
8
16d
6
IBd
I IM
121051
2n29Dj 1980
SUH410
1M10
16
3-9/I6
8-3I8
2
1-18
-
16
1Dd
6
I- 10d
1 2D0p
1 2245I
24201 1335
16
t6d
6
tOd
12350'12670
2680.E 1195
HUS48
HUS48
14
3-5/8
7
1 2
1
6
16d
6
16d
11625
1850
1995 1 1810
HUS48F
HUSC48
14
3-5/8
7
2
1
6
16d
6
16d
11675I
18.50
1w .1810
HD48
HU48
14
3-9116
&ISM6
2.112
1-1/8
Min
10
16d
4
10d
1540
1'
.7665
Max
14
6
55512430
2610
4x10
HD491F
HUM
14
3-9116
6-15/16
2-12
_
Min
10
16d
4
tOd
1540
1735
1B65
Max
14
fi
2155
2430
261011704
HUS410
HUS410
14
3-5/8
B-7/8
1 2
1 1
8
16d
8
16d
{ 217D
2465
26601 2210 :I
HUS4101F
HUSCAID
14
3-5I8
&718
2
1
8
16d
8
lfid
1 21701
2465,
266G: 221D .
HD410
HU410
14
3-9/16
&13/16
2-12
1-1/8
Min
14
Y6d
6
10d
21551
2430.
2610E 1170
Max
20
10
3080
{':3475
3725 1950
ND410F
HUC410
14
3-9/16
&13116
2.12
_
Min
14
16d
6
10d
2155
2430
151n,. 7171E
Max
20
10
T3090
.3475
3725. 1950
51) 101F
HUC0410
14
3-9116
9
3
1.12
12
WS3
6
W53
5015
5590
5590. 2975
31, R1, F32
1) Uplift loads have been Inarased 60%for wind orseismic loaft no fuller Inaeese shall be permitted.
2)16d sinkers (0.148 dia. x 3-1/4' long) maybe used at 0.84 of the table load where 166 commons as specified Inds does not apply to JUS, HUM, MIIS slant nall ems.
31 WS3 Wood Saws are 1/4' x 3' long and are included with HDO hangers.
4) NAIL& 106 nails are 0.148" dia. x 3° long, l6d rails are 0.162" da. x 3-12" long.
New products or updated product irdam ad on are designated in blue fomL
Corrosion Finish ■Stainless Steel ---Gold Coat EEHDG ETriple Zinc
r
INIMUM GRADE OF LUMBERIsChard 284 SYP J2 SPF JI/J2 or bolter
lll Chord 2E3(o) OR 20 SP #2N OR SPF p1/t)2 or bettor
Webp 20 SYP 13 or butler
(-),W MAr BE RIPPED FROM A See. OWQIU D DH wvGARl)
(-e) ATTACH EACH VALLEY TO EVERT' SUPPORTING TRUSS, WRHe
(2) 10d BOA (0.130' E 3.0 RAILS TOE —HARED FOR
�no 00�. ASCE 7.10 ��H Ww.
_ MEAN HEIGHT, ENCLOSED BUILDING.
FXP. O. RESIDEHCIAL, WIND TO DL-3 PSF.
CUT FROM IMOEn AS REQUIRED
4'-0" Max
,iS4 Ew4
8'-011 Max
G
UNLESS SPEUIRED ON EHOINE s SEALED DESIGN, APPLY 1M T—BMOE, COIr
LEHafM Or nE[R Y�9,5LEY p0. SAME eP8oIE4 N10 OMOU OR DE.T.fE.R��. ATTA0NC8
EQUALLY SPACED MIT YAC,V. VAIACY W Do ORIATUE NTH1N 7'-`o OMC No,
MMMUM VALLEY VERTICAL HEIGHT MAY NOT EKOEED 12'-0',
TOP OHCRU OF TRUSS BENEATH VALLEY SET MUST BE ORA0E0 WRHI
PII1I10,'Aq x TTACHED, RATIO SHEATHING APPLIED PRIOR TO VALLEY TRU88
INOTAUA,Iva .
on
OP UNS AT 24 00. OR AS OTITERWISE SPECIFlEG ON ENGINEERS' SEALED D610N
Err NOPALLEY TRUSSES
SEUS.US DDI NIN LIED OF PURLIN SPACINO AS SPECIFIED ON
(,,,)NGRE•IeHTN 1rIE PURUH lPACRIa MR SRACII,O THE TOP CHORO OF THE TRUSS
pENGTH 1HE VALLEY n NFASVRFA ALONG 7H6 SLOPE OF THE TOP CHORD.
(") IIMER GSPAQEEO 12FAu ;BE BUILT AS LONG AS 1. IE VERTICAL HEIGHT DOES
BOTr0M CHORD MAY BE SQUARE OR P00HED CUT AS SHOWN.
� VM I.EY
C
(2)12d SQUARE CUR
PORTOSQUARE CUT -,)ME NAIL VAL= CHORD
pOrNM fl RO
VARLET.
97�'YTG
OPTIONAL STUB
END VERTICAL
w cL r r-1 r r—r
[nation bnohlp Is not IN nrpoor@Ra o1 IIuAr d krogr, pla 1 monWi
�■ hdr bon lobrlwla, prnalG rnclInop Baum an In"llalled to Mk Perri
SOUTHERIU mMoe Itpa dMIo enclion bnchlp ov Is shop ngahad to prevant I
Fort PlerCe DIVIeIon and dondnI dadnp rncDam amf pHmomml bmcinp which may by nql
TRUSS 26
2G N IOnOa tG hna , rTppaaec BP app wilvnr, See'13 1 Summ vhoel LbmmealoG and Mir
Fort lorco, FL 4OBC rMkm la Aondthp1 hDlaNnp & bmcbp onlol plole cnmrclN Bbbd I=U
COMPAIVIES (BOO)232-0500 (772 4e4-41 p0 Is Dw l0 6e mchd cad fnlenrd IT III Mid In c dmi R and PMnb
.n,y/.w.rvin..u.,,..-, For. 772)310—DG1G rhH. no ahaoDnp b oppMd db'ocly to Nr to bards, Re) shad 6e bm
. a rpvaNrd on Ne InnE HIgn, Thwas chop be Rmndle Idlh mmumWe am
' I 0 Iv Ida
OPTIONAL HIP
JOINT DETAIL
a
TO LL
20
20
PSF
TO DL
10'
15
PSF
BC DL
10
10
PSF
BC LL
00
OO
PSF
TOTAL LOAD
40
45
PSF
Ii7P41aI rxm
1.25
1.25
cFcq
SPF
HF
sp
DFL
jSPF
e
o
HF
SP
0
DFL
ZI
F
SrCDS)FPL
E
o
�
r
Bm, I6rnnea R
a2
SOUTHERN Fort Plerce DI
TRUSS EF"rL Plulee �FL D4
COMPANIES(Boo)zsz-osoB 77z)4
M4J/.......w"nw...... Fae.(771)] B-a0
Bo I I TO" °a
�N,1 i rmrn_ I=9.25. EXPOI
c1 r-
thl rup9nilm
IM
%eBLE InUSS DETNL NO101
Uvt LOAD DEFLEDnoN CRrrmiA Is L/E40.
PflDNDE'UPLIPT CDNNE�DNe FOR 1Da LP
CONNNUOUs BCMINv. La PSF 1D DFAD IDAD
a�URaan�919 UWf F/� D9oVFA1V Na•v%Dls" .
PLTr pyER 0•
A l FAC BRADE W1N1 lad KMLS
TjJ,�J FOR I7 �L' BMCE. SPACE NNLS AT Z" OF
71.11
ppREN�q) 'L 0muEa1.sPAUE NA119 AT ON S
1B EN .ZONES AND a Do. BETWEEN ZONES.
RWHIIl BE A MINIMUM DF COX ar WEB
B
DAS vERn P1 TE siz a
10 DP 0
gs ry_O ln4 0 Rn3
DRFAiEp TFVW A-0', BUf Snh
LEBs 11wN 11 —B'� 7.ea
ORFA En
D fl sB o R
PFAK sPUOE AND HEEL PUIEs.
cm
I ORlmun Totol Load 66 PSF
SPACING AT 24" U.C.
�icztA Rippyb;ack ®�taol
MINIMUM GRADE OF LUMBER
Iup Chord' 2x4 SW #2 ur balfir
Butt Chord 2x4 SYP 12 or bettor
Web. 2x4 SYP f7 .r bettor
NEFER TO SEAED DESIGN FOR DASHED PLATES
SPACE PI00Y51CK VERTICALS AT 4' GC MAX
T NAµf DIBOORTTO CHR DOIF ECfl9 E. MUST BE STAGGERED 50 TIVT ONE SPUCE
ATTACH FORUMS TO
TOP OF FLAT TOP CHORD. IF PICOY84CK
YBAPIE04OTpMOCCHOFFNG TE PLIED 0EAHHEPRDOBdITIOTRUSS.
REFER TO ENGINEERS SEALED DESIGN FOR REQUIRED PDNUN SPACING,
THIS DETAIL IS APPUCABLE FOR THE FOLLOWING WIND CONORIONSe
L(d-O—MPH WINO, 30' MEAN Nor. ASCE 7.10 CLOSED BLDO.
LOCATED ANYWHERE IN ROOF, 1 Mi. FROM caller
Cxr 1 ExP C. WINO TO DLr PSF, ,WIND SC DPSF
E9EDBN03GEW HOT. FIE NiHKCl0LD0.1DTED ANWDour WIND To DL-a PSF, WIND BC DL-S PSF.
WEB BRACING CHART
WEB LENGTH
REQUIRED BRACING
O' TO 7'9"
NO BRACING
10 -r" BRACE. SAME GRADE; Sp CIES AS WEB
71e" TO 10'
MEMBER, OR BETTER AND BO% LENGTH OF WEB
MEMBER. ATTACH WITH Ed NAILS AT 4" 0/C.
2x4 "T" BRACE SAME GRADE, SPECIES AS WEB
10' TO 14'
MEMBER, OR BETTER AND BOY. LENGTH OF WEB
MEMBER. ATTACH WITH 1Gd NAILS AT 4" O/C.
JOIN'
SPANS UP TO
TYPE
30,
34'
3B'
52,
A
2x4
2.5x4
2.5x4
3x5
B
4x6
5x6
5x6
5x6
C
1.5x3
1.50
1.5x4
1.50.
D
5x4
5x5
5x5
5x6
ask ATTACH PIOGYBACK WITH B'xox1/2" COX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES 0 '4'—O' O.C. MAX.
' W1/ a r— r—r T r--t g
Erection bradng Is mul the respoulbilly of Imn dnlpnsy plate mamdactumr
nor Wn fuldcolor, ptnan erecllnyy Imam om eoulkned to seek Robalmol
advice rnaldeny erection bmdhlg which Is ulrm regdred to prevent toppling
and dadnoi g LW tHdlan; and yyermommil bru*g which may be requlmd In
spOft oppr=UonL See 'SCSI —DI SummoG shelf Cammnl®y end Pcomme4—
defim0 Iv hmldrng, hxfuN It bmobtg meld plole Bounded wood Imsses' (IPQ.
Trunn an to be ereeled wd fastened In fasferxd In u straight and phnnb ponllon
when no shout b oppRed dhclly In the Iop show" wq Ad 6e brand as
tpsegad on the buss design. Tmnes thug be handle with reasonable wT dAg
jotOm to fecal dmW _._—
" IC
C
Maximun Loading
55pof at 1.33 Ouratlon Factor
50psf at 1.25 Duration Factor
47psf at 1.15 Duration Factor
SPACING AT 24" O.C.
SCAB -BRACE -DETAIL I ST - SCAB -BRACE
Note: Scab -Bracing to be used when continuous
lateral bracing at midpoint (or T-Brace) is
Impractical.
Scab must cover full length of web +/- S
THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS
REQUIREDAT'l/3-POINTS OR PBRACE IS'SPECIfgEO.
APPLY 2x SCAB TO ONE FACE OF WEB WITH
2 ROWS OF 1Dd (3" X 0.131'1 NAILS SPACED 6"'O.C.
SCAB MUST BE THE SAME GRADE, SIZE AND
SPECIES (OR BETTER) AS THE WEB.
�\ MAXIMUM WEB AXIAL FORCE 2500 Ibs
MAXIMUM WEB LENGTH=•i2'-0"
SCAB BRACE 2X4 MINIMUM WEB -SIZE.
MINIMUM WEB GRADE OF43
Nails / SecBon DefaH
Scab -Brace "
Web
Scab -Brace must be same species grade (or better) as web member.
L-BRACE DETA(L
Nailing Pattern .
L-Brace s¢e
Nail Site .
Nail Spacing
1x4or6
10d
6PD.C.
2x4, 6, or 8
16d
8" D.C.
Note: Nail along entire length of L-Brace..'
(On Two-PVs Nail to Both Plies): : '.
WE
Web
L-Brace must be same species grade (or better) as web member.
Note: L-Bracing to be used when continuous
lateral bracing Is impractical. L-brace
must cover 90.90 of web length.' '
L-Brace Size
for One-P)y Truss
Specified Continuous
Rows of Lateral Bracing
1Neb 5¢e
1
2
2x3 or 2x4
1 x4
2x6
US
2x8
2x8
— DIRECT SUBSTITUTION NOT APUCABLE
L-Brace size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web S¢e
1
2
2x3or2x4
2X4
...
2x6
2x6
«.
2x8
2x8
•»
— DIRECT SiASTITUT70N NOT APUCABLE
T-BRACE / I -BRACE DETAIL
Note: T-Bracing / I -Bracing to be used when continuous lateral bracing
is impractical. T-Brace / I -Brace must cover 90% of web length.
Note: This detail NOT to be used to rD&ert T-Brace / I -Brace
webs to continuous lateral braced webs.
Nailing Pattern
T-Brace size
NailSize,
Nail Spacing
1 x4; or 1 x6
10d
8" O.C.
2x4 or 2x6 or 2xB
16d
8" o.c.
Note: Nail along entire lengthvf•T-Brace L I -Brace
(On Two-Plys Nail to Both Plies) . .
alternate position
!; } SPACING
'Mrs.9
Nails Section Derail
T-Brace
. ' web
alternate position
Nails
web I -Brace
Naps
T-BRACE
Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size'
1
2
2x3 yr 2x4
tx4 (7 T-Brace
1 x4 (') ]-Brace
2x6
1x6 (7 T-Brace
2x6 I -Brace
2x6
2x8 T-Brace
2xB I -Brace
Brace Size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or 2x4
2x4 T-Brace
2x4 I -Brace
2x6
2x6 T-Brace
2x6 I -Brace
2xB
PS T-Brace
2x8 I -Brace
T-Brace / I -Brace must be same species and grade (or better) as web member.
(q NOTE: If SP webs are used in the truss, U4 or US SP braces must be stress
rated boards with design values that are equal to (or better) the truss web
design values.
For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-BraceA-Bram
For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for T-Bracan Brace
0
0 .
Ns5
Iruss lype
Fly
Grenadine
MW-6&Grenad1naSpec
Al
Roof Special
ILRY
1 1
Job Reference (optional)
... _.___ _. __._....._ ____ _ __. _. _ . _
ID:gk72aeHo_wygRu35gO0rgTyMFnX-b341gdR?JGlmm�lM7bilRpBPH5mL7glskikzl' yA
231-8
6.G8 12
c 7
—
Dead Load Deft. =5/16
3x4
4%5 G
4 8
5
2x4
W
3x6 11
3x6 G
<W4
S 10
3x4 i
34
11 ,
B
NOP2x STP=
to
2x4 II
NOP2X STP=
11
2x4 II 2
7
16 15
12 i
Iv
0 1 .
5x8 =
14
13
1
1e
18
3x8= 3x4= 4x6=
3x4=
3x5=
3x5 =
5,6 =
2x4 II
I 70.I 10 1 aI 3%o-11f1L-]5 I n-n-0
Plate Offsets MY)-12:0-4-12,Edgel.
f5:0-2-4,0-2-01.
f6:0.2-8,0.1-01 T7:0-54,0-2-81
fll:04-12,Edgel
117:0-5120-341120:0-2-30.1-01
f22:0.2-30-1.01
LOADING(psf)
SPACING- 2-M
CSI.
DEFL,
in (loc)
Well
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.99
Vert(LL)
0.22 16-17
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.87
Vert(CT)
-0.52 16-17
>929
180
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB
0.89
Horz(CT)
0.19 11
n/a
We
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight: 2461b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 •Excepr
B2: 2x4 SP No.3, B4: 2x4 SP M 31
WEBS 2x4 SP No.3 *Except*
W2: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-25), 11=0-8-0 (min. 0-1-10)
Max Ho¢2=243(LC 8)
Mix Up]NQ=-549(LC 8). 11=518(LC 9)
Max Gmv2=1945(LC 1). 11=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 6-1-6 oc braclng.
WEBS 1 Row at midpt 5-16. 7-16
FORCES. Ob) - Max Comp.lMax Ten. - All forces 250 Ob) or less except when shown.
TOP CHORD 2-3=34231883, 3-0=-3514/931, 45=3498/957, 5-6=2469/683, 6-7=-2107/675,
7-8=2394/663, 8-9=3009/800, 9-10=-31531779, 10-11=34191839
BOT CHORD 2-19=-887/2975, 5-17=l70g54, 16-17=-811/3091, 15-16=332/2064, 14-15=454/2554,
13-14=-4542554,11-13=-61212982
WEBS 3-19=5161250, 17-19=-8702952, 5-16=1218/531, 6-16>1741738, 7-16=142279,
7-15=209/606, 8-15=7171366, 8-13=1251553, 10-13=363260
NOTES-
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf, 11=1 BR, Cat. II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 2=549,
11=518.
LOAD CASE(S) Standard
\\�\�6\
1 E 6051 `1 `
I
�y STA QF * S
/���jS 0NA.' I ENG��\\\�\
fJo�
toss
toss lype
LAY FlY
GrenadineC
IMW-6&GrenadneSpee
A2
Roof special
1 ,
Jab Reference (optional)
wumem 1 Nsa, r, rierw,'L' .waa.
Dead Lead Deft. = 5116 in
6.00 12
NDP2x
2x4 II 2
3x5 = 5x6 =
5x5 =
6Xr= 5x5=
7
7A5 13-1A 20.0.0 25-1-8 32.3-6 40-0-0
]JLS RJL11 r�11_n C1_P ]-, ]_0.P
Plate Offsets KYt_- 12:04-12,Edgel,
15:0-2.4,0-2.01,
r8:0.2-8,0.2-01,111:0-4.12,Edael,
I17:0-512,0.3-41, f20:0-2.3,0.1.01,
r22:0.2.3,0.1-01
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL
in (loc)
Well
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.96
Vert(L-)
0.24 16-17
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.91
Vert(CT)
-0.6616-17
>862
180
BCLL 0.0
Rep Stress Ina YES
WS 0.67
Hoa(CT)
0.21 11
rua
n1a
BCDL 10.0
Code F13C2017/rP12014
Matrix -MS
Weight 245 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
T5: 2x4 SP M 31
BOT CHORD 2x4 SP No.2'Exoept'
B2: 2x4 SP No.3
WEBS 2x4 SP No.3'Except'
W3: 2x4 SP No.2
OTHERS 2z4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 11=0-8-0 (min. 0-2.5)
Max Hom2=245(1_C 8)
Max UpIi82=548(LC 8), 11=548(1_C 9)
Max Grav2=1945(LC 1), 11=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing.
WEBS 1 Row at midpt 5-16, 7.16, 9-15
FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2.3=-3423/882, 3-4=35141930, 4-5=-34981956, 5-6=2442I676, 6-7=-2315f7l 1,
7-8=22547704, 8-9=2634A14, 9-10=32071864, 10-11=-34091866
BOT CHORD 2-19=8882975, 5-17=1707756, lr.17=81213090, 15-16=42612341, 14-15=-6402961,
13-14-6402961, 11-13=6402961
WEBS 3-19=-517250, 17-19=87112956, 516=12561543, 6-16=44711675, 7-16=-855/380,
7-15--448M53, B-15-1717754, 9-15=823f399, 9-13=01327
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7;10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psh BCDL=B.Opsf; h=161t; Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chard rive load noncancurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Q[=1b) 2=548.
11=548.
LOAD CASE(S) Standard
e`?� iM I a< ����'��
< 03 �1'EiVs;� ,
PEk6051v t1STA/ S p
/07-1 �-10?11' 7
o�ll I i tNGk� \\\
2
Job
Twss
truss type
Grenatline-C
MWF&Grenadlne-Spec
A3
Roof Special
1 1
Job Reference o 'onel
southern 1 Nss, M Plel ,rL.J"l nun.v.•_,aw,c Zvi ur,u,,.....-+.._..............,�..........-..-..... ...�__..._. ._._.__. __._.__.
ID:gk72aeHc xygRu35gDDrgTyMFnX-XRCo5JTFqu7V7551dbiW HINRMbnEBCCD25by yB
-2-0I I 7-1-0 I 14✓8-0-02 75 44511-2 6.11.6 2
Dead Load Def. - 5116 in
5x5 =
.�,lr
3x5 = 5x6 = 2x4 II
M 3X8 =
715 1&1-0 20.0.0 27-1-B 334Y10 40-0.0
7�5 6.0.11 6-11-0 7-1-8 &11-2 &114i
Plate Offsets MY)— f2:0-4-12,Edeel,
(5:0.24,0-2-01,
fB:0-2-8.0.2-41, f9:0.2-8,0-3-41,
N0:0-0-12.Edue1
f16:0.5-12.0.3-01 f19:0.2-3 0-1-01
f21:0.2.3 0-1.01
LOADING(psf)
.SPACING- 2-0-0
CSI.
DEFL.
In (loc)
Wall
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.99
Vert(L-)
0.25 15-16
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.90
Vert(CT)
-0.56 15-16
>852
180
BCLL 0.0
Rep Stress Incr YES
WB 0.67
Hom(CT)
0.22 10
Na
n/a
BCOL 10.0
Code FBC20171P12014
Matrix -MS
Weight240Ib
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No2 *Except'
BOT CHORD
Rigid telling directly applied or 6-15 oc bracing.
B2: 2x4 SP No.3
WEBS
1 Row at midpt 515, 7-15 '
WEBS 2X4 SP No.3 *Except*
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (sae) 2=0-&0 (min. 0.2-5), 10=048-0 (min. 0.2-5)
Max Ho¢2=245(LC 8)
Max Upllft2---548(LC 8), 10=548(1-C 9)
Max Gmv2=1945(LC 1), 10=1945(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=,3423/882, 34=3513/931, 4-5=3497/957, M4 2444/673, 6-7=-236417D8,
7-8=2432/735, 8-9=2806/758, 9-10=3440/893
BOT CHORD 2-18=888/2975, 5-16=1 72/752,15-16=813/3089, 14-15=-488f2609, 13-14=-488/2609,
12.13=-659/2992, 10.12=-057/2995
WEBS 3-18=516/251, 1 &18=872/2952, 515=1252J547, &15=415/1662, 7-15=936/415,
7-13= 488/205, 8-13=202/910, 9-13=673/335, &12=0/265
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutr160mph (3-second gust) Vesd=124mph; TCDL=5.Dpst BCDL=S.CW,, h=16fh Cat fl; Fxp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcumant with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=548,
10=548.
LOAD CASE(S) Standard
E
Dead Load Def. - 5f16 in
Sx5 =
6.00 F12
6
5 = 5x5 =
4x5 i
7
5
3x6 4
3x4 C
3x4 i
Wp
we
9
34
D NOP2X STP=
g
2x4 II
NOP2X STP=
10 `7
2x4 II 2
1
Al
6
5x8 =
15
14 13
11 cc j
12 d l4
18
17
3x8 =
416 = 3x8 =
2x4 II 3x5 =
3x5 =
5x5 =
2x4 II
7-0-5 1 13-1-0 M i 29-1-8 1 34o3-n I 8 40-0-0 I
ccan
Plate Offsets (XY)- 12:0-4-12
Edge?, f5:0-2410-2-01 f8:0-2-80-241 110:0-4-12,Edgal,
116:0-0.12.0-3-41, ft8:0-2-0,0-2-81,
f19:0-2-3,0-1-01,
f21:0-2-3,0-1-01
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL
in (loc)
Udell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.94
Vert(LL)
0.24 16-16
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.87
Vert(CT)
-0.5413-16
>893
ISO
BCLL 0.0
Rep Stress Ina YES
WB 0.66
Horz(CT)
0.20 10
nda
We
BCDL 10.0
Code FBC2017ffP12014
Matrix -MS
Weight 236 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T3: 2x4 SP M 31
BOT CHORD 2x4 SP No.2 'Except*
B2: 2x4 SP No.3, 83: 2x4 SP M 31
WEBS 2x4 SP No.3 'Except'
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. ,(size) 2=0-8-0 (min. 0.2-5), 10=0-8.0 (min. D-2.5)
Max Hom2=245(LC 8)
Max Upli82--548(LC 8), 10=548(LC 9)
Max Gmv2=1945(LC 1). 10=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD .Rigid ceiling directly applied or 6-1-5 oc bracing.
WEBS 1 Row at midpt 5-15, 7-15
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 2-3=-3423/882, 3d=3510/931, 4-5=3493/957, 5-6=2451/671, 8-7=2426/698,
7-8=-26167764,8-9=-2986f795, 9-10=-3484/912
BOT CHORD 2-18=888/2975, 6-16=176f743, 15-16=813/3083, 14-15=558/2914,13.14=558/2914,
12-13=69013048, 10-12=690/3048
WEBS 3-18=514f251, 16-1B=8752942, 6-15=1235/547, 6-15=-39211610, 7-15=1085/475,
7-13=714263, 8-13=227/1053, 9-13=6312(30
NOTES-
1) Unbalanced robf live loads have been considered for this design.
2) Wind: ASCE 7-10; Vul-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.OpsF h=16R; Cal. 11; Exp C; Encl., GCpl=0.18:
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates ere MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) except (It -lb) 2=548,
10=548.
LOAD CASE(S) Standard
-;13 1t STA
mo0`
JODI
Truss
Imes lype
Lily Grenadine -0
MW-66-Grenadine-Spec
AS
Roof Special
JVIY
1 1
Job Reference o tional
5x5 =
6.00 Ff2
5
3x4
Us
7 5x5= 6x5=
5
e
3x6 i
3x4G
W4
W6
34
9
NOM STP=
,
2x4 II 2
i
7
5x8=
16
15 74
19
1e
axe =
4X6 = 4xB =
Us =
5z5 =
2x4 II
Dead Load Defl. = 318 in
2x4
10
7 NOP2x STP=
294 II b
11 Iqo
72 q
13
3x4 = 3x5 =
I 41"N 13-i-0 RH I 28-5-8 I 33-9.13 1 40-0-0 I
-RS G1L11
Plate Offsets MY)—
I2.04-12,Etlgat I5.0-24 0-2-01 i7'0-1-12
0-1-81
I9:0-2.8 0-241
I11.0A-12 Edgel 117.OS72 WS-41
f19:0-2-00-2-81
I20:0-2 3 0-1-01 I22'0-2 3 0-1-01
LOADING(psf) I
SPACING- 2-M
CSL
DEFL
In (loc)
Well
PLATES GRIP
TCLL 20.0
Plate Grip DOL I'25
TO
1.00
Ven(LL)
0.26 16.17
>999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
1.00
Vert(CT)
-9.61 14-16
>785
72�40
BCLL 0.0
Rep Stress Ina YES
WB
0.69
Horz(CT)
0.22 11
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight 240lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2 *Except*
B2: 2x4 SP No.3
WEBS 2x4 SP No.3"Except•
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 11=0-8-9 (min. 0.2-5)
Max Horc2=245(LC 8)
Max UpIIft2=548(LC 8), 11= 548(LC 9)
Max Grav2=1945(LC 1), 11=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing dlrectiy applied.
BOT CHORD Rigid ceiling directly applied or 14-12 oc bracing.
WEBS 1 Row at midpt 5-16, 7-16 '
FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORE) 2-3=3423/882, 34=3512J931, 4S--J496/958, 5-6=2449/671, 6-7=2425/704,
7-8=366611006, 8-9=3237/878, 9-10=33491928, 10-11=35091934
BOT CHORD 2.19=88812975, 5-17=175/746,1 rr17=814/3087,15-16=549/2861,14-15=549/2861,
13-14=5362743, 11-03=720/3080
WEBS 3-19=515251, 17-19--875/2948, Stfi=1244/549, 6-16=409/1653, 7-16=1078/480,
7-14--2B4ll026, 8-14=16681470, 9-14=22511009. 9-13=1391371, 10-13=274/205
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0ps ,, BCDL=5.Dpsf,, h=16f; Cat 11; Exio C; Encl., GCp1=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This buss has been designed for a 10.0 psf bottom chord live load noncenourrent with any other live loads.
6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1001b uplift at
11=548. oint(s) except (IFIb) 2=548,
LOAD CASE(S) Standard
�M
_ram A- T
STA-IF
°
oNAI I1110
4
J013,
jrUss
I ms5 I ype
Grenadine-C
MW£B- ranedine-Spec
As
jQty
Roofspedal
JPIY
1 1
Job Reference o Bonal
SX5 =
6.00 FIT
6
4X5 -
5
5X5 = 5x5 =
Us i
8
3X4 G
W4
AW
34
0
e
TP=
2x4 II
1 ;2i�
6
5.8 =
15
14 13
12
18
17
US =
4x6 =
3x4 =
3X5 =
5X8 =
2A II
3X4 =
3x5 =
I
7MS 13-1-0 26-0-0 2&7-11 331-8 40-0-0 7-&5 i 64L11
Dead Load Defl. - 5/16 in
2x4 It
10
11 1 5
Plate Offsets MY)-12:04-12,Edge119:0-2-80-2.41110:04.12Edpe7112•&1-120-1A1
f16:0-5-12D.3.41119:0.2-30-1-01121.0.23071-01
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
In Qoc)
VdeB
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.80
Ved(LL)
0.24 15-16
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 125
BC
0.92
Vert(CT)
-0.56 15-16
>851
180
BCLL 0.0
Rep Stress lnor YES
WS
0.67
Horz(CT)
0.22 10
n/a
n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix -MS
Weight* 233lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2 'Except*
T2,T5: 2x4 SP M 31 ,
SOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP No.3
WEBS 2x4 SP No.3'Pxcept'
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3 ,
REACTIONS. (size) 2=0-&0 (min. 0-2-5), 10=048.0 (min. 0.2-5)
Max Horz2=245(LC 8)
Max UpIi02=548(LC 8), 10= 548(LC 9)
Max Grdv2=1945(1-C 1), 10=1945(LC 1)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-2-0oc pudlns.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpl 5-15. 7-15
FORCES. Qb) - Max Comp./Max. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 23=3423/8B2, 3-0=3515/932, 4.5=34991958, 5-6=-2444I673, 6-7=-240917l 1,
7-8=3355/880, 8-9=2989/844, 9-1 O= 3395/865
BOT CHORD 2-18=88712975, 5.16=1717752, 15.16=81313088, 14-15=521/2755, 13-14=521/2755,
12.13=80313703,10-12=6222942
WEBS 3-18=517251, 16-18=-8752957, 5-15=1252/547, &15=-424I1680, 7-15=1040I455,
7-13=207/830, 8-13=1030/401, 8-12=1219/323, 9-12=-20511144
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; SCDL=5.0ps1 h=1611; Cat. 11; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psi bottom chord live load noncencurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at Joint(s) except (t=lb) 2=548,
10=548.
LOAD CASE(S) Standard
X
1/ PE 6o
L
7� 1\ 3TA .(7�F ,7 7
j O.n .c 1% —ld-J19 i Q-
: %c�S �ORIDP<�
f
,
Dead Load Deft. = 318 in
5x5 =
5z5
6.00 12 5 6
3x4 4
3z4
4
4 7
5x6 G
5x5 = 5z5 = r,
IS 6 W7
8
t 3
d
NOP2X STP=
9 1 2x4 II
NDP2.X STP—
0
2x4 II 2 5
11 to
qq
14 t3 12
20 18 tB 17 16
3zB MT20HS= 3x5 = 3z5 =
3z5 = 20 II 4x6 = 6xB = 2z6 II
3x4 =
6z10 =
6A8 12-10-8 19-0-11 2751
35-15 40-0.0
6-2-0 6-6-3 7-10.7
7-10-7 410.8
Plate Offsets (X,Y)— [2:04-12,Edge], [3:0-2-12,0-3.0], [5:0.2.8,0-2-4], [6:0-2.8,0.2.4], [9:0.2-8,0-2.4], [10:0-4-12,Edge], [15:04-6,Edge], [17:0.3-0,M-4], [18:0.1-12,0.2.8], [21:0-2-0
,0-1-0]. f23:0-2-3,0-1-01
LOADING(psf)
SPACING- 2-1-0
CSI.
DEFL In
(loc) I/deft Lid
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.72
Vert(LL) -0.23
14-15 >999 240
hmo 2441190
TCOL 15.0
Lumber DOL 1.25
BC 0.85
Vert(CT) -0.59
14-15 >812 180
MT20HS 1871143
BCLL 0.0
Rep Stress Incr YES
WB 0.94
Horz(CT) 0.18
10 n/a n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight 246lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD 2x4 SP No.2 •Excepr BOT CHORD
Rigid ceiling directly applied or 6-2-8 oc bracing: Except
B3: 2x4 SP No.3, B4,B5: 2x4 SP M 31
10-M oc bracing: 15.17
WEBS 2x4 SP No.3 WEBS
1 Row at midpt 7.15
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. 0-1-10)
Max Horz2=237(LC 8)
Max Uplm2--539(1-C 8), 10=539(1_C 9)
Max Gmv2=1950(LC 1), 10=1949(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=34461866, 3-4=28501754, 45=2568/691, 5-6=2189/670, 6-7=-2351/652,
7-8=-35451877, 8-9=-3136/833, 9-10=3503/870
BOT CHORD 2.20=8682998, 19-20=870/2991,18-19=B702991, 5-15=228/842, 14-15=55913134,
13-14--SN4350, 12-13=-984/4350, 10-12=654/3060
WEBS 3-20=0/261, 3-18=615/301, 4-15=4261287,15-18=6112459, 7-15=13241498,
7-14=114/802, 8-14=1348/471, B-12=17071443, 9.12=254/1312, 6-15=225/767
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16tt; Cat. II; Exp C; Encl., GCpi=D.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrem with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except cat --lb) 2=539,
10=539.
LOAD CASES) Standard
\\������h
PE
-P tt STA
RIDP
NOP2XSTP=
20 II 2
1
3x5 =
of Special Girder I I 1
- Run: 8.230 a Oct 21 2018 Prvn t
ID:gk72aeHo_wygRu35g0
14-5-0 �'I6-B-0 ?0-3-�zz-11-eF z8-e-e
6-11-6 4-2.12 1-73 2-&0 5-9-0
316 =
SO = &5 =
8.00 12 6
.,.... � W6idN37 �. 8
21 20
2x4 II 4x6
axt2=
182x4 II
5x5 =
2x4 II
16"
M WB=
4x5 =
3x7 =
Dead Load Den = 7116 in
1 5
LOADING(psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-D-0
Plate Grp DOL 1.25
Lumber DOL 1.25
Rep Stress Inv NO
Code FBC2017/TPI2014
CSI.
TC 0.86
BC 0.97
WB 0.91
Matdx-MS
DEFL. in (loc) Udell L/d
Vert(LL) 0.30 15 >999 240
Vert(CT) -0.69 1517 >694 160
Hoa(CT) 0.22 12 We We
PLATES
Mf20
Welght255lb
GRIP
244/190
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except' TOP CHORD
Structural wood sheathing directly applied.
T5,71: 2x4 SP M 31 BOT CHORD
Rigid calling directly applied or 5.10.1 oc bracing.
Except
BUT CHORD 2x4 SP No.2'Exwpt'
10-0-0 oc bracing: 17-18
B3,F1: 2x4 SP No.3, B4,B5: 2x4 SP M 31 WEBS
1 Row at midpt 9-17, 10-15. 5-7
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0$0 (min. 0-2-5), 12=0-8-0 (min. 0-2-0)
Max Horz2=233(LC 8)
Maz Upli112=555(1_C 8). 12=752(LC 9)
Max Gmv2=19B3(LC 1). 12=2417(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 0b) or less except when shown.
TOP CHORD 2-3=3494/896, 3-4=3276/898, 4-5=27841749, 6-6=307/87, 7-8>25771766,
84=2625/733, 9-10=-4139/1125, 10-11= 4162I1228,11-12=4523I1303
BOT CHORD 2.21=-887/3038, 213-21=887/3038, 19-20=8B7/3038, 7.17=761338. 16-17=.822/3660,
15-16=82213660, 14-15=-178716439,12-14=1070/3987
WEBS 4-21=D296, 4-19=756/369, 5-17>73/432, 17-19=-5562399, 8-17=235/897,
9.17-1578/580, 9-15=1621930, 10-16=2872/997, 10-14=2686/888. 11-14=45411800,
5-7=24251729
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7A 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF, BCDL=5.Dps ,, h=16it; Cat II; Exp C; End., GCpi=D.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4)AM plates are MIT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live toad noncancurent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt--Ib) 2=555,
12=752.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 lb down and 168 lb up at 37-1-8 on
b chord and 421 lb down and 177 lb up at 37-0-12 on bottom chord The designlselection of such connection devica(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (13).
\\ v I I I III///
\\0.\P�y_(V) 84 ///j
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
i
Vert 1-6=-70, 6-7=70, 7-8>70, 8.10=-70, 10-11=70, 11-13=70, 18-28=20, 17-31=20
PE 6051 \ �
It
i
Continued on page 2
0 x
STq F
a
c
Nss
russ lype
Gmnadine-C
mw-B& mnadlne-Spec
AS
juty
Roo( Spedal Girder
Imy
1 1
Jab Reference o tlonel
�
soumm 1 mw I K rie=. FL, D4eal
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert t 1=89(B)14=-421(B)
ID:gk72aeHc_wygRu35gOOrgTyMFnX-uP7hBOXOFOeo5sFdVZKgDH_dUw7SGzclLuwpnp 3
i PF �`.
�\ STA7�Ep z
4z
�ORIDP:
�i/SSO��AI EVN \\\
Roof Spedal
5x7 =
4x6 — 4x8 = 2x4 It
3z5 = 3x4 =
2x4 II
2x4 II
&7-4 1a-,-0 22-11-0 TV,
937-0-0
9-7.4 9: 12 1 4-3-0 6-1 ,
Dead Load Deft. = 5/161n
Plate Offsets(XYh
f2•Edne0-0-01 I6:0-2-80.1-8117:0.2-8Edgel
fe:D-2-80-2-41
f10:Edge0-D-141
H2:0-2-8,0-2-121.I15:0-2-00-2-0]
116:0-2-13.0-0.01,118:0-2.3,0.1.01
LOADING(psf)
SPACING- 240-0
CS].
DEFL
in (loc)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.91
Vert(LL)
-0.18 11-12
>999
240
MT20 2441190
'rCDL 15.0
Lumber DOL 1.25
Sc 0.90
Vert(CT)
-0.4811-12
>924
180
BCLL 0.0
Rep Stress Ina YES
WB 0.71
Horz(CT)
0.14 10
nla
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight 2231b FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 *Except
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except
Bt: 2x4 SP M 31, B3: 2x4 SP No.3
1 Row at midpt 7-12 '
WEBS 2x4 SP No.3
10-0-0 oc bracing: 12-14
OTHERS 2x4 SP No.3
WEBS
1 Row at midpt 5-15, 6-15
WEDGE
Right: 2x4 SP No.3
REACTIONS. (size) 10=Mechanical, 2=0-8-0 (min. 0-1-8)
Max Ho22-260(LC 8)
Max UpliR10=443(LC 9), 2=51 o(LC 8)
Max Gray 10=1670(LC 1), 2=1820(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown.
TOP CHORD 2-3=3137/825, 3-4=-28307738, 4-5=281V765, 5.6=-1971/590, 6-7=-2661/800, '
73=2395/678, 8-9=2960/878, 9-10=-3089/806
BOT CHORD 2-17=-859/2732, 16-17=597/2207,15-16=597P2207, 7.12=1324/451, 11-12=39712180.
10-11=633/2672
WEBS 3-17=-4151296, 5-17=135/609, 5-15=785/410, 12-15=30111779, 6-12=500/1725,
8-12=141/524, 8-11=2631632, 9-11=379/3D4
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vulri 60mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsT; h=16ft; Cal. II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcu enl with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (It--Ib)10=443,
2=510.
LOAD CASE(S)'Standard
IM
i PE 6051 `
1
— 0
�'1 STA F /
�ld';
ONAi 1MO
9
ns
ruype
y
6renatline-C
rcuss
MW-68-Gre=h.-spec
A10
Hip
1 7
Job Reference o tional
Sx7 =
Sx5 =
6.00 12
6
6
4x5 �
3x4 O
4 7
6
5x5 6
W4
Nis
A3
3
NOP2X STP=
2x4 II 2
6
15
14
0 1 1
5x8 =
13 12
18
17
3,4 =
3x8 = 4x6 = 3x4 =
3.5 =
Us =
2x4 II
Dead Load Dan. = 5116 in
2x4 Q
3x6.
8
9
NOP2X STP=
102.4 II
11 14 q
3x5 = 1�
6-11-5 13-1-0 19-0-0 23-8-0 31-6-12 40-D-0
211_5 I s.1.11 5_11_rl b.n.n 7_1lL1� n..sb 1
Plate Offsets MY)-
[2:0-0-12.Edge], [3:0.2.8,0.3-01,15:0-5-4,0-2-81,
r6:0-2.8,0.2.41,110:0-0.12,Edgel,
116:0.5.12,0-3-41, [19:0.2-3,0.1.01,
121:D-2-3,0.1-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (Ioc)
gde9
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.69
Ved(LL)
0.23 15-16
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.97
Vert(CT)
-0.5215-16
>917
180
BCLL 0.0
Rep Stress Ina YES
WB 0.79
Horz(CT)
0.21 10
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight 2441b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP No.3
WEBS 2x4 SP No.3'Except'
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. 0.2-5)
Max Horz2=236(LC 8)
Max UpOB2-541(LC 8), 10=513(LC 9)
Max Grav2=1945(LC 1), 10=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc pudlns.
BOT CHORD Rigid caging directly applied or 2.2-0 oc bracing.
WEBS 1 Row at midpt 4-16.6-14
FORCES. IN) - Marc Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=3436/870, 3-4=3512/931, 4-5=2534/688, 5-6=2120/606, 6.7=-24491643,
7-8=3112f793, 8-9=3194ff/2, 9-10=3457/844
BOT CHORD 2-18�871/2990, 4-16=1701746, 15-16=775/3075, 14-15=394/2185, 13-14=-441/2582,
12-13=-441/2582,10-12=-626/3025
WEBS 3-18=500/245,16-18=86B/2972, 4-15=1178/501, 5-15=268/853, 5-14=2921146,
6-14=191/733, 7-14=682r359, 7-12=111/526, 9-12=354264
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf,, h=16ff; Cal. 11; Exp C; Encl., GCpl=0.18;
MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) A8 plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunem with any other live loads.
6) Provide mechanical connection (by others) of truss to beading plate capable of wfthstanding 100 to uplift atjoint(s) except at -lb) 2=541,
10=513.
LOAD CASE(S) Standard
I0
joti,
Ini
1 Cuss Type
Grenadiee C
MW-58GreriadineSpec
All
Hip
jQty JPJY
1 1
Job Reference o tlonal
bOUMem I Nye, rL VIC=. rl, a UZI
NOP2X STP=
2x4 II 2
� 18
3x5 = 5x5 =
Mrs ..W .umzlzYlt
113#72aeHo wygRu
13-1-D T"M. 21-0-0 TV
6-34 3-11-0 4-0-0 ~ 4-0-0
Sx5 =
3x4 = 5x5 =
6.00 12 5 r 6 7
�54=
17
2x4 II
13
416 =
3xB =
kIlE
6-9-12 I tIII I 17-00 I 255-0 325-12 40-0-0
aat2 r`ad z»-n n-nl, I RN, I i
Dead Lead Dell. = 5116 in
1024 II
11
Plate Offsets(X,Y)_
12:0-4-12,Edeel, 13:0-2.8,0.3-41
15:0-2-80-2-41 i7:D-2-80.2-41110:D-4-12Edae1
It 6:0-5-120-3-41 118:0-2-00-2-81
[19:0-2-30-1.01 121.0-2-30-1-0]
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (loc)
I/de6
Ud
PLATES GRIP
TOLL MO
Plate Grip DOL 1.25
TC
0.97
Ved(LL)
0.22 15-16
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.89
Vert(CT)
-0.5314-15
>900
180
BCLL 0.0
Rep Stress Ina YES
WB
0.93
HoR(CT)
0.21 10
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weight 240 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP N0.2
BOT CHORD 2x4 SP Ne.2 *Except* ,
B2: 2x4 SP N0.3
WEBS 2x4 SP No.3 *Except'
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=D-8-0 (min. 0-2-5)
Max Hort2=21 B(LC 8)
Max UpIM2=525(LC 8), 10=-095(LC 9)
Max Gmv2=1945(LC 1), 10=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid calling directly applied or SA-9 oc bracing.
WEBS 1 Row at midpt 6.15, 6-14
FORCES. (lb) - Max. CompJMax Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 2J=3439/837, 3-4=3499/BBI. 4-5=27841720, 56=2440/681, 6-7=2309/603,
7-8=2688/604, 8-9=3200ff72, 9-10=34151769
BOT CHORD 2-18=-824/2983, 4-16=189f706, 15-16=700/3046, 14-15=-4022465, 13-14=543/2969,
12-13=5432969, 10.12=5432969
WEBS 3-18=-499/239, 16.18=-8372953, 4-15=990/431, 5-15=210/958, 6-14=-445/224,
7-14=14&787, 8-14=7701387, B-12=0/290
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cal II; Exp C; Encl., GCpl=0.1 B;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 1 D.0 par bottom chord live load noncancument with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at -lb) 2=525,
10=495.
LOAD CASE(S) Standard
\ 0\111111////r�
PE �
Z6051 � t
=,-1 --
. I
t` STA
ORIDP: Fi���
s01VAL E1�Ga\\\\
I/
D
NSe
me5 lype
Grenadine ♦;
MW-ea-GrenadmeSpee
Al2
Hip
1 1
'
Job Reference D 8onal
B.OD 12 5x7 = 2x4 II 5x7 =
bxs o s 6 7
4 3x4
4 3x6
Sx5 4 8 9
3 6 6 u
NOP2X STP-
2x4 II 2 7
1 1 16 15 14 13 12
19 19 3x4 = 3xe = 3x6 = 2x4 II
3x5 = 5x5 = 2x4 II 3x4 =
Sxe =
3x5 =
E9-12 13-1-0 15.0-0, 21-0-0 27440 3&&5 40.0-0
� an_12 i 0.:u 11_11 ill
Dead Load Deft. = 5116In
2x4 II
10 p1
%71 0 ]V
Plate Offsets 04Y)— f2:0-4-12,Edgel,
f3:0-2-8,0.3-01,
f5:0-54,0-2-61, 17:0-5-0,0-2-81,
f10:0.412,Edgel,
f17:0.5-12,Edgel, It 9:0-2-0,0.2-81,
f20:0-2-3,D-1-01, f22:0.2-3,0-1-01
LOADING(psf)
SPACING- 240-0
CSI.
DEFL
in (loc)
I/de9
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.72
Vert(LL)
-0.21 15
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.85
Vert(CT)
-0.50 15-16
>955
180
BCLL 0.0
Rep Stress Ina YES
WB
0.66
Hom(CT)
0.21 10
n/a
n/a
BCDL 10.0
CDde FBC2017IP12014
Matrix -MS
Weight 2421b FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Except'
B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except!
W3: 2x4 SP No.2
OTHERS 2x4 SP ND.3
REACTIONS. (size) 2=D-8-0 (min. 0-2-5), 10=0-8-0 (min. 0.2-5)
Max Horz2=200(LC 8)
Max UpIIft2=506(LC 8). 10=474(LC 9)
Max Gmv2=1945(LC 1), 10=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD Rigid calling directly applied or 6-7-3 oc bracing.
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23=3440(/97, 3-4=3490/821, 4.5=3055,766, 5-6=29lOf723, 6-7=-29101723,
7-8=2843/622, 8-9=-2861/595, 9.10=34691742
BOT CHORD 2.19=771/2995, 4.17=187/662, 16-17=639/3027,15-16=549/2715, 14-15=385/2475,
13.14--MM475,12.13=53213029, 10.12=532/3029
WEBS 3-19= 496/227,17-19=781/2932, 4-16=-8521377, 5-16=3031916, 515=223/432,
6-15>509f294, 7-15=276f725, 7-13=871480, 9-13=-638/323
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; CaL II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are Mf20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100In uplift atjoint(s) except (jt=1b) 2=506,
10=474.
LOADCASE(S) Standard
f PE r6051 ;
1STA
o�AI I I1G�\\\\
fR
Ob
i was
Mae type
y
(3renadiae-0
MWE&GrenadineSpeo
A13
Root Special
1 1
Joh Reference (plAbona1
sovu,em 1 Wes, M rier .rL.,6 VOI
NOP2X S'.
2X4 11
.2
o
3X5 =
ID:gk72aeHo_xygRu35gODrgTyMFnX-EMpaBjbW U1
13-0-0 i91 71221.0 i7-0 3&7-4 41
67
2-12 2S0.1I I
.9-0 42 5-4 1-6
5x7 11
6.00 12 SX8 — 415 = 2x4 II Sx7 = 8
4 5 6 2K4
3K6
910
20
2X4 II
� 6x9 =
19 16
4x12 = 2x4 II
— 14
6x6 = 4xe =
13
3x4 =
Dead Load Dell. = 3181n
m
2X STP= 6
2x4 11 6
12
O
3x5 =
fi-9-0 134Y0 iS0.0 20.7.12 2510-0 32-7-12 40.0.0
�6.9.a�6-z-12�z-4n�a1n.19�5-:1y 2a1,2 !M- 0
Plate Offsets MY)— [2:0-4-12,Edge],
[3:0.2-8,044], [4:0.512,0.2.4], [7:0.5-0,0.34], [11:0-0-12,Edge], [15:030.0-1-12], [17:0-6-0,0.3-4], [19:0-2.12,0-241, (21:0-2-3.0-1-0],
f23:0.2-3,D-1-012-3,D-1-01
LOADING(psf)
SPACING- 2-0-0
C51.
DEFL
in (lac)
Mail
L/d
PLATES GRIP
TCLL 20.0
Plate Gills DOL 1.25
TC 0.75
Vert(LL)
0.32 16-17
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
SC 0.84
Vert(CT)
-0.6216-17
>770
180
BCLL 0.0
Rep Straw Ina YES
WS 0.87
Horz(CT)
0.23 11
n/a
nra
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weight: 242 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP N0.2
BOT CHORD 2x4 SP No2 *Except*
B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W5: 2x4 SP No.2
OTHERS 2X4 SP No.3
REACTIONS. (size) 2=D-8-0 (min. 0-2-5), 11=D-e-0 (min. 0.2-5)
Max Hort2=198(LC 8)
Max Uplh'10 -616(LC 8), 11=473(LC 9)
Max Grav2=1945(LC 1), 11=1945(LC 1)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOTCHORD
Rigid ceiling directly applied or 5-1D-0oc bracing.
WEBS
1Row at midst 7-15
FORCES. (Its) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3443/1041, 3A4 2796/908, 4-5-3282/1113, 5-6=-3456/1129, 6-7=-3456/1129,
7-8=-3570/1127, 8-9>3319/933, 9-10=3336/906, 10.11=3454/880
BOT CHORD 2-20=98812999, 19-20=990/2994, 517=383/251, 16.17=95213303,15-16=799/3140,
14-15=582/2470,13-14=-58212470, 11-13-700/3014
WEBS 3-2D=01274, 3-19=-680/334, 4-19=878/269, 17-19=75712662, 4-17=560/1999,
6.16=-413/234, 7-16=228/549, 7-15=2054/r72, 8-15=75212294, 8-13=288/699,
10-13=411/306
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=16ft; Cat II; Exp C; End., GCpi=0.18;
MWFRS (erivelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 pet bottom chord live load noncancument with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except at --lb) 2=616,
11=473.
LOAD CASE(S)'Standatd
r;
Dead Load Deft =12 in
6x6 = 5x5 =
5xa = 2x4 II 54 _ s 9
4 6 3w4
6.00 12 3z4
3x4 G 0
1
3 fiIL
3 NOP2X STP=
W2 2x4 II
NOP2X STP= 11
2x4 II 2 7 12 Ia
1 7x10= 16 7514 13
20 to 1s 5x8 — 4x6 = 2x4 It 3,5 _
3z5 = 2x4 I I 5x12 = 2x4 II 3xa =
5-51-12-0-0 -00 28--0 2-1122 �-0
5-4 I I 3I I 121
92 4.9.-1-0 0 2-5-0 54 24 Plate Offsets (X,Y)— [2:04-12,Edge], [4:0-r.0,0-2-8], [7:0-2-0,0-2.12], [8:0-3-0,0-2-0], [9:D-2-8,0-2-4], [11:0-0.12,Edge], [16:0-1.12,0.1-12], [17:0.3-12,0-3-4], [19:0-2-12,0.2-8],
f21:0-2-30-1-01 [23:D-2-30-1-0]
LOADING(psf) SPACING- 2-0-0 am. DEFL In (loc) VdeB Lld .PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.38 16-17 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.81 16-17 >595 180
BCLL 0.0 Rep Stress Ina YES WB 0.99 Horz(CT) 0.23 11 Na n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Welght2391b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc purilns.
BOT CHORD 2x4 SP No2 *Except' BOT CHORD Rigid ceiling directly applied or 5.11-2 oc bracing.
B2: 2x4 SP No.3, B3: 2x4 SP M 31
WEBS 2x4 SP No-.3 *Except'
W8: 2x4 SP N0.2
OTHERS 2x4 SP No.3
REACTIONS. (sys) 2=0-8-0 (min. 0-2-5), 11=0-8-0 (min. 0-2-5)
Max Horz2=187(LC 8)
Max Upli82--611(LC 8), 11=459(1-0 9)
Max Gmv2=1945(LC 1), 11=1945(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Ila) or less except when shown.
TOP CHORD 2-3=3486/1044, 34=2969/938, 4-5=402711288, 5.6=A050/1289, 6-7=4093/1193,
7-8=469011405, 84=2598R65, 9-10=29681816,10-11=3486/834
BOT CHORD 2-20=994/3D48, 19-20=994/3048, 5-17=295/181, 16-17=1198/4226, 15-16=679/28T7,
14-15=6792877, 13-14=-66513048, 11-13=66513048
WEBS 3-19=543269, 4-19=381/157,17-19=7462603, 4-17=548/1987, 6-17=255/137,
6-16=272/194, 7-16=228IRS0, 8-16=9082868, 8-14=794285, 9-14=281/1026,
10-14=557275
NOTES-
1) Unbalanced roof Iiva loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Dpsf; BCDL=S.Dps ,, h=168; Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Ali plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psr bottom chord Viva load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=611,
11=459.
LOAD CASE(S);Standard
M
o
rues
fuss ype
y
Gtanadme�
VVV-65-Grenadne-Spec
A15
Roof Special
1 1
Job Reference (optional)
soumem INae, tL wefce, rL, 3 Ubl
5x7 —
3x5 4
i6
US =
US =
5x5 =
5x5 =
7
19
US =
3x6 =
5x7 =
8
3x4 =
Dead Load Deft. - 3116 In
NOP2XSTP=
2x4 II
70
11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (too) Udell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.77
VerhLL)
0.38 14-15 >780 240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.89
Vert(CT)
-0.4314-15 >687 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.85
Horz(CT)
0.03 10 n1a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight 213 Ib FT = 20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or2-10-4 oc pudins.
BOT CHORD 2x4 SP No.2'Except'
GOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing.
B2: 2x4 SP No.3
WEBS
1 Row at midpl 6-15
WEBS 2x4 SP No.3
OTHERS 2x4 SP Nc.3
REACTIONS. (size) 2=0-8-0 (min. D-1-8), 15=D-8-0 (min. 0-24), 10=0-M (min. 0.1.8)
Max Horz2=169(LC 8)
Max Uplift2=273(1-C 8), 15=876(LC 4), 10=674(LC 4)
Max Gmv2=777(LC 17), 15=1899(LC 1). 10=1218(LC 1)
FORCES. Qb) - Max. CompJMa Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-919/346, 3-4=581222, 5-6=68/260, 6-7=1472/997, 7-8=1296/912,
8-9=1552/1004, 9-10=1876/1I'll
BOT CHORD 2-17=-363/790,16-17=146I470, 15-16=101/486, 5-15=535/308, 14-15=-787/1391,
13-14=-746/1337, 12-13=746/1337, 10-12=929/1642
WEBS 3-17=381/244, 4-17=31/453, 4-16=765215, 6-15=1770/1042, 7-14=295/360,
S-12=278/394, 9.12=35W,12
NOTES-
1) Unbalanced roof live leads have been considered for this design.
2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.OpsF, h=16ft; Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift atJoint(s) except at --lb) 2=273,
15=876, 1D=674.
LOAD CASE(S) Standard
<\\\�� PN M BC
/ P
E 6051 `}
/
11 STA F /
ORIDP: <(,'
s�l,bqI I,NG?\\\\
111)
5
russ
ruse ype
y
GrenadineC
MW-68-GrenadineSpec
A16
Roof Special Girder
i 7
Job Reference (optional)
ScaMem Truss, Ft Pierce, FL., M961
NOP2x
2.4
II 2G
�iVFh
3x5 =
rn
5x5 = 4x8 = 5x5 =
6x7 = 3x5 = 3x5 = 5x9 = 7 33 34 Te 8 35 9 36
19
2A II
18
3x4 =
17
5x8 =
4x5 =
3x8= 4,11 MT20HS=
2x4 II
Dead Load Dell. = 31161n
2X STP= m
2x4 II
�'O
3x6 =
LOADING(psf)
TCLL 20.0
TCDL 15.0
SCLL 0.0
BCDL 10.0
SPACING- 240-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Inv NO
Code FBC2017/TP12014
CSI.
TC 0.95
BC 0.70
WB 0.94
Matrix -MS
DEFL in Qoc) Udefl Ud
Vert(LL) 0.33 13-15 >888 240
Vert(CT) -0.34 13-15 >879 180
Horz(CT) 0.06 10 We n/a
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight 208 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except' TOP CHORD
Structural wood sheathing directly applied.
T4,T5: 2x4 SP M 31 BOT CHORD
Rigid ceiling directly applied or 4-2-10 oc bracing.
BOT CHORD 2x4 SP M 31 'Except' WEBS
1 Row at midpt 4-17. 6-16
B1: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-141), 16=0-8-0 (min. 0-3-6), 10=0-8-0 (min. 0-1-14)
Max Horz2=150(LC 8)
Max Uplift2=680(LC 8), 16=2899(LC 4). 10=1631(LC 4)
Max Gmv2=1187(LC 17), 16=-0109(LC 32). tO=2236(LC 31)
FORCES. (to) - Max. Comp.IMax. Ten. - Al forces 250 (to) or less except when shown.
TOP CHORD 23=-186211160, 3-30=-1089fT75, 4-30=1089/775, 4-31=-377/590, 31-32=3771590,
5-32=3771590, 5-6=590/872, 6.7= 394913042, 733=355412775, 33-34=3554/2775,
8-34=3554/2775, 8-35=379512934, 3536=3795/2934, 936=3795/2934,
9-10=429313192
BOT CHORD 2-19=1034I7614,19-37=104411640, 1837=1044/1640,18-38=-687/1067,
38-39=687/1067,17-39=-687/1067,16-17=37611452, 5-16=5701462,15-16=2424/3364,
1540=3427/4715, 14-40=-342714715, 1441=3427/4715, 13-41=342714715,
1342=3427/4715, 4243=3427/4715, 12-43=3427/4715, 10-12=2748/3790
WEBS 3-19=228/635, 3-18=758/466, 4-18=332/788, 4-17=206B/1361, B-16=4611/3413,
6-15=402J526, 7-15=772(1162, 8.15=1314/982, 8-13=109/500, 8-12=1069/845,
9-12-816/1246
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsF, h=161t; Cat. II; Exp C; End., GCpl=0.18;
MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
6) P6 truss to bearing
1 I
vide echani connection (by others) of plate capable of withstanding 100 to uplift at joint(s) except ([I --lb) 2=680,E\\\\\ N M
<�4.y"
.I
\P --
L10Elys��
Ntj
PE 605`
1
Continued on page 2
t � i
STA E = /
I
fill
ih
O +
Truss
Inuss lypo
Fly Granadine-C
MW-GBGrenadine pet
A16
Real Special Girder
jUty
1 1
Jab Reference (optional)
Soulhem Tress , FL Pleme, FL, 34951
KM: e."U a ua Ll mla root ezJu a VR n V o mi,art+nousmes, me
I0:gk72aeHo wygRu35g00rgTyMFnX-7B2415e1XBmwgFWitzy_n4B59,YG#tMCQocnan
NOTES-
7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 375 Ib down and 433 lb up at 7-0-0, 209 lb down and 240 lb up at 9-0-12, 209
Ib down and 240 lb up at 11-0-12. 209 lb down and 240 Ib up at 13-0-12, 209 lb down and 240 lb up at 14-0-12, 375 lb down and 433 lb up at 22-6.0, 209 lb down and 240 lb up
at 24-6-12, 209 lb down and 240 lb up at 26-BA2, 209 lb down and 240 lb up at 27.9-0, 209 lb down and 240 lb up at 28-114, and 2D9 lb down and 240 lb up at 30-11-4, and
375 lb down and 433 It, up at 33-0-0 on lop chord, and 45B lb down and 285 lb up at 7-0-0. 91 lb down and 29 lb up at 9-0-12, 91 lb down and 29 lb up at 11.0-12, 91 lb down
and 29 lb up at 13-0-12, 91 lb dawn and 29 lb up at 14-0-12, 540 lb down and 285 lb up at 22-6-0, 122lb down and 29 lb, up at 24-6-12, 1221b down and 29 lb up at 26-&12.
122lb down and 29 lb up at 27-9-0. 172 lb down and 29 lb up at 28-114, and 122 lb dawn and 29 lb up at 30.114, and 540 lb down and 285 lb up at 32-114 on bottom chord.
The dasign/selection of such connection device(s) Is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-3=70, 3-6=-70, 6.7=70, 7-9=70, 9-11=70, 17-24=20, 16-27=20
Concentrated Loads Qb)
Vert 3=201(F) 7=201(F) 9=201(F)19=341(F)18=-67(F) 4=134(F) 15=341(F)13=67(F)12-341(F) 8=134(F) 30=134(F) 31=134 fl 32=134(F) 33=134(F)
34=134(1`) 35=134(F) 36=134(F) 37=67(F) 38=67(F) 39=67(F) 40=67(F) 41=67(F) 42=67(F) 43=-67(F)
r
�tl S7AIE Fe
G///ssoA I i IEI NP \\\
Job A
Tmss
truss type
Qry GmnadineC
Mw-66-GmnadlneSpee
A17
Roof Spedal
JFIY
1 1
Job Reference o tlonal
SaMem Truss, FL Pierce, FL, 30951
Dead Load Deft. - 3/8 in
6.00 F172
5x8 =
p A II
3x5 = 4x6 = 4x8 = 2x4 II 2x4 II 5x8 = 3x5 —
314 =
&1-1 22-11-0 27-9-1 33-7-5 40-00
9-1-1 9.6-15 4-3-0 Lt0.1 erns Rb11
Plate Offsets KY)-
f24:0-2-3.0-1-0)
[2:0.4-12,Edge], 16:0-3-0,0-1-0I, [9:0.2.8,0-2-4), [12:D4-12,Ed9e], [14:0-2-12,0-2-8), [16:0.6.4,0.3-0], [17:0-2-8,0.3-0), [19:0-1.8,0.2-0), [22:D-2-3.0-1-0),
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (too)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL)
-0.24 16-17
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.87
Vert(CT)
-0.6019-21
>795
180
BCLL 0.0
Rep Stress Ina YES
WB 0.96
Hom(CT)
0.22 12
nla
We
BCDL 10.0
Code FSC2017/TPI2014
Matrix -MS
Weight: 257 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP NO2 •FxcepY
T5i 2x4 SP M 31
BOT CHORD 2x4 SP N0.2'Except'
B1:: 2x4 SP M 31, B3,B5: 2x4 SP No.3
WEBS 2x4 SP No.3 'Except'
W11: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. !(size) 2=0-8-0 (min. 0-1-10). 12=0-8-0 (min. D-2-5)
Max Ho=2=207(LC 6)
Max Upli112=538(LC 8), 12=563(LC 9)
Max Gm2=1945(LC 1), 12=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-6-7 of pudins.
BOT CHORD Rigid telling directly applied or 6-11-14 oc bracing.
WEBS 1 Row at midpt 5.19, 6-19
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=34231883, 3-4=3156/823, 4-5=31431850, 5-6=2251/677, 6-7=3325/98t3,
7-8=32611881, 8-9=29211866, 9-10=-3612/941, 10-11�3626/910, 11-12-3470/938
BOT CHORD 2-21=-84112985, 20-21=58612452,19-20=58612452, 7-17=294/206, 16-17=55713229,
12-14=706f3030
WEBS 3-21=-400/291, 5-21=1641632, 5-19=777/413, 6-19=127/264,17-19=290/1965,
6-17=635/2202, 8.17=1 D47/371, 8-16=642/178, 14-16=71213059, 11.14=-5771223,
9-16=229/1233
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16R; Cat 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DDL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
6) Previde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=538,
12=563.
LOAD CASE(S) Standard
-X�\\�\\�P�
0CENS ? �i
E 6051
11 STA
CORIDP
OrNAI ENG�\���
1'1-
Jul,rus5
i msa Type
MY
GrenadineC
MWL8{9enadne pec
Ala
Rodspedal
JUTY I
1 1
Jah Reference o Bonal
3x5 =
.,......_..._-..__..._._-._....._...____._-.._
ID:gk72aeHo wygRu35gO0rgTyMFnX-3WArSn1H3o0EwYgp2NOFAcxV LucLzFVtfiSufgy xu
"6xf2 MT20HS_
5x10 MT20HSs
6.00 12 6 7
20 II
300 48 5x5=5x5=
5 9
3x6 G
2x4 O 10 3x4 J
3 4 11
2221 — - - 6x14= 5x10- - -
20 19 16 15 14
06 _ 49 = 2(4 II 2x4 II 4x6 =
3x4 = 2x4 11
2x4 11
3,5 =
8-11-15 18-8-0 22-it-0 27-9-1 34-2-6 40-0-0
�0.11-15�OA'1�L2(I�LIILI 1 M 1 1l�id
Dead Load Der. = 7116 in
Plate Offsets KY)- [2:0-0-12,Edge],
f
[6:0-03,Edge],
23:0-2-3, 0-1-01. 125:0-2-3.0-1-01
[7:00.53,Edge], [10:0-2-8,0-2-4), [12:0-412,Edge), [14:0-1-12.0.2-0], [17:0.3-4,0-3-0], [18:0-".0-2-12], [20:D-2-4,D-2-0),
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL)
0.34 17-18
>999
240
MT20
2441190
TCDL 15.0
LumberOOL 1.25
BC 0.93
Vert(CT)
-0.7617-18
>629
180
MT20HS
1871143
BCLL 0.0
Rep Stress Ina YES
WB 0.86
Horz(CT)
0.30 12
rda
n1a
BCDL 10.0
Code FBC2017[rP12014
Matdx-MS
Weight 2531b
FT a 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 *Except' TOP CHORD
T4: 2x4 SP M 31 BOT CHORD
BOT CHORD 2x4 SP No.2'Except
B1,B4:2x4 SP M 31, 133,126:20 SP No.3 WEBS
WEBS 2x4 SP No.3 *Except'
W9: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=048-0 (min. 0-1-10), 12=0-e-0 (min. 0-25)
Max H=2=201(LC 6)
Max UplrV=530(LC 8), 12=549(LC 9)
Max Grav2=1952(LC 1), 12=1964(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3448/869, 3-4=-3172/803, 4-5=3075/827, 5-6=2347/661, 6-7=2023/627,
7-8=-3423/968, 8-9=3340/841, 9.10=3416/902, 10-11=3941/966, 11-12�3525/910
BOT CHORD 2-22=-82613012, 21-22=-578/2495, 20-21=-57a/2495, 8-18=-495/268, 17-18�669/3805,
10-17=267/1422, 12-14=687/3083
WEBS 3-22=-003281, 5-22=-1411595, 5-20=726/399, 6-20=137/279, 7.18=62112246,
18-20=29611929, 9-18=1297/427, 9-17=706/233, 11-17=-64f376, 11-14=-0921228,
14-17=-682/3077
Structural wood sheathing directly applied or 2-2-0 cc pudins.
Rigid calling directly applied or 7-1-5 cc bracing: Except
10-0-0 cc bracing: 15-17
1 Row at midpt 5-20
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.OpsF BCDL=5.0psf; h=16tt Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates ere MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
6) ProAde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It -lb) 2=530,
12=549.
LOAD CASE(S) Standard
7 F \ i
Ir P✓= Y605,
P x STA 5�F
°,IN
S °NAI
1i
o .
russ
Treas I ype
GrenadineC
mw- renadir"W
A19
Reef Special
jQty jely
1 1
Job Reference o bona
a tceem I teas, tt. Ylerca, rL.. J UOI
Sz7 =
5>c5 =
Dead Load Dell. = 7/16 in
6.00 Ff2
6
7
3A G
5x6 MT20HS�
5
4
5x9 =
axe G
a
2z4 Q4
2z4 i d
3
Vtl7
5
10
NOP2X STP= 2
a W41
NOM STP=
2z411 p
17
0
1
2x4 II
1
=
axe
1
d 22 21
20
19 18
1 5 14 13
12
3x5 = 4x —
4x10 =
2x4 II
2z4 II 4z10 =
9X6 _
3x4 =
2z4 II
2x4 II
20 II
2z4 II
838 1fi-0.8 22-11-0 27-9-1 i 30.11$ 40.0.0
Plate Offsets (X,Y)- [2:U4-12,Edge],
[6:0.5-4,0.2-8), [7:0.2.8,0-24], [8:0.3.12,0-2-B], [9:0-7.0,0.2.0], [13:0A-0,0-1-12], [18:D-2-4,0-3-12), [17:0-4-12,0-3-4]. [20:0-1-8,0.2.0],
f23:0-2-3,0-1-01.[25:0-2-3.0-1-01
LOADING(psf)
SPACING- 2-0-0
GSL
DEFL
in Qoc)
Vdefl
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.57
Vert(LL)
-0.27 15
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.96
Vert(CT)
-0.6716-17
>716
180
MT20HS
1871143
BCLL 0.0
Rep Stress Ina YES
WB 0.85
Herz(CT)
0.25 11
nla
nla
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight 261 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
T4i 2x4 SP M 31 BOT CHORD
BOT CHORD 2x4 SP No2'ExcepY
B3,B6: 2x4 SP No.3, B4,B5: 2x4 SP M 31
WEBS 2x4 SP No.3 `Except' WEBS
MOB: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-6-0 (min. 0-2-5), 11=04" (min. D-1-10)
Max Horz2=181(LC 6)
Max Uplifl2=506(LC 8), 11=530(1_C 9)
Max Grav2=1965(LC 1). 11=1974(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2J=3506/829, 3-0=-3248f759, 4-5=3168//80, 5-6=2521/611, 6-7=-2724/672,
7.8=3135/673, B-9=-0685/1090, 9-10=-3212r785, 10.11=3555/913
BOT CHORD 2-22=78113069, 21-22=563/2638, 20-21=56312638, 7-17=135/878, 16-17=-849/4753,
8-16=7521227, 11-13=699/3127
WEBS 3.22=-346/249, 5-22=110/511, 5-20-6681353, 6-17=176/951, 17-20=29512219,
8-17=22241672, 9-16=56813097, 9-13=12531218,13-16=-466/3070,10.13=3691251
Structural wood sheathing directly applied or 2-7-0 oc pudins.
Rigid ceiling directly applied or 2-2-0 oc bracing: Except
6-6A oc bracing: 14-16
10.0-0 oc bracing: 17-19
1 Row at midpt 8-17
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.OpsF h=16R; Cat. II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 pat bottom chord five load noncencument with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=506,
11=530.
LOAD CASE(S) Standard
IM -84
PE 6051 `1
iP STA F /irz
i0i �.Ac/!-ll8i
ONALEIN
I
qTruss
Iruss yips
Gienadine-C
MW-68& nenadine-Spec
A20
Roof Specal
July Ivy
1 1
Job Reference o 'oriel
Soulhem T.. , FL Pieia. FL, 34951
2x4
6.00 12 Sx5 =
3x4 = Sx5 =
US= 4x6 = 4x9 = 2x4 II 2x4 II 5x9 = 3x5 —
3x4 = 5x14 MT20HS=
Dead Load Dell. = 318In
III
12
'7
n
IiIII
LOADING(psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina YES
Code FBC2017/TPI2014
CSI.
TC 0.95
BC 0.89
WS 1.00
Mabix-MS
DEFL. in (Ioc) Udell Ud
Vert(LL) -0.27 15-16 >999 240
Vert(CT) -0.6215-16 >769 180
Horc(CT) 0.23 11 rile n/a
PLATES GRIP
MT20 2441190
MT20HS 1871143
Welght 241 Ib FT= 20%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2'Exeept* TOP CHORD
Structural wood sheathing directly applied.
T2,T6: 2x4 SP M 31 BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bradng.
BOT CHORD 2x4 SP No.2 *Except* WEBS
1 Row at midpt
8-16. 9-13
B1,B4:2x4 SP M 31, B3:2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W5: 2x4 SP No.2, W9: 2x4 SP M 31
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-1-10), 11=0-8-0 (min. 0-2-5)
Max 1-1o=2=161(LC 6)
Max Upl'fi2=-496(LC 8). 11=527(LC 9)
Max Gmv2=1945(LC 1), 11=1945(LC 1)
FORCES. (lb) - Max. CompJMam Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=3399/7B4, 3.4=-3158/763, 4-5=3D4Of/91, 5-6=2547/626, 6-7=-3059f/34,
7-8=3370f751, 8-9=493311129, 9-10=-3088/819, 10-11=3378/820
BOT CHORD 2-20=703/295B, 19-20�3062305, 18-19=406f2305, 15-16=78514455, 8.15=296/1412,
11-13=5802928
WEBS 3-2D=48M52, 540=258/746, 5-18=182/583, 6-18=1039/305, &16=180/854,
16-18=4222648, 8-16=1B16/556, 13-15=�875/44a5, 10-13=-152/1103, 9-13=2608/522,
7-16=198N 172
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Ops1; BCDL=5.Opsh, h=1611; Cal 11; Exp C; End., GCpi=0.18;
MWFRS (ernelopa); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load noncenourrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at)oint(s) except Qt=lb) 2=496,
11=627.
LOAD CASE(S) Standard
Joh,
Truss
Imes lype
Ply
6renaMneC
MW-SB-Grenadine-Spec
A21
Roof Spedal
jQty I
1 1
Job Reference (optional)
JoUtft m I Wes , eL Vl 1 . eL.:19eb1
5x5 = 3x4 = 2x4 II Sx5 =
4 5 6 7
4x6 =
3x5 = 3x4
2x4 II
Dead Load Oell. - 7116In
Sx5 = 617 =
9
t t NOP2X STP=
2x4 II
1 t7
12 c
14 13
5x12 = 2x4 II 3x5
&11-5 17-5.6 22-11-0 27-&0 32-0-0 354L0 40-0-0
PA4 -R
Plate Offsets (X,Y)-
[204-12,Edge], [4:D-2-8,0-2-4], V:0-2-0,0.2-0],
M 9:0-24.0-2-01 [22:0-2-3 0-1-01 [24:0-2-3 0-1.01
[9:0-1-12,0-2-12], [10:0-5-0,0-2-8], [11:0-4-12,Edge], [14:058,0-2-4], [16:0.2-8,Edgel, [170.34.0.3-4].
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udell Ud
PLATES GRIP
TCLL. 20.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL) -0.33 16-17 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.92
Vert(CT) -0.7616-17 >635 180
BCLL 0.0
Rep Stress Ina YES
WB 0.99
Horz(CT) 0.25 11 n/a Na
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Weight: 244Ib FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Exwpt'
B1: 2x4 SP M 31, B3,B5: 2x4 SP No.3
WEBS 2x4 SP No.3 •Except-
W6,W1 D: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. D-1-10), 11=0-8-0 (min. 0-2-5)
Max Hoa2=-141(LC 6)
Max Uplifl2=475(LC 8), 11=507(LC 9)
Max Grav2=1945(LC 1), 11=1945(LC 1)
BRACING -
TOP CHORD Strucbfml wood sheathing directly applied or2-1-8 oc pudins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing:
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=34431759, 3-4=31591728, 4-5=2946f744, 5-0=-3712/867, 6-7=-3726/867,
748=4975/1143, 6-9=4939/1040, 9-10=4235/1007, ID-11=-USI/814
BOT CHORD 2.21=682/3009, 20-21=521@481, 19-20=52112481, 6.17=283/167, 16-17=594/3498,
8-16=318/221, 13-14=601/3045, 11-13=602/3040
WEBS 3-21=4171307, 4-21=159/589, 4.19=262f799, 6-19=1108f380, 17-19=-604/2955,
5-17=209f1031, 7-17=-216/599, 7-16=533/1886, 14-16=878/4395, 9.14=-240Bf542,
10-14=34611694
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat II; Exp C; Encl., GCpI=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) AO plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=475,
11=507.
LOAD CASE(S) Standard
i PF
73 1 STA
i OTv�
i/%ass ONgI )I ENG?��\��
Jon,
russ type
QtY ply
Greradme-0
MW-e&Grenadine-Spec
AT2
Raof Speoal Glider
1 1
Job Reference o 8ona1
boumem I rum, m Fie=, rL. mubi
Dead Load Den. a 112 in
3x5 =
517 = 3x6 = 2x4 it
6x6 =
6-00 F12 4 5 6 7 8
3x4 G 3x4
3 4 9 5x5 = 5x5 = ,h
IS 210
N0P2X STP= 1 N0P2X STP=
2x4 11 2 46.9=-6x14=—
? I
72 m
t 13
1g zz 21 zo 19 is 15 to 33
3x5 =
2x4 11 5x5 = 5x8 = 2x6 II W II 5x10 = 3x8 = 3X —
534 '0-M 1&&8 22-11-0 27-941 32-0-8 37-0.0 40 H
Sad 1 4812 I 6-5-8 l &5:8 4-t0-0-7-e
Plate Offsets (X,Y) - [2:0.4-.12,Edge), 14:0-5-0,0-2.81. [8:038,0-2-4], [10:0-2-4,0-3A], [11:0.2-8,0-23], [14:0-3-8,0-1.8], [17:0.7-0,Edge], [18:0-3-0,0-3-4), [19:0.3-0,0-0-8], [20:0.1.8
,0-2-0],[21:0-2-8,0-3-0],[23:0-2-3,0-1-0],[25:0-2-3,0-1-0]
LOADING(psf) SPACING- 2-0-0 CSI, DEFL in Qoc) Udell Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.38 17-18 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.84 17-18 >571 180
BCLL 0.0 Rep Stress Ina NO WB 0.78 Horz(CT) 0.27 12 n/a We
BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Welght• 2401b Fr= 20%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 *Except TOP CHORD Structural wood sheathing directly applied or 1-11-6 oc pudins.
T2,T4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-8-11 oc bracing.
BOT CHORD 2x4 SP No.2 *Except*
B3,B5: 2x4 SP No.3, B4,B6: 2x4 SP M 31
WEBS 2x4 SP No.3 'Except*
W& 2x4 SP No.2, W10: 2x4 SP M 31
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. D-2-5),12--0-8-0 (min. 0.1-12)
Max Horz2=12l(LC 6)
Max UpIi02=-459(LC 8), 12=-605(LC 9)
Max Gmv2=1956(LC 1), 12=2114(LC 1)
FORCES. (to) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3523/847, 3-4=3093/817, 4-5=3513/964, 5-6=-4771/1274, 6-7=4771/1274,
7-8=-4804/1278, 8-9=507611265, 9-10=5053/1260, 10-11 =-3512/938, 11-12=3823/989
BOT CHORD 2-22=755/3085, 21-22=755/3085, 20-21=64112696, 7.18= 3831223, 17-18=911/4237,
14-15=1360/5710, 14-33=813/3370, 12-03=81313370
WEBS 3-21=-450/243, 4.21=-671403, 4-20=396/1129, 5-20=-12321472,1&20=855/3445,
5-18=-363/1431, &18=356/864, 15-17=-106814675, 9-17=2141280, 9-15�330/190,
10-15=14921436,10-14=25621676, 11-14=-375/1523, e-17=311I1489
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=169mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsh h=161q Cat II; Exp C; Encl.. GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water ponding. -
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonoorimmard with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at]olnt(s) except ()t=1b) 2=459,
12=605.
7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 238 lb down and 138lb up at 374-12
on bottom chord. The designtselec0on of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). \\ \PN M
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Uniform Loads (plf) -UL
i v\
Verb 1-4=70, 4-8=70, 8-10=70, ID-11=70, 11-13=70, 19.27=20, 17-18=20, 1630=2g
PE 6Q51 +
Continued on 2 = b t I
page 3 \\ S7A
/J/sso/111i IE11O \\\
I&
o
maS
Iniss lype
Lny I.y GrenedineC
MWS9SrenadineSpec
/32
Reef Special Girder
1 1
Job Reference o 8onal
Soumemlruss,
LOAD CASES) Standard
Concentrated Loads (lb)
Vert 33=181(B)
ID:gk72aeHo wygRu35gO0rgTyMFnX•QUzkWjOuL1XOJZnnvcQefeLoMdO0ElE1NotKtyKbxp
J90
IMSS
I mss I ype
Uly Fly
GrenadineC
MW.68-GrenadineSpec
A23
Roof Special
1 1
.loh Reference (optional)
Southern Tms. FL Pierce, FL. 34951
2 2x4
Dead Load Deft. = 3/16 in
5x5 =
3x4 = 3x6 = NOP2X STP= 3x6 = NOP2X STP= US =
3xS = 3x8 = 3x4 = 3x4 =
7-6-5 13d-0 22-8-0 28 0 0 L
7-6-5 &' F" 4.d.n ce-n
Plate Offsets fX.Y)- 19
030 0-2-01 r11 0.2-12 0-1-81
118.0-2-3 0-1-M
LOADING(psr)
SPACING- 24)-0
CS].
DEFL
in Doc)
0de8
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL)
-0.17 14-15
>999
240
MT20 244/190
TCOL 15.0
Lumber DOL 1.25
BC 0.64
Vart(CT)
-0,3614-15
>765
180
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Hom(CT)
0.03 14
n/a
n1a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight 185 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc puriins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 043-0 except Qrlength) ll=Mechanical.
01b)- Max Hom2=139(LC 8)
Max Uplift All uplift 100 lb or less at joint(s)11 except 2=-320(LC 8), 14=376(LC 9),12=279(LC 9)
Max Grev All reactions 250 to or less atjoint(s) except 11=270(LC 18). 2=1103(LC 1), 14=1308(LC 1). 12=849(LC
1)
FORCES. 6b) - Max. CompJMax. Ten. - All forces 250 0b) or less except when shown.
TOP CHORD 2-3--1626/429. 3-4=1412/410, 4-5=1364/441, 5-6=11611346, 6-7=641319,
7-8=64I319, B-9=64/319, 9-10=93/358
BOT CHORD 2-17=399/1395, 16-17=154/933, 15-1 6=1 54/933, 14-15=1411619, 13-14=-319/205,
12-13=319205
WEBS 3-17�370262, 4-17=.181/496, 4-15-214/585, S-15=813/328, 6.15=-133/724,
6-14=1251/383, 7-14=336/200, 8-12=-481223, 10-12=-482261
NOTES-
1) Unbalanced roof rive loads have been considered for this design.
2) Wind: ASCE 7.10: Vult--160mph (3-second gust) Vesd=124mph; TCDL=S.GpsF BCDL=5.Dps(; h=16ft Cat 11; 6cp C; Encl., GCpi=0.1f3;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads
6) Refer to girders) for truss to truss cennectlons.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) I I except (It -lb) 2=320.
14=376, 12=279.
LOAD CASE(S) Standard
J PE 6D5y �
� t
P1 STA F /*
�F���
o/VAI I E1�' \\\\
ion
Truss
Imes I ype
Qty Ply
GrenadineC
MW38-Grenadne pec
Bi
Common
5 /
Jab Reference o Bonal
Southern Truss, R Pierce, FL, 34951
4x4 =
Dead Load Dell. = Us in
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.08 7-14 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 SC 0.60 Vert(CT) -0.20 7-14 >999 180
BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(CT) 0.04 6 n1a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weighb1011b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-9 on puriins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (sae) 6=0-8-0 (min. 0-1-8), 2=0-8-0 (min. 0-1-8)
M= Horz2=139(LC 8)
Max Upli86=257(1-C 9), 2=324(1C 8)
Max Gmv6=953(LC 1), 2=1112(LC 1)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=16461435, 3-4=1433/416, 4-5=1458/435, 5-6=1659/456
BOT CHORD 2-9=405/1413, 8-9=166/951, 7-8=166/951, 6-7=329/1446
WEBS 4-7=192/547, 5-7=390/274, 4-9=V0/508, 39=369/262
NOTES-
1) Unbalanced robf live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf, h=16ik Cat II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless othenvise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcwrent with any other live loads.
5) Provide mechanical connection (by others) of truss, to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot--lb) 6=257,
2=324.
LOAD CASE(S) Standard
Ig
4ta
jJ56
puss
loss jype
wry Piy
�MW-6&GrenadneSpec
82
COMMON
8 1
Job Refference (optional)
JoblGreReference
Southern Truss, FL Pierce, FL, 34951
44 =
7-55 13-g-11 21."
7-fi-5 I 6 ,61 1 7-6-5
Dead Load Den. =1/8 in
K4 II ]
0
Plate Offsets MY)—
12:0-0,4.Edgel,16:0-0-4,Edge1. 111:0-2.9,0-0-81, f13:0-2-3,0-0-81
LOADING(psl)
SPACING- 2-0-0
CSI.
DEFL
in (loc)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.37
Vert(LL)
-0.08 10-17
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.58
Vert(CT)
-0.1810-17
>999
1B0
BCLL 0.0
Rep Stress lna YES
WB 0.19
Horz(CT)
0.04 6
We
We
BCDL 10.0
Code FBC2017/fP12014
Matrix -MS
Weight 107 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=D-8-0 (min. D-1-8), 6=048-0 (min. D-1-8)
Max Horz2=127(LC 7)
Max Upli82---323(LC 8), 6�323(LC 9)
Max Gmv2=1105(LC 1), 6=1105(LC 1)
FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 23=1632/432, 3-4=1419/413, 4-5=1419/413, 5-6=1632/432
BOT CHORD 2-10=380/1400, 9-10=140/937, 8-9=140/937, 6-8=263/1400
WEBS 4-8=172/610, 5-8=369/262, 4-10=171/510, 3-10=-369/262
BRACING -
TOP CHORD Structural wood sheathing directly applied or4-3-12 oc pur ins.
BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing.
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Dpsf; BCDL=5.Dpsf, h=16R; Cat. 11; Exp C; Encl., GCpl=0.18;
MWFRB (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100lb uplift atjoint(s) except (It --lb) 2=323,
6=323.
LOAD CASE(S) Standard
Jop
IMSS
I rush I ype
y
Grenedira C
MW-69Gianadine-Spea
63
Cammon supported Gable
7 1
Jab Reference o Bonal
Southern Truss, FL Pierce, FL, 34951
4x4 =
3x4 =
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in (loc)/deft L/d
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.33
Vert(LL) -0.03 13 n/r 120
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.09
Vert(CT) -9.06 13 n/r 90
SCLL 0.0
Rep Stress Ina YES
WB 0.08
Horz(CT) 0.00 12 n/a n/a
BCDL 10.0
Code FBC2017frP12014
Matrix-S
Weight 119 Ib FT = 20%
.LUMBER-
BRACING -
TOP CHORD 2M SP No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
'
REACTIONS. Allbeadngs21-0-0.
(lb) - Max Horz2=127(LC 7)
Max Uplift All uplift 100lb or less atjolnt(s) 20, 21, 22, 23, 17, 16, 15. 14 except 2>122(1..0 4).
12=104(LC 5)
Max Grav All reactions 250 lb or less at jolnt(s)18, 20, 21, 22, 23, 17, 16, 16,14 except 2=321(LC 1),
12=321(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7'-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (nonnel to the face), see Standard Industry Gable
End Details as applicable, or consult qualified buildingdesigner as per ANSIrrPI 1.
4) All plates are tx4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load noncorimment with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at ]oinks) 20, 21, 22, 23, 17, 16. 15.
14 except at --lb) 2=122, 12=104.
9) Beveled plate or shim required to provide full bearing surface with truss chordatjoint(s) 2, 12.
LOAD CASE(S) Standard
0 �� �IGE)
r
Fiz
� 6051 `I
t t I
C) c%All
<ORIDP:
////'sONA� i E�G��\\\\
o
was
russ ype
y GrenadlneC
MW-68GrenadmeSpec
C7
Half Hip Girder
7 1
Job Reference o tional
7x8 _ 1x4 II Dead Load Deli. = 118 in
2 13 14 3 15 16 4
9 17 8 2x6 It
3x5 = 2x6 II
7-0-0 9-8-0 11 &0 1475 16-M
7-0
Plate Offsets fXY)—
11.0-2-e Edael 12 0-6-0.0-2-e1 f4
D-2-0
0-2-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. In
Qoc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL) 0.17
9-12
>518
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.64
Vert(CT) -0.18
9-12
>482
180
BCLL 0.0
Rep Stress Ina NO
INS 0.31
Hom(CT) -0.00
1
n/a
n1a
BCDL 10.0
Code FBC2017r7P12014
Matrix -MS
Weight 791b FT= 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 ao puffins, except
BOT CHORD M SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-0 ad bracing.
REACTIONS. All bearings 9-8A except at -length) 5=1-8-0, B=D38, 6=038.
(lb)- Max Harz 1=251(LC 8)
Max Uplift All uplift 100 lb or less at Joint(s) 6 except 1=153(LC 8), 5=818(LC 5), 9=1196(LC 8), 8=155(LC
6)
Max Gmv All reactions 2601b or less atJoint(s) 8 except 1=345(LC 29), 5=1018(LC 32), 9=1691(LC 32),
6=266(LC 3), 1=322(LC 1)
FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-13=548/437, 13-14=548/437, 3-14=548/437, 3-15=548/437,15-16=-64B/437,
4-16=648/437, 4-5=927/815
WEBS 2-9=1021/915, 2-7=-099/640, 3-7=7311715, 4-7=-536/677
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 60mph (3-second gust) Vasd=124mph; TCDL=S.Opsf,, BCDL=S.Opst h=16ft; Cat I% Exp C; ParL End.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 6 except Qrlb) 1=153,
5=818, 9=1196, 8=155, 1=153.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)426 lb doom and 484lb up at 7-0-0.
230 lb down and 261 lb up at 9b12, 230 lb down and 261 lb up at 11-0-12, 230 lb down and 261 to up at 13-0-12, and 228 lb down and
257 lb up at 15-DA2, and 223 lb down and 2451b up at 15-10-4 on top chord, and 458 lb down and 285 lb up at 7-0-0, 91 lb down and 29
Ito up at 9-0-12, 81 lb down and 29 lb up at 11-0-12, 91 lb dawn and 29 lb up at 13-D-12, and 95 lb down and 26 lb up at 15-0-12, and 117
Ib down and 24 lb up at 15-10-4 on bottom chord. The designlselection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
lConcentra0dLeads0(Ib) =70, slo=zo \\\\\ M
Vert 2=201(F) 6=89(F) 9=341(F) 4=-182(F)13=134(F)14=134(F)15=134(F)16=141(F)17=67(F)18�7(F)19=67(�� �� �Z
20=69(F) �L1GE/ys��`�
IZ i Pp rant.
STA
i�f/ss oNq, Et'
jcp
Truss
Imes jypo
y
GrenaemaC
MWE&GrenadineSpec
CJ2
Jack -Open Girder
1 1
Joh Reference footiona0
Scuthem Truss, FL Pierce, FL. 34951
Plate Offsets XY)—
f2:G-3-13,Edce1 f5:D-2-3 0-0-81
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL.
In
(Ioc)
Udell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL)
-O.D4
4-9
>999
240
UT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.29
Vert(CT)
0.03
4-9
>999
180
SCLL 0.0
Rep Stress Inv NO
WS 0.00
Hom(CT)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017ffP12014
Matrix -MP
Weight: 19 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechanica1,2=0-10-15 (min. 0-i-8),4=Mechaniwl
Max Horz"35(LC 20)
Max UpIW--38(LC 8), 2=319(LC 4), 4= 43(LC 17)
Max Grav3=56(LC 31), 2=382(LC 1).4=80(LC 20)
FORCES. (lb) - Max Comp,JMax Ten. - All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16f1; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent vnth any other live leads.
3) Refer to girders) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at jolnt(s) 3, 4 except (It -lb) 2=319.
5) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb doom and 28lb up at 1-6-1. and
108 lb down and 138Ib up at 1.6.1 on top chord, and 81b down and 161b up at 1-6-1, and 45lb doom and 961b up at 1-6-1 on bottom
chord. The desigNselection of such connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the few of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Uniform Loadsi(pif)
Vert 1.3=70, 4-7=20
Concentrated Loads (lb)
Vert 1D=57(B)11=47(F=7, B=53)
o
russ
fuss type
y
Grenadine-C
MW-eB-GrenadineSpec
G7
Diagmal Hip Girder
4 1
Job Reference Iooeone0
Southern Truss, FL Pierce, FL, 34e51 Kum a.zm 5 Oa zi -'-- aZu a V-.line RE
mBausmes, con anovru c�7PJFzOxjID:gk72aeHo_wygRu35gOergTyMFnX-EeK7mXoBUCBjg6wOnhffi
-2-g-15 5-W 9-9-5' 2-9-15 5-1-3 4-0-1
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Ina
NO
Code FBC2017/TP12014
CSI.
DEFL in (loc) Udell Lid
PLATES GRIP
TC 0.75
Vert(LL) -0.10 7-12 >999 240
MT20 244/190
BC 0.73
Vert(CT) 0.09 7-12 >999 180
WB 0.44
Horz(CT) 0.01 6 n/a n/a
Matrix -MS
Weight 48 to FT=20%
BRACING.
TOP CHORD Structural wood sheathing directly applied or 5-2-14 oc puriins.
BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing.
REACTIONS. (size) 4-Mechanical, 2=0-10-15 (min. 0-1-8), 6=Mechanical
Max Horz2=320(LC 4)
Max Upli84=179(LC 4), 2=461(LC 4), 6=228(1-C 8)
Max Gmv4=167(LC 1), 2=672(LC 31), 6=416(LC 31)
FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 2-13= 927/426,13-14>872/438, 3-14=839/431
BOT CHORD 2-16=5691855, 16-17=569/855, 7-17=-569/855, 7-18=569/855, 6-18=569/855
WEBS 3-7=0/284, 3-6=-923/614
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16tt; Cat. II; Exp C; Part. End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss is not designed to support a ceiling and is not Intended for use where aesthetics am a consideration.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunem with any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) 4=179,
2=461. 6=228.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)139 lb down and 138 lb up at 1-6-1,
139 to down and 1381b up at 1-6-1, 108 to down and 104 to up at 44-0. 108 lb down and 104 to up at 4-4-0, and 175 lb down and 188 to
up at 7-1-15, and 1751b down and 188 to up at 7-1-15 on top chord, and 45lb down and 96 to up at 1-6-1, 45 lb down and 96lb up at
1-6-1. 36Ib down and 3lb up at 44-0, 36 Ito down and 3 Ib up at 44-0, and 59 lb down and 27 Ib up at 7-1-15, and 59 lb down and 27 lb
up at 7-1-15 on bottom chord. The design/selection of such connection devices) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as frond (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Uniform Loads. (ptf)
Vert 14=70, 6-10=20
Concentrated Loads (lb)
Vert 13=115(F=57, B=57)15=75(F=38, 8=38)16=107(F=53, B=53)18=54(F=27, B=27)
Jan.
Inuss
FUSS Type
My
G=.dhe -C
MWL&Grenadne-Spec
CJ21
Giag.d Mp Glider
July
1 1
Job Reference o [ionel
Sou era Tnm, FL Pierce. FL.. M951
LOADING(psf)
SPACING- 240-0
CSI.
DEFL in
goo) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL) 0.05
7 >903 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.47
Vert(CT) 0.05
7 >999 180
BCLL 0.0
Rep Stress Ina NO
WB 0.00
Horz(CT) 0.02
3 We rda
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Weight 21 lb FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-11-5 oc pudlns.
BOT CHORD 2x4 SP No2
BOT CHORD
Rigid calling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
'
REACTIONS. (size) 3=Mechanical, 2=0-5-11 (min. 0-1-8), 4=Mechanical
Max Horz2=144(LC 4)
Max Uplift3=36(LC 8), 2=378(1-C 4), 4=-60(LC 17)
Max Gmv3=41(LC 31). 2=464(LC 1), 4=93(LC 20)
FORCES. Qb) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsr; BCDL=5.Ops , h=16ft; Cat. II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load noncencument With any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 3,4 except at --lb) 2=378.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb down and 28lb up at 1-6-1, and
108 lb down and 138 lb up at 1-6-1 on top chord, and 8lb down and 16 lb up at 1-6-1, and 45 It, doom and 96 It, up at 1fr1 on bottom
chord. The design/selectian of such connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pt)
Vert 1-3=70, 4-7=20
Concentrated Loads Qb)
Vert 11=57(B)12=47(F=7, B=53)
Nss
Naa Type
Qty Ply Grenadine
MVV &GmedineSpec
J7
Jack -Open
I
9 1
I
Job Reference o Donal
Saa em Trun, Ft Pleura, FL, s4951 - Run: a33o3 OM z12018
Pn= e.23u a UMZI 2u15 MI I CK InauMe9, Inc. Set NOV lu 11:11;.2mn re el
ID:gk72aeHo_wygRu35gODrgTyMFnX-BOSIADpR7of(DYAJJcIIBLnnbX9u2gQsdk4cOy bxh
-2-0-0 11-2
1
0
2-0-0 I 1-0-0 '
Plate Offsets (X,Y)— f2:0-4-4,Edge1 I5:0-2.3 0-0-81
LOADING(psf) SPACING- 24)-0 CSI. DEFL in (too) Ildell Lld PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.OD 9 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 9 >999 180
BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) -0.00 4 Wa Na
BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight lO lb FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc pudins.
BOT CHORD 2z4 SP No2 BOT CHORD Rigid ceiling directly applied or 1D-D-0 cc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 3--Mechanical, 2=04-0 (min. 0-1-8), 4--Mechanical
Max Hom2=76(LC 8)
Max UpIKG=39(LC 1), 2=160(1-C %4=68(LC 1)
Max Grev3=27(LC 10), 2=340(LC 1), 4=45(LC 4)
FORCES. (to) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuq=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=161111; Cat. 11; Exp C; Part End.,
GCpf=0.55; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has'been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) 3,4 except rib) 2=160.
LOAD CASE(S) Standard
IM - e4 /�/�/���i
PE 6051
ail t
OI '
� t STA
ORIDP: O����
NAL E\\
NG� .7 l
a
m9s
MSGype
y erewdlneC
Mwb& renadneSpee
J1A
Ja kOpen
3 1
Jab Reference o tionat
Southern Truss, Ft Pierre, FL., 34951
2x4 =
1-0-0
' 1-0.0
Plate Oftsets(X,Y)— 11:0-1.4,Edual
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL,
in
(too)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TO 0.01
Ved(LL)
-0.OD
6
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.01
Vert(CT)
-0.00
6
>999
ISO
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Hurz(CT)
-0.00
2
n/a
rda
BCDL 10.0
Code FBC2017/IP12014
Matrix -MP
Weight 3lb FT=20%
LUMBER -
TOP CHORD 2z4 SP No2
BOT CHORD 2x4 SP No2
REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 2=Mechanlwl, 3=Mechanical
Max Harz 1=35(LC 8)
Max Upliftl=l5(LC 8). 2=25(LC 8). 3=10(LC 8)
Max Gravl=46(LC 13), 2=31(LC 13). 3=21(1-C 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins.
BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; VuIr160mph (3second gust) Vasd=124mph; TCDL=S.Opsh BCDL=S.Opst,, h=16ft; Cat II; Exp C; Part Encl.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise Indicated.
3) This truss hasibeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to glrder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s)1, 2.3.
LOAD CASE(S) Standard
4L GE
PE
t
a I
I
` STA F x
ORIDP.a�t \\��
3�
(Jc.G'
Nss
ype
y
Grenadine-C
MVJ�inGrenaduteSpee
J3
Jadc-Open
ck-
7 1
Job Reference [optional)
50UMOm miss, K rIefea, M.. b Wbl nun: a1Ju s ua Ll Lula rnnc ..." a UM Al zmo MI I eR Inausala5, Ina Sal nov lu y;,,:a,
_ [ul6 re e 1
ID:gk72aeHowygRu35gODrgTyMFnX-7PaWbvrh)UWDsKiROnmGm3CGOEIMyJiK--,.y bxf
-2-0-1 3-0-0
2 0 0 I 3-04)
P
3-0-o i
s0.0
Plate Offsets MY)— t2:0-6-4.0-0-101,
f5:0.2.3.0-0-81
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
In
(IDD)
VdeO
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL)
-0.01
4-9
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.06
Vert(CT)
-0.01
4-9
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.00
3
n1a
n1a
BCDL 10.0
Code FBC20171TP12014
Matrix -MP
Weight 16 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=1VIechanical, 2=0-8-0 (min, 0-"), 4=Mechanical
Max Horz2=146(LC 8)
Max UpIWt 78(1-C 8), 2=137(LC 8)
Max Grav3=86(1-C 13), 2=328(LC 1).4=45(LC 3)
FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or lass except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=5.OpsF h=16R; Cat. 11; Exp C; Part. End.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b) 2--137.
LOAD CASE(S) Standard
/,///Xi
J PE 6Oj1 �t
I
b STA C)F/ 3 1p°
%ids �CDRID?•a�t���
ONAI � EN,'������
2r1)
o,
fruss
rush ype
y
Grene6ne-O
W-
M61.nadine pee
im
J k-Open
1 t
Job Reference (optional)
SouNem Trues, FL Pierce, FL, 34951 rtun: s,tuu s u ,I ...
I... ornmWre mnerc msusmme aa, noWv -m
ID:gk72aeH_wygRu35gODrRDnmODcwlMaywJiKcxuDmBUrla ,
d
3-0-0
3-0-0
2x4 =
Plate Offsets KY)— 11:0-1-4
Edge]
LOADING lost)
SPACING- 240-0
CSI.
DEFL.
In
(loc)
Vdefl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.12
Vert(LL)
0.01
3-6
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.11
Vert(CT)
-0.01
3-6
>999
180
BCLL 0.0
Rep Strew Inrr YES
WS 0.00
Horz(CT)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MP
Weight 10lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No2
REACTIONS. (size) 1=0-8-0 (min. D-1-8), 2=Mechanical, 3=Mechanical
Max Horz 1=105(LC 8)
Max Upliftl=48(LC 8), 2=91(LC 8), 3=12(1-C 8)
Max Gmvl=139(LC 13), 2=105(LC 13), 3=57(LC 3)
FORCES. (Ib) - Max CompJMax. Ten. - Al forces 25D (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-D-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCDL=S.Gpsr; BCDL=5.OpsF h=16ft Cat II; Exp C; Part. End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss haslbeen designed for a 10.0 psf bottom chord live load noncencumenl with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)1, 2, 3.
LOAD CASE(S) Standard
0\111
k /J
v� ! PF.I6os•f ��t
1
STA F
/
//�s�CNAf I IING�? \
MWEafirenadine pee
2x4 = 20 II
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in
(Ioc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.24
Vert(LL) -0.01
3-6 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.36
Vert(CT) -0.02
3-6 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT) 0.00
1 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MP
Weight ll lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc pudins, except
BOT CHORD 2x4 SP No2
and verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid calling directly applied or 1D-0-0 oc bracing.
REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 3=Mechanical
Max Homl=71(LC 8)
Max Uplift1=89(LC 8), 3=125(LC 8)
Max Gmv1=283(LC 1), 3=275(LC 28)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vulr1 SOmph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=16fk Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates ere MT20 plates unless otherwise Indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s)1 except (V-lb) 3=125.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 68lb up at 2-6-8 on top
chord, and 250 lb down and 107 lb up at 1-0-12, and 78 lb down and 60 to up at 2-6-8 on bottom chord. The design/selection of such
connection device(s) Is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front(F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plj
Vert 1-2=70, 34=20
Concentrated Loads (lb)
Vert 8=250(F) 9=23(B)
�M
li 1<jCElys I i
}� F
EN
STA! X
Illd'/Q
2e3
JW
L mss
1russ lype
Fly Grenadine-C
MWZ& mmdine Spec
J5
JUIY
1 Jack-Cpen
7 1
I
Job Reference (optional)
aaumem Truax, FL Pierce, FL, a4551
Plate Offsets (X Y}. 12.0-3-4,Edge1
15.0.2-30-D-81
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL)
0.05
4-9
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.24
Vert(CT)
-0.06
4-9
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Hoa(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MP
Weight 22 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical,2=0-8-0 (min. 0-1-8),4=Mechanical
Max Hom2=217(LC 8)
Max Upl fC 151(LC 8), 2=159(LC 8), 4=-4(LC 8)
Max Grav3=169(LC 13), 2=397(LC 1), 4=89(LC 3)
FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (to) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purilns.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=S.OpsF, BCDL=5.Opsf, h=16R, Cat. 11; Exp C; Part. End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless othery ise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at)oinl(s) 4 except at -lb) 3=151,
2-159.
LOAD CASE(S) Standard
+�CEA(,
F.\cl
'-jj-�--,i / PE 6051 `
}t}
STA QFp / S
ORIDP:
2l7
Truss
Nss iype
y Grenadine
MWiS-GrenadineSpec
J5A
Jack -Open
1 1
Job Reference (optional)
soumem truss , rL pierce,
2K4 =
iron: a.ebu s ua n zmb root u.zzu s un n amu Mi i ex mcusmes, me bm rrov ru rznz:a+emb pa e r
ID:gk72aeHo_wygRu35gOOrgTyMFnX-X_FeExtagKIMJ2H69LTuPhiacBUZJ390vSrHdy xc
Plate Offsets (X Y)— t1:0-1-4
Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Lid
PLATES
GR)P
TCLL 20.0
Plate Grip DOL 1.25
TC 0.39
Vert(LL)
0.07
3-6
>905
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.31
Vert(CT)
-0.07
3-6
>816
180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT)
-0.00
2
nfa
Na
BCDL 10.0
Code FBC20171TP12014
Matrix -MP
Weight 16 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 2=Mechanical, 3=Mechanlcal
Max Hoa1=176(LC 8)
Max Upliftl=B7(LC 8), 2=159(LC 8), 3=13(LC 8)
Max Gmvl=233(LC 13), 2=180(LC 13), 3=96(LC 3)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES -
I) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16ft; Cat 11; Exp C; Part. End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcuaent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s)1, 3 except 0t=1b) 2=159.
LOAD CASE(S) Standard
STAE
ID
OR
%� oNAI i I INGa\\\\
o''i
o
cuss
russ I ypa
My
GienadineC
MW� B-GienadaeSpec
J/
Jab.-0pen
ILITY I
17 1
Jab Reference (optional)
Saudi. Truss, FL Pie.. FL., M951
Run: Eno s Cd 21 2016 PdeR 8.230 a Oct 27 2076 MTak ntlustdes, Inc. ael Nw 1012:72:55 2D18 Page 1
_ ID:gk72aeHowygRu35gO0rgTyMFN(-X_FeExtagKlh4J2H69LTuPhdtc7hV39ovSrHdyKbxc
Dead Load Den. = V8 in
Plate Offsets (XY)--
f2:0-64.0-0.101 f5:0-2-30-0-81
LOADING(psf)
SPACING- 24)-0
C51.
DEFL.
in
Qoc)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL)
0.20
4-9
>409
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.55
Vert(CT)
-0.24
4-9
>348
180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Hom(CT)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2017RP12014
Matrix -MP
Weight. 28 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 3--Mechanical, 2=0-8-0 (min. 0-1-8), 4--Mechanical
Max Hmz2=288(LC 8)
Max Upll*3 221(LC 8), 2=188(LC 8), 4=9(LC 8)
Max Gmv3=248(LC 13), 2=478(LC 1), 4=131(LC 3)
FORCES. (lb) - Max. CompJMa . Ten. - All farces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf, h=1611; Cot II; Exp C; Part. End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise Indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd Wth any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical conneddon (by others) of truss to hearing plate capable of withstanding 100 to uplift at)oint(s) 4 except (It -lb) 3=221,
2=188.
LOAD CASE(S) Standard
P
E 605� �
1
�3 i STA f�F J
LE
i fill
o
ruse
Inusis type
Uty Fly 6renadineC
mw-as-0rena&m P.c
J7A
Jack-0pen
I
1 1
Jab Reference (optional)
saumem i rvss . r� nerce, ram, ;wam ,,,,,,. _.•.,� _ ..,.. � .,,,o �,,,,. ,,..,.. o....,., .., �,. �.�� �.., ��.___.._......_. _...._.._ ._.._.__ __._ . _'_ .
ID:gk72aeHo_wygRu35gO0rgTyMFnX-?ApiRHuCbeOXRdTgssiRcDnR75nImJIFZCOg3yKbxb
7-0-0 _
7-0-0
Dead Load Dell. = 3116 in
b
Plate Offsets (X Y)--
11:0.6-8,0-0.101
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in
(loc)
1/deg
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.83
Vert(LL)
0.24
3-0
>344
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.63
Vert(CT)
-0.28
3-6
>301
180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT)
-0.01
2
rda
n1a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MP
Weight 22 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. '(size) 1=0-8-0 (min. 0-1-8), 2—Mechanical, 3--Mechanical
Max Ho21=247(LC 8)
Max Uplift1=115(LC 6), 2=226(LC 8), 3=15(LC 8)
Max Gmvl=328(LC 13), 2=256(LC 13), 3=136(LC 3)
FORCES. (lb) - Max. CompJMax. Tan. - All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsh h=161k Cal. II; Exp C; Part. Encl.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise Indicated.
3) This truss has been designed for a 10.0 psf bcaom chord live load nonconcument with any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 3 except at --lb) 1=115,
2=226.
LOAD CASE(S) Standard
\��� I M' B/qq,
� f PE 605�
izq `
1
I
1 I
=7J t sra t: F / x
ORIDP:
llJill�G� \\\
2�i
o
mm
Nss ype
Fly
GranatlNEC
MW38-GrenadneSpec
J21
Jack -Open GiNar
JULY I
1 1
Job Reference o 0anal
OaP 1
Soulnem Tales, FL Pier¢, FL, M951 ID: k72aeHo6 ogRu35 00 T82FrUC-UNNPecvNM VOJdCfDaN c' oat Nov t01212572. 1 agg�a
9 `M' q rg YM q Y xzgm20PkE1DZRTIxyMWyKam
2-10-B
r 2-10-8
2-10-B
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL In
(loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.43
Vert(LL) 0.02
3-5 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.87
Vert(CT) -0.03
3-5 >999 180
BCLL 0.0
Rep Stress Inv NO
WB 0.00
Horz(CT) 0.00
3 n/a Ne
BCDL 10.0
Code FBC2017rrP12014
Matrix -MP
Weight 12 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP N0.2
TOP CHORD
Structural wood sheathing directly applied or 2-10-8 0o pudins.
BOT CHORD 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 7-10-11 cc bracing.
REACTIONS. (size) 1=0-4-0 (min. 0.1-8), 2=Mechanical, 3=Mechanical
Max Horz1=7O(LC 21)
Max Upiifr1=336(LC 8). 2=72(1-C 8), 3=130(LC 8)
Max Gmv1=1260(LC 1), 2=160(LC 1). 3=483(LC 1)
FORCES. (lb) - Max. CompJlvl . Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF, BCDL=5.OpsF h=16fk Cal 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift atjoint(s) 2 except rib) 1=336,
3=130.
6) Hangers) or other connection device(s) shall be provided suf dent to support concentrated load(s) 1651 lb down and 463 lb up at 0-114
on bottom chord. The design/selection of such connection devices) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-2=70, 1 3=20
Concentrated Loads Qb)
Vert 5=1651(F)
UD
2x4 4
LOADING(psf) SPACING- 2-D-0 CSI. DEFL, In (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ve t(LL) n/a - n/a 999 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.03 Verl(CT) n/a - n/a 999
BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a We
BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 5lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP ND.3 TOP CHORD Structural wood sheathing directly applied or 240-0 oc pudins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 Do bracing.
REACTIONS. (size) 1=2-M (min. 0-1.8), 2=2-0.0 (min. 04-8), 3=240-0 (min. 0-1-8)
Max Horzt=35(LC 8)
Max Upliftl=12(LC 8), 2=36(LC 8)
Max Gmvl=62(LC 1), 2=48(LC 1), 3=28(LC 3)
FORCES. (lb) - Max CDmp./Max Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF BCDL=S.OpsF, h=16t Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 pal bottom chord live load nonooncurrent with any other live loads.
4) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 2.
LOAD CASE(S) Standard
IM
1GEiv& i
Piz 6051 �
'n(
%if
I
7;13I1 STA F r*
OR(DP/<�
s o1VAi I Gam\\\\
UI
I70
Inuss
Imes type
Ury Fly
Grenadine-0
MVJfi8-Grenadine-Spec
V4
Valley
2 1
Job Reference (optional)
I D:gk72aeHo_wygRu35g00tgTyMFnX-yZxnsyw57FgFlmnsnHuAW 1 JDMpEgmgobithVuyylmxZ
4-0.0
b,o-g l
2
9
2x4 % 2x4 II
LOADING(psf) SPACING- 2-0-0 CSI. 13EFL. In (Icc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a Na 999 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n/a 999
BCLL 0.0 Rep Stress Ina YES WB 0.00 HOR(CT) 0.00 nla Na
BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 14 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing dlmctty applied or 4-M oc pudins, except
BOT CHORD 2x4 SP No.3 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=4-M (min. 0-1-B), 3=4-0-0 (min. 0-1-8)
Max Ho¢ 1=81(LC B)
Max Upiiftl=28(LC 6), 3=-69(LC 8)
Max Gravl=146(LC 1), 3=146(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=1 M Cat 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s)1, 3.
LOAD CASE(S) Standard
i M, 6< /
�.'P10EIV&
E
-0� STA F T
c
Truss
imss lype
Uty
GreradineC
Mwf 8 renatlmeS c
V6
Valley
jely
1 1
Job Reference (optional)
So1Mem Trees, FL PIe=, FL., a4e>1 Ilan: C.LLv a . n sme -anc esau s xa ZI zme mu eF mousmea, me aaI R -m h'U".ma ra a ,
ID:gk72aeHo_wygRu35gO0rgTyMFnX-ON931w4uZo6ZXP2L_OP3FrOFDcOV7FIaXO3QOy zY
6-0.0
6-0-0
2A II
3
5 4
2R4G 1x4 11 2A 11
LOADING(psf)
SPACING-
2-U-0
CS'.
DEFL.
In (loc)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Vert(LL)
n1a -
r1a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.12
Vert(CT)
n1a -
n1a
999
BCLL 0.0
Rep Stress Ina
YES
WB 0.05
Hoa(CT)
0.00
n1a
We
BCDL 10.0
Code FSC2017/IP12014
MatrbaP
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
SOT CHORD 2x4 SP No.3
WEBS 2x4 SP N0.3
BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. .(sae) 1=6-0-0 (min. 0-1-8), 4=6-0-0 (min. 0-1-8), 5=60-0 (min. 0-1-6)
Max Horz 1=131(LC 8)
Max Upli84=48(LC 8), 5=140(LC 8)
Max Gmv1=74(LC 1), 4=101(LC 1), 5=296(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - AD forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 244/190
Weight 23 lb FT=20%
Structural wood sheathing directly applied or 6-0-0 oc pudins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=1 Sit Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) Gable requires' continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psr bottom chord live load nonconcurtenl with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except (it --lb) 5=140.
t
LOAD CASE(S) Standard
Din/nnf /nfn�m�f/nn•
SOUTHERN
TRUSS,
COMPANIES
Southern' Truss
2590 N. Kings Hwy
Fort Pierce, FL 34951
(772) 464-4160 " Fax: (772) 318-0015
Job Number.
J1800482
Customer.
GHO Homes
Name:
MW 67-Grenadine
SCANNPn
Address:
BY
Lot 67
8t• Lucie cnoinb
City, ST, Zip.
Fort Pierce, FL
General Truss Engineering Criteria & Design Loads
Building Code'and Chapter.
FBC2017rrP12014
Computeriarogmm Used:
Mi-rek Version: 8.23 Oct 2
GmVity:
Gravity:
45.0 psf ROOF TOTAL LOAD
N/A
Wind
Building Authodty:
160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise)
St. Lucie County
No.
Date
Truss ID#
1
11/10/18
Al
2
11/10/18
A2
3
11/10/18
A3
4
11110118
A4
5
11/10118
A5
6
11/10/18
AB
7
11110/18
A7
8
11/10118
A8
9
11/l0/18
A9
10
11/10/18
A10
11
11110/18
All
12
11110116
Al2
13
11/10118
A13
14
11/10/18
A14
15
11/10/18
A15
18
11110118
A16
17
11/10/18
A17
18
11/10/18
A18
19
11/10/18
A19
20
11110/18
A20
21
11/10/18
A21
22
11110118
A22
23
11/10/18
A23
24
11110/18
B1
25
11/10118
B2
26
11110/18
B3
27
11/10118
C1
This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and
sealing each individual sheet. An Index sheet of the truss designs is attached which is
numbered and with the indentification and date of each drawing.
Engineer
FL Reg. Eng. Bleakly
51ckag�ILE
Brian M. Bleakly
2590 N. Kings Highway
Fort Pierce, FL 34951
No.
Date
Truss 1D#
28
11/10/18
CJ2
29
11/10/18
CJ7
30
11/10118
CJ21
31
11/10/18
J1
32
11/10/18
J1A
33
11110118
• J3
34
11/10/18
J3A
35
11/10118
MG
36
11/10/18
J5
37
11/10/18
MA
38
11/10/18
J7
39
11/10118
VA
40
11/10118
J21
41
11110/18
V2
42
11N0/18
V4
43
11/10/18
V6
ME
O So3
COPY
Page 1 of 1
-
TYPICAL DETAIL @ CORNER. - HIP
NOTE: NDS=National Design Specifictions
for Wood Construction.
132.5# per Nail (D.O.LFactor=1.00)
nds toe nails only have 0.83 of
lateral Resistance Value.
HIP GIRDER
CORNER JACK GIRDER
ALLOWABLE REACTION PER JOINT
UP TO 265Q — 2-15d NAILS REQ'D.
UP TO 39,4 = 3-15d NAILS REQ'D.
use 2-1Bd
toe nail
TC & BC.
Typical jack 45' --`
attachment r 17 use 3-1
toe nail
TYPICAL CORNER LAYOUT L ?—Is
Typical Hip —jack'
attachment
CHORD
HANGERS
FASTENER
GIRDER
JACK
J1—J3 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — —— —
2-16dnails
— ————
J5 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — —— —
2-16dnails
—————
J7 TO HIP GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— — — — —— —
2-16dnails
—————
HIP JACK; GIRDER (CJ7) TO HIP GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— — — — — ——
2-16dnails
————
MINIMUM GRADE OF LSYPUMBER
T.G 2x4 M?
B.C. 2x4 SP 2
WEBS 2x4 51P No.3
LOADING (F!2)
L a
. TOP 20
BOTIaM as 1a
SPACING 24' O.C.
SiiL INCR.: oos
FBC2a17
SOUTHERN
TRUSS
COMPANIES
Fort Pierce Division
2590 N. Kings Highway,
Fort Pierce, FL 34951
(BOO)232-0509 (772)464-4160
Faz:(772)318-0016
Brian M_ Bleokly Struct Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
TYPICAL DETAIL @ CORNER - HIP
NOTE: NDS=National Design Specifictions
for Wood Construction.
132.5# per Nail (D.d.L-Factor=1.25)
nds toe nails only have 0.83 of
lateral Resistance Value.
12
1OVER
HIP GIRDER
!g0 1-0 -0 -'o
12
OVER � ddyy
OVBi 9b
7-0-14
CORNER JACK GIRDER
ALLOWABLE REACTION PER JOINT
0 UP TO 2651 = 2-16d NAILS REQ'D.
06 UP TO 3941 = 3-16d NAILS REQ'D.
use 2-16d
toe nail
TC & BC.
Typical jack 45'
attachment
TYPICAL CORNER LAYOUT
N h �
i
e 3-16d `.
e nail 0 Tel
2-16d @-BC
Typical Hip -jack'
attachment
CHORD
HANGERS
FASTEN ER
GIRDER
JACK
J1—J3 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— — — — — ——
2-16dnails
—————
J5 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
- - - - - --
2-16dnails
- - - --
TC
- - - - - --
3-16dnails
- - - - -
BC
- - - - - --
2-16dnails
- ----
HIP JACK GIRDER (CJ5) TO HIP GIRDER
TC
- - - - - - -
3-16d nails
- - - - -
BC
-------
2-16dnails
----
SOUTHERN
TRUSS
COMPANIES
h*//v soufhertitru--m
IIMUM GRADE OF LUA
T.C. 2x4 SYP 12
B.C.- 2a4 SYP 2
WEBS 2a4 51P Na.3
LOADING (P6F)
611E INCR.:
L
D
FBC2017
TOP.
20
BaTrOM
00
10
SPACING
24'
D.C.
Fort Pierce Division
2590 N. Kings Highway,
Fort Pierce, FL 34951
(800)232-0509 (772)464-4160
Fax:(772)318-0016
Brian M. Bleakly Struct Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
Hangers
Face Mount Hanger Charts
File k"
VIEW
AOawAle Leads�-
._
'Code `.
.`
Floor
Rauh. OpliiRI
--6fN
JOLstSrte
Smtic No.
Ret. No.
6duge
. W
N
' • ID
A
'Maz
,' Nail
Nail
100%
115% 125% 16%
Ref:
4
10d
1 2
I 1ndz1-12
1.470
5401580'1 320
5,
JL24
W24
20
I1-9/16
3
1-1/2
IS/l6l
—
R5, F2
4
16d
i 2
10dx 1-12
'5601
640 i 695 .1 320
4
10d HOG)
2
Ind x1-12 HDG
4651535.15501
280.
31. RI.
JL241F-TZ
-
18
1-9116
3-11B
1-12
-
_
F32
4
i6d HDG
2
1 10d x 1-12 HOG
. 550
615 i 615 280
2x4
JUS24
WS24
18
1-9116
3-11B
1-3/4
1
4
10d
- 2
10d
S75
775 835 510'
SUH24
U24
16
1-9/I6
3-1/4
2
1-3h6
-
4
tM
1 2
10dx1-12
:5001.560
i 605`1 3B0
4
16d
2
IN x 1-112
666 1 720. 1 310 .
5,
HD26
HU26
14
1416
3-1/2
2-1/2
1-1/8
4
16d
2
10dz1-12
615
60 745: 366
R5,
M1az
.615
1 S95 1 7451 595
1 4
F2
-=
JL26
]1126.
2D .
1-9/1
4-314-
1-02
15/Ifi
-,,
.6
.. 10d
1 4:1
10d x1-1/2
710
8051 970.:1 650
6
-• 16d
1 41*
10dxi-12.-1
840
1 96011045 '.650'.
-
-
-,�JL261F1Z
WC26Z
18
1-9716�
412
1�12I
,'_'-
-61lUd
HDG
411Ddxl-12.HDG1695
800 970' 730
( 31,R1,
6•
16d HDG,
4
j:70dx7-0/2 HDG
630
1 950' 1035 730`
F32
-JUS2fi ' j
MS26 - 1".
18'
11-9A614-13116
1-3/4
1`"
4'
.10d .
{ A .
- . 10d :
97,0
10001 1080 1 1115
'J 5, R5, F2
-MI1526-5
J. MUS26-{•18
'.
1-W&'5-1716
,_2-'
_1
6':
:.'10d
1 6
j."- 10M1i . .11285
1475 IBM 865-
31. RI, F32
MHTi
J126
16
7-9A6
5-18
-2
13t16
:-
8:-�•10d
1 d:7•..
10dz1-12- '.1
750
840 910 j '755
.8-.
_-]6tl
4.-'
10dz 1-12
I BBD
1000{70801 955
MS26' - -
4US26
: 16:
1-58
IS-7/16
s
.-2-
141:_
16d=
1-6
1- 16d
1 2760131401
3345 1925
L
HD26
HU2'6
-14'!
1-9/16
3-12
z-irz
7 iB'
moo'
4
"16d
�•. -
, 10dx7-12
M5
1 695 i 745 385.
5,
'Max
615
MS 1 745 1 595 -
.,
j 4 ;1
•
�"
R5,
.`.
IM28
HU28
74'
1A116
5-1/4 '.2-112
�'.°
1'
1-18
Mio
;:
8
"16d
4
J - '1
123D
13901 1490 780.
F2
Mai
1=11490'1 B75
_ -
-: 1
fi �'1ndz1-12
.17230
.0.26
LU26
20
1-M6
4-3/4
1-12
15/16
_
6
Intl
1 4
1 10dx1-2
1 710
8051 9701 650.
6
16d
4
-2
1 1od x 1aUS
1 96011045650--
JL261F-TZ
LUG26Z
18
1.4t16
4-12
1-12
-
_
6
!Do HOG
4
11odx 1-1/2 HDG
.695
1 Boo 870 730
31, R7,
I
6
16d HDG
4
1 10d x 1.12 HDG-830
95P 1D35 i 730
F32
JL28
UMB
20
1.9/16
6-38
1-12
15/16
_
10
Intl
i 6
1 10dx1-12
1180.
1295'.12951 -865 .
5
no16d
6
10d x l-112
1400
1600 17401 855
JLMiF-TZ
-
18
1-9/16
6-18
1-12
-
_
8
10d HDG
4
1Ind 1-12 HDG
.930
10M 11601 730.
I 31, R1,
8
16d HOG
4 1
10d x 1-1/2 HDG
1105
12151 1215 730
F32
JIM6
LUS26
18
1-9/16
4-13116
1-3/4
1
-
4
Ind
4 I
Intl
.6701100010B0'1135
JUS28
if
18
1-9116
6-5/8
1-3/4
1
6
lad 1
4
IN
111D.
1770 13751 1115
5, R5, F2
y
2x8
MUS26
MUS26
18
1-9,16
5-1116
2
1
-
6
10d 1
6
IN
1285
147511 GD5., 865
31, R1,
MUS2B
MLIS28
18
1-9M6
7-1/16
2
1
8
10d
8
10d
17101
1970 2140 123D
F32
SIR26
U26
16
1-9/16
5-1B
2
1-3116
_
6
lod 1
4
10dx1-12
.750
.8401 910 1- 755.
6
16d
4
10dz1-12
880110001080
755
SUH28
-
16
1-9/16
6-5/8
2
1-3116
_
8
10d
6
Intl x 142
'70ou
112011210 1tSao
8
16d
6
10dx1-12
1175 11335
14401 8007
HLS26
HUS26
16
1-5/8
5-7/I6
3
2
-
14
16d
6
t6d
2760
3140 WSJ1925
5
HUS28
HLIS28 1
16
1-518
7-3116
3 1
2
-
22
16d
8
t6d
4170
4345 4345 1 2570
R5
RD28
HU28
14
1-9116
5-1/4
2-12
1-1/8
In
9
16d
4
tndxi-12
'1230
739011490 . 760 -
F2
Mai
6
1230
1390 14901 BZS:
H0210
HU210 '
ib
1-9/i6
MIS2-12
1-18
Min
10
tfid
4
10d:142
-1540
173M5 18651 780�,�
Maz
74
6
2430. 2610..1170
1) Uplift bads have been inueased 6D%for wind or seismic loads; no fuMw incaase shall be permitted.
2)16d sinkers (0.148 dia x 3-114" long) may be used at 0.84 oh the table bad where t6d commons are spwAod. This dos rat apply to JUS, HUS, MM sWd nail hangers.
3) Fa= HIS, and M1US hangers Rails most be dmen at a 30'to 45'angle through the Joist estrus into the header to achieve the table bads.
4) NAM 10d x 1-12' nails are 0.14B' dia. x 1-12" long,1 Od nails are 0.148" die. x 3' long, 16d rain are 0.162' da. x 3-12• long.
New prodwb w updated pmductimwmdon am designated in blue ford.
Corrosion Finish MShamless Steel MGDId Coat MHDG NTAple Zinc
112 Continued on next page
L
cc
v
cc
CQ
G
' 6 cc
m LL
s
Copyright ® 2018 Weir Industries, Inc. All flights Reserved
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SJOBUUH
Rangers
Face Mount Hanger Charts
MiTek'
- -
'Joist Sea
IMP _
Sump No.
-
. .
". Ref. No.
SIee4
Gauge
Dunenslons (in))
"
:- Fastener-Schedule'-?:x .;-
.' DF�
Nlowabie Loads (Lhs.)
o t
t
ci �-
' Bode ..
Bet.
Reader'.
.:, ...
W
...
N'
'.
- 0
-
A
MiN
Max
Oly-
Nail
:.
- " , -=
Nail-
Floor
... Roof
- Lpldtr -.
1DO%
115%
125%'
160%
SUH314
U314
16
2-BA6
10-9/16I
2
I1-1/8
-
18
20'
6
11odx1-12
225012525
2725.1
1135:
18
t6d
6
1Ddx 1-1Pl
2W51
BODO
30101
11351
H0314
HU314
14
2AA6
11-5n6
2-12
1-1/8
Min
16
16d
6
10dz1-12
246.5
3695'14170
2766
29661
4435I
1290
2D45
Max
I 24
12
3 x 16
HD314F
HUC314
I 14
2-9116
11-5/16
2-12
_
Min
16
16d
6
1 10d x 1-12
24651
3695'14170144351
2780
2980,j
12BO
2D45
I
Max
24
12
H0316
H11316
14
2-9fi6
73-5/1fi
2-12
1-1/8
Min
18
16d
B
10dx1-72
2770
j 3 225
{ 3355.,.
15M .
I Max
I 26
12
4ro514435
4435'f
2045'
H0316ff
HUC316
14
2-9/l6
13-5/I6
2-12I
-
Min
Muni
18
261
1bd
8
106 x1-12
ZT7013125133551
4W513125{3M1
1560.
1569
12
(2)3x8; "I
IIt
1[D362 r':
I HU38-2:.
14
�18:
6-1/8
.-
212'
1118
'.2045
Min
]a
16d
:.: .
4
-"' -.
10. -,
1540
1735
1855�1
780
+
Max
1.: 74
6
2155:
2430
2610
1170
3 10
HOW-2
HU38-2
::!
14
5-18
6-1/3
2-12
1-1/8
Min
10
16d
lod
1540
173511801
780
Max
14
b
41
215512430
2610
1170
(2) x
H0310-2
HU310-2
.14
5-1/8
I 8
2-12
1-1/8
Min
14
16d
6
1 10d2155I
2430
2610
1]70
Max
I 20
10
3DBo
l 3475
1 P251
1625
3 z72:,
HO3122, -
HU312-2 '.t
1
14
"5-1/6,{k
10'
212
(� -
11/B
Min
Max-
{ 16
. 24
1 " "
16tl.
8
12
'"
70d
{ .. ..!
1 24fi51
2780
2980
1065:
36%.
4170
4470
'2340
(2)3X14
HD312-2
I HU312-2
14
5-1/B
I 10
2-12
1-1/8
Min
Max
16
1 21
1sd
8
12
10d
1 2465'2780
29BOJ
'1065
1
369514170
1 '4470{
2340-
- -_
JU526-3 :." .1
WS25-3 .._
18
14 -%
4-112
1. 2 -
1 1
1. 7-J.
4. {
16d .1
4
1 .16d :
10401
1185
j 12201
1355.1
_
SIIHZG3. ,�
U26-3
1fi
45/8
717
1 ft/4_
-2
y
+ -
' 8-
:. 10d
-.. 2
- 10d -:
10DOI
1120
11651
.380
1. 8-1
16d
-2.1
,1Od
111651.1165111651
3130
-
iiD26-3'.
.. '
HU26-3
... .. :.
.14
4-.5/8
4-72
. .
2-12
1-1/6
'. Min
1 . 8
..
A6d
, :
j. 4
6
:
10d '
i • ::. • -
12M
1 1390
149D
1 780. .
5,
Maz-
12
1850
I 20B5
1 2 335
I' 1170
-'
.
HUC264-
- .
14
.4-5/d 4
4-1R
{
.2-1 12
Mid
8
"
16d
-
4
j 10d -
':
12301
1390
11490{
780
Its,HD26731F
Mal
12
6
IBM
20a5
122351
1170 -
JUS26-3
I WS25-3
16
4-518
4-112
2
1
-
4
16d
4
16d
1040
1185
12201
13M
JUS28-3
1 WS28-3
18
4-5f8
6-3/8
2
1
I -
6
166
4
16d
13251
1510
j 1645
1355
SUH26-3
U25-3
16
4-5/8
I 5-1/4
2
. 1
-
B
10,
2
10d
1000.
1120
1165j
.380W
8
16d
2
10d
1165
1165,
1165'i
380
(3)2x8
HD26-3
HU26-3
14
4-5/8
I 4- 2
2.12
1-1/8
Min
8
16d
4
10d
1230.1
1390
1490
780
Max
12
6
1850'12085
2235:.
1170
H026-31F
HUC26-3
14
4-5/6
4.12
2-12
-
Min
8
t6d
4
1Dd
1230
13901
1490:1
780
Mau
12
6
1850;
�&5
21351]70
HD28-3
-
14
4-518
I 6-3/8
2-12
1-1/8
Min
10
16tl
4
tad
1540
1735
1865.
�' 786 -
Max
14
6
2155
2430
2610:
1170
HD28-31F
-
14
4-5/B
6-3/8
2-12
-
Min
1a
16d
4
10d
1540�
1735
1865:
'780
Max
14
6
2155
2430
2610
1170
_.
,.NS283:` t-•_1
WS28-33
:.18
:4"SM {:
6-3I6
-,- 2---'
1 -
--
•. 6.
:16d'-
-4 -
-:' 16d- - .
1325.
1510
1645:
1355
-
JU621G-3 =-
W5210r3:--
18'
4-SBill-W8.7
'-2
:l
-6
�16d. 1
6
,. 16d-.
1845
2105
2290
1980'
C
SlIH210-3 ;_
02103 =1
7fi
9'SB;
e-3/8
2-
7
-_
�.:
1d-1:d-
90
6:.(,
10d
1750
1965:
21201.1135'!
114....
-16d:
. 6-'
:-- lod :+
20M
2335
.2520'1::1135
HD28-3
14
1
4-5!8
fi-3/8
2-12
1-7IB
Min
Max.
t0
14
" Y6d
4
10d ,<:
_-
1540
1735
1865',
780 '
.6-
2155.
2430
2610
1171)2x10'-
=.-
fiD28 3R-- -
- -
.::'Mib'JO
1443/B
6-3/B
2-12
.�
t6d'
'
.4_
10d - -
'-
1540
]735
7B6.5
=780
:Max
-14
= 6
2111
2431
2610
117D
-
`.
H0210.3 ' ..
HU2163 : -:
14
-.
4-5/8
B-1y4
212
,,.
1 1/8
-t6d'---
_
._:
2155
2430
26f0.
1170:
Max;
``�
-10
3118034753725-.
-1950
"HD210-31F r
I
HUC21g-3''
14
4.5/8:
B-1/4
Z72'
fJio
-..14.,
16d..
70d'
z3DBD
2155
2430
2610
. 1770.
:1!
N
3475:3725
1950
-:i
' HD021D-31F ' 1-'.HUG021
D-3.
14'
4-5/81
9 -
. �9:.•:
1-12
:.-- ..12.
c WS3
= 8 <j'
' W63 -•
5015.
5590
5590
.2975 .1
1131.
M, F32
1) Uplift loads have been in60%for wind or seismic loads; no further increase shah he Permitted
2)16d sinkers (0.148 (fia. x 3-1/4' long) maybe used at 0.84 of the table load where 16d rmnmms are sperl6ed. This does not applyto JU3, INS, MUS shed nail hangers
3) WS3 Wood Screws are 1/4' x 3' long and are included with HOD hangers
4) RAM 10d nabs are 0.148' da. x 3' long, 16d naib are 0.162' 6a x 3-12' long.
New products or updated product brtomu8on are designated in blue fwrL
Corrosion Finish MIStalnless Steel B'Gold Coat GHDG ETriple Zinc
Continued on next page
117
Ra taers
Face Mount Hanger Charts Mew
-
.-
Joist Size
'.
lisp:-
Stuck NaAeL
-
-_
Nu.
Steel
Gauge
Dimensions (in)
Tastener5dnedule'a'4
Nap,
.Allowable Wds (LM-)
.�
..
a. w
S ¢
-
Code
'Ref. '
Heada ; '
- Juist . _t, _
-
W
..
H
0
A
MIN
Mat
Nall
iOtY
Na0 -
Upl'it'
10046
115%
125% i6A%
JUS46
1 W546
18
3-5/8
5
12
1
-
4
16d
4
16d
11140
111115
11220{ 1355
MH46
U46
I 16
3-4416
4-13116
2
1-1/8
-
10
1 IN
4
1 10d
12501
1405
1 15151 755 1
1 18M 1 755
10
16d
4
I 10d
14701
167(l
HUS46
HU546
I 14
3-SB
5
2
1
-
1 4
16d
4
1 16d
1085
1235
13001 .1155 1
4x6
HU9461F
I HUSC46
14
3-SM
5
2
1
-
1 4
16d
1 4
166
1BB5
11235
113DO 1 11551
HD46
MW
14
3-9A6
S-1/i6
2-12
1.1/8
Nlin
8
led
4
10d
123011390.E
14901 7810
Max
1 12
6
1a501
20a5
2235 1 71.70
HD46F
HUC46
14
3-9/16
5-1/16
2-1/2-
Min
8
tfid
4
10d
123011390114901
790..
Max
1 12
6
185012DB512235I
1170
" .,
JUS46•�7:r.--:[
71154E 1
1B
13--%1
-: 5 :
2'1
1 !
- - .i'::4:
1.
16d
1 4`!
16U.
110011185112201
1355'
All.
13-5m
1. 6-.7/8"1
2. 4
/'-'
�
6'
1: 16d *1
.4_1
16d: -11325.11510
1645 1355
-
SlIH46 .' '�
'�'
U4fi :..
'I6.
3-9/I6
413I7fi'
2
11/8
90d'
'4'{'
led '.11250
1405
1515{ 755 .
18DDI 755
10
-.16d
1 4,
JDd
1470
1670
-_
HUS46 ='
N11346 - �11
14.
'3-5IB
5:
2 .
1
4
-'i6d
4 .1
16d---
110851
123511300
1 1155 1
_'
HU5460=' '
iMSC46 1
14'.
3-51e
, .5
1 2
. >V
_ 4
1 16d
{ 411
16d_ -
110115
13235
1300.1 1155 :1
HUS4a.--"'1
HUS48 :1
14
3-5/8
7.
1 2-
1 rl-•.--1
6
1 11501
.5 -1
16d_:
152511aS01199511810°
1'HU548�
2'HtISG48'.;
14
i'3-521
7
f 2.1-
1
-
6
1 16d
1 5 .{
7.- 16d-.
162517a5011995
1810
4x8
-
HD46 _'-:
HW6
.. 14
139/16
I
5-1A6 �I2-12�
-
11/e.
Mimi
8
j 16d.'
4
{ - -
1Dd'
1230
1390114901
780
-Max'
. 12
6j
ISM!
2085
2235. 1170
3-9/16.1
1 5-V76
.- -
2-12
_. -
..
win.
8
:
16tl
4 -
i-
10d '-
1230
11390
f 1490 1 780..
5,
R5,
Max
12
6 .1
18501
2085
22351 1770
-
HD48 -
HU48
. 14
i
3-9/16
-
fi-15/16
2-12
1-718
RLn
.Max.
10.
14 -
- 16d
'.4
-•
10d : '
-
15401
TM
18651 780
F2
6
Z1551
2430
j 26ID I. A..
HD4BIF -' :
HUC4B- i
14'.
3-9/16
615/16,
212I-
-
On,
: ,0
:" `
16d
-,.:
4
`' C
10U,
154011735118651
78D
-14
6,.
2155
2430
2610:1 .:1170.
JUS48
WS48
18
3-5/8
1 67/8
2
1
6
16d
4
16d
7325
7510
1645 1355,
JUS410
LU5410
1 18
3-5/8
1 8-7/8
2
1
8
16d
6
16d
i 11t451
2705
7290 1980
SUH410
I U4ID
i6
3-9AG
B-3/8
2
I 1-1A3
-
16
10d
6
1- 1Dd
12DD012245124201
1135
1
16
t6d
6
10d
1 2a50{
2670
2980:1 1135
HUS48
HUM
I 14
3-5/8
7
2
1
6
16d
6
I 16d
1110
1850
1995 1810
HUS481F
HUSC48
14
3-5/8
7
2
1
6
16d
6
16d
1625
11850
19951 1610
HD48
HU48
14
3-9/16
6.15/16
2-1/2
1-1A1
1-1/8
10
1fid
4
10d
1540
1735
.1665 1 780
Max
14
6
2155 {'2430
26f0' 1170-
WO 10
HD48F
HUC48
14
3-9/16
6-106
2-12
-
Min
10
16d
4
10d
7540
1735
1865 { 780
f4ax
14
6
2165
2430
2510 1 1170
HI1S470
HUS410
14
3-518
S-7/71
2
1 1
8
16d
8
166
1217D
2465
26601 2210 :1
HUS41OF
I HUSC410
14
3-5/8
8-7/8
2
1
8
16d
8
16d
121701
2465.
2660-. 221D .
HD410
HU410
14
3-9/16
8-13/16
2-112
7-1/a
Min
14
16d
6
10d
21551
2430.
2610! 1170
M.
20
10
30B0
:3475
3725 1950
HD4101F
HUG410
14
3-9/16
8-13/16
2-12
-
Min
14
16d
6
lod
2155
2430
2510.:'717D
11
Max
20
10
3080
.3a75
3725 7950
HD04701F
HUC0410
14
3-9A6
9
3
1.12
12
MM
6
WSH
5075
5590
5590. 2975 {
31, R7, F32
1) Uprdt loads have been increased 60%for wind or seismic loads; no feMer Increase and be permitted.
2)16d sinkers (0.148 die. x 3-1/4' long) maybe used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUSH MUS slant nail hangers
3) =3 Wood Screws are 19' x 3' long and are included with HBO hangers.
4) NANS 1Dd nails = 0.148' dia x 3' long, 16e nails are 0.162' da x 3-12' long.
New products or updated product information are designated in blue ford.
Corrosion Finish IIIIIIStairtless Steel tE---GoldCoat E:-;HDG Triple Zinc
119
MINIMUM ORADE OF LUMBER 6 UNLESS SPECIFIED ON 046NEER'S SEALED DESIGN. APPLY iM "P-BMCE, e0R
7v Chard 20 GYP Q2 SPF p1/1)2 or better LENOTN aF w Vf1�EY 1ySg 6MIE ePsals9 ARG OMOE Op g[TEEn ATTACH@
P WIT! tld BO% O�I7011R�07 HM9 AT 9' OR OR
COHIINVNS IATEML BRAOINO�
eon Chord 2wB(e) DR 2A4 SP #2N OR SPP jl/r12 or bettef EQUALLY SPAC FOR OAJ. VALLEY WEBS GREATER ITM 7'-a'•
WtbE 2n4 GYP Ba or bolter MMMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED IX-O',
t-)'2A7 MAY SC [UPP® MOM A Zee. DWER ID OR DQUApb) TOP CHORD UT TRUSS BENEATH VALLEY SET MUST BE BRACED WITH,
ee 4 PROPB,Y TTACVIEO. RATESRATESBHFAIHINO APPLIED PNOR TO VAU.EY TRUSS
( ) ATTACH EACH VALLEY 70 EVERT SUPPORTING TRUSS. TOP N TAR A
(Z) 1Gd BOX S 4.0ftl NuL9 TOE -WILED Fl1fl ON
PURUNS AT 24' OD. OR AS DHIERWISE SPECIFIED ON ENGINEERS' STALED DESIGN
1`110 2091, ASCE 7-10 J_-H WORD, OR
— MFAN HEIGHT. ENCLOSED BUILDIHO. BY VALLEY TRUSSES USED IN LIEU OE PURLIN SPACING AS SPECIFIED ON
OlP. O. RESIDENCIAL. WINO To bL.B PSr. ENMNEER9 BEALEO .RESIGN.
SUPPORTING
m �poM Zee on
LUT AS REQUIRED
4'-0" Max
4
6'-0" Max
6'-0"Max Sp
weevwj r-Lrr—
20'-0" Max
SFS AT 24" O.C, MAXIMUN
SOUTHERN
TRUSS Rol
COMPANIES (BG
eaeJh.e....uwa......m
SPACING.
)RUSS
BEMWH TIE THE
IS MjA UAFD AL NO -M. THE
SLOPE OF TIE TOto PPCHORD.
(tt) LARGER SPANS IAAS. BE BUILT AS LONG AS TnE VERTICAL HEIGHT DOES
HOT EKQEEP 12-0
BORON CHORD MAY BE SQUARE GB PITCHED OUT AS SHOWN.
(2)12d SQUARE CUT
SQUARE CUT(.,)TOE BOTTOM CHORD wII�
VLIFf. P RO
9P�pAal""� END DVERTICALB
VY CI r r-1 t t-1
CncUon bracing IS nvl III mrpam@R4 aI lnta dostr
nur bau Iabrlmlm, ptman Elrclinyy W�Ma vn vvaeon
addat regadfn emellon bracing nhhh It always uTA
and donoloolO Saab encUm aid Ptrmanmt bmclna wl
tpenua on
can
OPTIONAL HIP
JOINT DETAIL
FRAMING
TO LL
20
20
PSF
TC DL
10'
16
PSF
BC DL
10
10
PSF
BE LL
00
00
PSF
TO�T��A�.L.,�LOAD
40
46
PSF
iw�Nl1MIbO
1.25
1.26
SOUTHERN
i-Russ
C❑MPANIM
nvr//....,..awnw....m
To OMART ABOVE aFOR �MAX (*BM VERTICAL LEMM /
I T Ian !;;;1
Ewapvn 6wabp
w Iv nvl Ih� rapvar@mlp of 4ua dwlpmG plv
mr b fuW alm, pmvm smu q Irma me aallmtd 10 1
a
ema
Ma)tlmun Total Load 50 PSF
SPACING AT 24" O.C.
Y
-IFypecax9 F9cc-41cbcaCk ED�taaI
MINIMUM GRADE OF LUMBER
Top Chard 2x4 SYP #2 ar holler
Boll Chord 2x4 SYP #2 or bell.,
Webe 2x4 SYP a7 or hailer
REFER TO SGLL'D DESIGN FOR DASHED PLATED
7SPACE PIOUMA M VEIMCAL9 AT 4' OC MAY
IS AND
DIRECTLYBOTTOM
Wei N7SSPUC S MUST BE STAGGERED SO THAT ONE SPLICE
ATTACH PURUNS 70 TOP OF FLAT 70P CHORD, IF PIOO WK
IS 9ULM LUMBER OR 7HE 0000M CHORD 19 OM ITEO PURUNS
F1A'f BE APPLIED BEREA 7H 70P CHORD OF SUPPU"G TRUSS.
OEM TO ENGINM'a SEALED DESIGN FOR REOUIREO PURUN SPACING.
THIS �"DEIAAIL 19 APPLICABLE FOR THE FUUDWIHO WIND CONDTRONSe
; _MPH WINO, 30' MEW HOT. AscE 7•1a CLOSED BLDa.
LOCATED ANYWHERE IN ROOF, 1 MI. FROM COW
CAT I ExP a, WINO 7D UL-a Per, WINO BC Dl PSF
140 (.IPH WINO. 30' MEAN HOT. FBC2O 10
ERCLD9EO BLVD. LOCATED ANYWHERE IN 1100E
IOND TC DW PSF, WIND BC UL-a PSF.
FROM FACE (X") MAY BE OFFSET FROM BACK FACE
PLATE9 A9 LORD As BOTH FACES ARE SPACED 4' OC MAX.
2
A
OPTIONAL
SPLICE
D
WEB BRACING CHART
WEB LENGTH
REQUIRED BRACING
0' TO 7'9"
NO BRACING
10 i" BRACE. SAME GRADE; SPECIES AS WEB
7T TO 10'
MEMBER, OR BETTER AND BOX LENGTH OF WEB
MEMBER. ATTACH WITH Bd NAILS AT 4" O/C.
2x4 'r BRACE. SAME GRADE, SPECIES AS WEB
1a' TO 14'
MEMBER, OR BETTER AND BOX LENGTH OF WEB
MEMBER. ATTACH WITH 16d NAILS AT 4" O/C.
I \ \ I I // \\ // \\
* ATTACH PIGGYBACK WITH 6"x6x1/2- COX PLYWOOD WITH 4—#Od NAILS IN EACH BOTH FACLS 0 '4'-0" O.C. MAX.
JOINT
SPANS UP TO
TYPE
30'
34'
35'
52'
A
2x4
2.5x4
2.50
34.
6
4x6
5x6
5x6
5x6
C
1.50
1.5x4
1.5x4
1.5x4.
D
5x4
5x5
5x5
5x6
�C
ID
C
I
.---IB -I c
I°IC
L`
Fo
n
SO
V V cl T— r" I i n
Feecllon bracing Is Rot the nnpo iN4 of Inge deolpi
nor bun robekular, pener0 swUn'y bum on coulbu
oddcs Rpmdmy enclion bmd q ehfch Isohoys nqut
and dminobj during ereellmC andomment bracing vl
I SPeclfc opprXQUML See'ULSI—Ill MaM Shnl CmM
dotfom for hondroy, haldRng A bnohq MIDI plate ammo
Tenn on to be ended and fulmod In Iulmd 6 o dr
short m sh-1 h applied dbeciff Iv IM lop ahmde, I
epellkd an the Iran dulgn TMmee Shoo be handle vM
'napM to 0=1 ftRA ...----
me
C.
C
Maximun Loading
55pef at 1.33 Duration Factor
50psf at 1.25 Duration Factor
47psf at 1.15 Duration Factor
SPACING AT 24" G.C.
SCAB -BRACE -DETAIL I ST - SCAB -BRACE
Note: Scab -Bracing to be used when continuous
lateral bracing at midpoint (or T-Brace) is
impractical.
Scab must cover full length of web +/- 6".
THIS DETAIL IS NOT.APUCABLE WHEN BRACING IS —
REQUIREDAT'1/3•POINTS OR I -BRACE ISSPECIFIED.-
APPLY 2x SCAB TO ONE FACE OF WEB WITH
2 ROWS OF 1Dd (3" X 0.131') NAILS SPACED 6"•O.C.
SCAB MUST BE THE SAME GRADE, SIZE AND
SPECIES (OR BETTER) AS THE WEB. ' .
�\ MAXIMUM WEB AXIAL FORCE = 2500 Ibs
MAXIMUM WEB LENGTH=•t2'-D"
SCAB BRACE 2x4 MINIMUM WEB SIZE.
MINIMUM WEB GRADE OF#3
Nalls� / SecBon Detall
®� Smb$race
\ Web
Scab -Brace must be same species grade (or better) as web member.
L-BRACE DETAIL
Nailing Pattern .
L-Brace size
Nail S¢e .
Nail Spacing
1x4orB
10d
8"o.c.
2x4, 6,,or B
15d
8" D.C.
'Note: Nail along entire length of L-Brace. '
(On Two-PVs Nail to Both Hies),
T
CY
Web
L-Brace must be same species grade (or better) as web member.
Note: L-Bracing to be used when continuous
lateral bracing is impractical. L-brace
must cover Bar. of web length:
L-Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
1Neb Size
1
2
2x3or2x4
1A
..
6
US
2x8
M
- DIRECT SUBSTITUTION NOT APUCABLE.
L-Brace Size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web S¢e
1
2
2x3 or 2x4
2X4
».
2x6
W
...
2x8
2x8
«»
- DIRECT SUBSTITUTION NOT APLICABLE.
T-BRACE / I -BRACE DETAIL
Note: T-Bracing / I -Bracing to be used when continuous lateral bracing
is impractical. T-Brace / I -Brace must cover 90% of web length.
Note: This detail NOT to be used to aMWert T-Brace / I -Brace
webs to continuous lateral braced webs.
Nailing Pattern
T-Brace size
Nail S¢e .
Nail Spacing
1x4 or 1x6
10d
8" o.c.
2x4 or 2x6 or 2x8
16d
8" o.c.
Note: Nail along entire lengtii uf•T-Brace ! I -Brace.
(On Two-Plys Nail to Both Plies) . .
alternate position
Nails
Section Detail
T-Brace
/ T PR-'\ Web
alternate position
Nags
Web
Nails
I -Brace
SPACING
Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2 or 2x4
1M (7 T-Bra
.Ix4 (') I -Brace
2x6
1x6 M T-Brace
2x6 I -Brace
2x6
2x8 T-Brace
&B I -Brace
Brace Size
for Two -Ply Truss
Spedfied Continuous
Rows of lateral Bracing
Web S¢e
1JlBrace
2X3 or 2x4
D 4 T-B
2x6
2x6 T-BBrace
2x8 T-BBrace
T-Brace / I -Brace must be same species and grade (or better) as web member.
(7 NOTE: If SP webs are used in the buss,'Ix4 or 1x6 SP braces must be stress
rated boards with design values that are equal to (or better) the truss web
design values.
For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/I-B
race
For SP truss lumber grades up to #1 with 1)(bracing material, use IND 55 for T-BraceA Brace
I
o
russ
1russ lype
LILY My
Grenadine
mw.68-GmnsdineSpec
A7
Roof special
1 1
Job Reference o donal
soumem i cuss , rt Hems, ram, .wea �
6.00 72 S6
x8
4x5 9
5
3x6 G
3x4 i W4
34
2x4 II 2 7
1 Sxe =
19 18
315 = 54= 2x4 fl
16 15 14
3x8= 3x4= 4x5=
3x4
B
2x4 p
96 10
70
13
3x4 =
7-0-5 7-n-s I 6A-11 20-0.0 2338 -513-iS 311] 40A-0
2f1-2
k11999
Dead Load Deg. = 5116
2x4 II
it g12
I�
Plate Offsets (X,Y)- f2:0-4-12,Edgel.
[5:0-24,0.2-0],
(6:D-2-8,0.1-01.17:0-5-4,0.2-81,111:04-12,Edgel,117:0-5-12,0-3-41.120:0.2-3,0-1-01.
(22:0-2-3.0.1.01
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
in (loc)
VdeB
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.99
Vert(LL)
0.22 16-17
>999
240
MT20
244119D
TCDL 15.0
Lumber DOL 1.25
BC
0.87
Vert(CT)
-0.62 16-17
>929
180
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB
0.89
Horz(CT)
0.19 11
nla
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight 2461b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Except'
B2: 2x4 SP No.3, B4: 2x4 SP M 31
WEBS 2x4 SP No.3 `Except*
W2: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. ',(size) 2=0-8-0 (min. 0-25), 11=0-8-0 (min. 0-1-10)
Max Hoa2=243(LC 8)
Max UpIif12=549(LC 8), 11=518(1-C 9)
Max Gmv2=1945(LC 1), 11=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or B-1-6 oc bracing.
WEBS 1 Row at midpt 5-16.7-16
FORCES. (Ib) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=34231883, 3-4=3514/931, 45=3498/957, 5-6=2469/683, 6-7=2107/675,
7-8=2394/663, 8-9=3009/800, 9.10=-3153(R9, 10-11=3419/839
BOT CHORD 2-19-887/2975, 517=1701754, 16-17=-811/3091, 15.16=332/2064, 14-15=454/2554,
13-14=454/2554, 11-13=612/2982
WEBS 3-19=516/250, 17-19=87012952, 516=1218/531, 6-16=174f/38, 7-16=142Y279,
7-15=209/606, 8-15=717/366, 8-13=1251553,10-13=3631260
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent ureter pending.
4) All plates are KMO plates unless otherwise indicated.
5) This truss has been designed for a 1D.0 psi bottom chord live lead nonconcunent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (frlb) 2=549,
11=518.
LOAD CASE(S) Standard
�10E/Vq,�ji
�}t STA
\FF J' l
I<ORIDPI,����
i�j/j/70 AA.I
jJoD—
toss
I Cuss I ype
Qty Fly
GrenatlineC
�MW-6&GrenadineSpec
A2
Roor Special
1 1
Job Reference o Banal
aoumem cuss, r� Warta. r�..»sm
-2-0-0 7-0-5
Al
20.0-0
I o.gk7a eHo_.ygRu„,...Orga MFn ,-3F QNxt �.� ......,.,.. ..._,..._..--,., 9yV
ID:gk72aeHo_wygRu35gO0igTyMFnX-3FeOtz5d4eteNM�'ZIDGzOkbSVS_sKzTryM9y yF
22-541 251-8 32-3-5 404)-0 42-0.0
�2-0-0 7-0.5
6-0.11 1
6-11-0
1 2-58 1 2-8-0 7.2-0 7-84i
2-0 0
Dead Load DeB. = 5/16 in
5x5 =
6.00 F12
6 5x5 = 5x5 =
7
4x5 i
5
3x4 C
US 4
W 9 US
10
3x4 4
W4
::
34
W9
I �
NOP2X STP=
0
2x4 II
NOP2X STP=A
I11
2x4t ll 2
12 I¢
]¢
AG 5x8 _
16 15 14 13
19
15
US = 4xS = 20 II
US =
US =
5x6 =
2x4 II
SX8 =
7.0.5 13-1-0 zo-a6 2111 32-3-5 40-0.0
Plate Offsets ().Y)- [2:0-0-12,Edael,
[5:0-2.4,0-2-01,
[8:0-2-8,0.2d1 [11:04.12,Edae]
117:0-5-12 0-341 [20:6-2-3 0-1-01
[22:0.2.3 0-1-01
LOADING(psf)
SPACING- 2-0-0
CS].
DEFL
In (loc)
Ildetl
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.96
Vert(LL)
0.24 16-17
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.26
BC 0.91
Vad(CT)
-0.56 16-17
>862
180
BCLL 0.0
Rep Stress Inv YES
WB 0.67
Ho2(CT)
0.21 11
n/a
n1a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight 245 It
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except'
T5: 2x4 SP M 31
BOT CHORD 2x4 SP No.2'Exceprr
B2: 2x4 SP No.3
WEBS 21i4 SP N0.3 *Except*
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0.8-0 (min. 0.2.5), 11=0-M (min. 0-2-5)
Max Hor42=245(LC 8)
Max Upl-d@=548(LC 8), 11=548(LC 9)
Max Grav2=1945(LC 1), 11=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied or 6-1-5 oc bracing.
WEBS 1 Row at midpt 5-16, 7-16, 9-15
FORCES. IN) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2.3=3423/882, 34=-3514I930, 4-5=.3498/956, 5-6=24421675, 6-7=2315R11,
7-8=22541704, S-9=-2634n14, 9.10=3207/884, 10-11=-3409/866
BOT CHORD 2-19=888/2975, 517=1701756,16.17=812/3090, 15-16=426/2341, 14-16=6402951,
13.14=-6402961,11-13=-6402961
WEBS 3-19=-517250, 17-19=8712956, 5-16=1256/543, 6-16= 447/1675, 7-16=855/3BO,
7-15=348/153, 8.15=17lf754, 9-15=823/399, 9-13=0/327
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (&second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=16ft; CaL 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise Indicated.
5) This buss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=548,
11=548.
LOAD CASE(S)Ztandard
IM'
SONI ALEtN \\\\
I
5x5 =
6.00 12 6
4x5 G
5
3x6 4
3x4 G W4
34
NOP2X STP— rvc
2x4 II 2 nr a 6
1� 5x8 =
u� 18 17
3x5 = 5x6 = 2x4 II
5x5 = 6yr =
7
5x5 Q
9
15 14 13 12
3x8 = 3x6 = 20 II 3X5 =
3x8 =
, 15 I 1ti4 F 20-0-0 I 28s i 3c�o i t-0�
Dead Load Deft. = 5116 in
2x4 II
10 g
11
l�
Plate Offsets (XY)- 12:0-0-12
Edoel, f5:0-24.0-2-01
18:0-2-8.0-2-41.19:0-2.8.0.3-41,
it 0:0-4.12,Ed0e1.
r16:0-6-12,0.341, [19:0-2-3,0-1-01,
121:0-2-3,0-1-01
LOADING(psf)
.SPACING- 2-0-0
CSI.
DEFL.
in (too)
gdefl
IJd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.99
Vert(LL)
0.25 15-16
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.90
Vert(CT)
-0.5615-16
>852
180
BCLL 0.0
Rep Strew Ina YES
WS 0.67
Hort(CT)
0.22 10
n/a
rVa
BCDL 10.0
Code FBC2017[rP12014
Matdx-MS
Weight 240 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No2'ExcepY
32: 2x4 SP No.3
WEBS ZA SP No.3'ExcepY
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-2.5), 10=0-8-0 (min. 0.2.5)
Max Horz2=245(LC 8)
Max Upflfl2✓548(1-C 8). 10=548(LC 9)
Max Grev2=1945(LC 1), 10=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing.
WEBS 1 Row at midpt 5.15. 7-15
FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3423/882, 3-4=35131931, 4-5=3497/957, 5-6=-2444/673, 6-7=-2364/708,
7-8=24327735, 8-9=-2BO6f758, 9-10=3440I893
BOT CHORD 2-1 B=88812975, 6-16=1727752, 15-16=813/3089,14-15=488/2609,13-14=-48812609,
12.13=659/2992, 10-12=-657/2995
WEBS 3-18=516/251, 16-18=87212952, 5-15=12521547, 6-15=41511662, 7-15=9361415,
7-13=-08Bf205, 8-13=202/910, 9.13=-6731335, 9-12=0265
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psr bottom chard live load nonconcunent with any other live loads.
6) Provide mechanical connection (by other:) of truss to bearing plate capable of withstanding 100 Ib uplift at)omt(s) except Qt=-lb) 2=548,
10=548.
LOAD CASE(S) Standard
\
PE 50S1
— I
7311 STA QQF i
NA
/IIIING�\ \\`
3
Job
fruss lype
Lily My GrerutlineC
MvVfi5-GrenadineSpec
A4
Roof Spedal
1 1
Jab Reference o Bonal
SouVlem Ilea6, M rieree, rL, J 001
5x5 =
Dead Load Dail. = 5116 in
6.00 12
6
5 =
4x5 4
5
3x6 1;3zd
AW6
Q
3x4 G
W4
9
34
0 NOP2X STP=
g
2x4 II
NDP2X STP=
10
11
r"
2x411 2 R
6
C
c 1
5x8 -
15
74 13
12
18
17
3x8 =
41 = 3x8 =
2x4 II 3x5 =
315 = 5x5 =
2A 11
1 731I 9-1-e
70.5 -0 -0 291n I 3417 I 40-0-0
.^^,
Plate Offsets (X,Y)—
12:0-0-12.Ed9el, [5:0-2-0,0-2-0], IB:D-2-8,0-2-41, 110:04-12;Edge1.116:0-6-12,0-341,
118:0-2.0.0.2.81
f19:0-2-3.0-1-01
f21:0-2-3 0-1-01
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL
in Qoc)
gdefl
LJd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.94
Vert(L-)
0.24 15-16
>999
240
MT20
244/190
TCDL 15.0
LumberDOL 1.25
BC 0.87
Vert(CT)
-0.5413-15
>893
180
BCLL 0.0
Rep Stress Incr YES
WB 0.66
Horz(CT)
0.20 10
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight 236 lb
FT=20Y
LUMBER -
TOP CHORD 2x4 SP No.2'Excapt*
T3: 2x4 SP M 31
BOT CHORD 2x4 SP No.2'Except*
B2: 2x4 SP No.3, B3: 2x4 SP M 31
WEBS 2x4 SP No.3 `Except*
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0.8-0 (min. 0.2-5). 10=0-8-0 (min. 0-2-5)
Max Horz2=245(LC 8)
Meat Uplifl2-548(LC 8), 10=-548(LC 9)
Max Grav2=1945(LC 1), 10=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing.
WEBS 1 Row at midpt 5-15.7-15
FORCES. (lb) - Max. Cemp./Max. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=3423/882, 3-4=3510/931, 4-5=-3493/957, 5-6=2451/671, 6-7=2426/698,
7-8=2616f764, 8-9=298&795, 9-10=34841912
BOT CHORD 2-18=888/2975, 5-16=176f743, 15-16=813/3083, 14-15=558/2914, 13-14=55BJ2914'
12-13=69013048, 10-12=-69013048
WEBS 3-18=5141251, 16-18=87SC942, 5-15=12351547, 6-15=39211610, 7-15=1065/475,
7-13=7141263, 8-13=227I1053, 9-13=531/280
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult--150mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsft h=168; Cat II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Pmvide adequate drainage to prevent water pending.
4) All plates am MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It -lb) 2=548.
10=548.
LOAD CASE(S) Standard
L\CEIV,9 'T
PE 6051 `
i
STA �pr / ><
I I
Special
5x5 =
6.00 12
6
3x4
4x5 G
7 5x5 = rye _
5 T
8
3x6 G
30 i
W4
W6
34
8
NOP2X STP=
2x4 II 2
al
1 7
7
5x8 =
16 15 14
c
19
13
3x6 — 4x6 = 4x8 =
US =
5x5 =
20 II
Dead Load Deft. - 318 in
2x4
10
7 NOP2XSTP=
2xa II
11 y
13
72 d
3x4 = 3x5 =
7-45 WM 2041-0 a28-54icn 339.13c 4011-0
i I cn�� F z��_n I
Plate Offsets (X Y)--
f2:0.4-12 Edgel 15:0-240-2.01 R:0-1-12
0-1.81 f8:0-2-8
0-2-01
f 11:0-0.12 Edgel f 17:05-12 0-3-01
f 19:0-2-00-2-8]
120:0-2-3 0-1-01 f22:0-2.3 0-1-01
LOADING(psf)
SPACING- 2-D-0
CSI.
DEFL
in (too)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
1.00
Vert(LL)
0.26 16-17
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
1.00
Vert(CT)
-0.6114-16
>785
180
BCLL 0.0
Rep Stress Ina YES
WB
0.69
Hom(CT)
0.22 11
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight 240lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2 *Except*
B2:2x4 SP Na.3
WEBS 2x4 SP No.3 *Except'
W3: 24 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=D-B-0 (min. 0-2-5), 11=048-0 (min. 0-25)
Max Hoa2=245(LC 8)
Max Up1182=548(LC 8), 11=648(LC 9)
Max Gmv2=1845(LC 1), 11-1945(LC 1)
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid calling directly applied or 14-12 oc bracing.
WEBS
1 Row at midpt 5-16.7-16 '
FORCES, Qb) - Max CompiMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=34231882, 3-4=3512/931, 45=3496/958, 55=2449/671, 6-7=-2425/7D4,
75=-366611006, 8-9=3237/878, 9-10=3349/928, 10-11=3509/934
BOT CHORD 2-19=8882975, 5-17=-175N46, 16-17=814/3087, 15-16=549/2861, 14-15=549/2861,
13-14=536/2743,11-13=-72013080
WEBS 3-19=515251, 17-19=-8752948, 5-16=1244/549, 6-16=-409/1653, 7-16=10781480,
7-14=-284/1026, 8-14=16681470, 9.14=22511009, 9.13=139/371,10.13=274205
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16ft; Cat 11; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcumant with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1DO lb uplift atjoint(s) except (p=lb) 2=548,
11=648.
LOAD CASE(S) Standard
PE 6051 \` r
_ t
STATE F
ss�NAi) ENG?����
S
10.0
1 mss I ype
Lily Viy
Grenadine-C
A4Ni6-GrenadineSpec
A6
Roof Spedal
1 1
Job Reference (optional)
aomnem I . . n 11 � '- .a.
5x5 =
6.00 12
6
3x4 C
4x5 4
7
5
5x5 = 5,5 -
3x6 O
8
3x4 G
W4
W6
34
0
B
NOPZX STP=
2x4 II 2
6
1
5x8 =
15
14 13
12
c
18
17
3x8 =
46 =
3x4 =
3x5 =
5x6 =
2x4 II
3x4 =
Dead Load Deft. - 51161n
NOP2X STP=
2x4 II �
10 1g
3.5 =
7-0.5 I n�e� 13-1-0 i 20-0.0 I 26-7-11 I 33-8 dA i
>rlc
Plate Offsets (X,Yt- f2:0.4-12,Edce1,
r9:0.2.8,0.2.41, I10:0-4.12.Edne1,
I12:0-1-12,D-1-81,
I16:0-5-12,0-3-41. (19:0.2.3,0-1-01
I21:0-2-3.0-1-OI
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL
in QoC)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.80
Vert(L-)
0.24 15-16
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.92
Vert(CT)
-0.5615-16
>851
180
BCLL 0.0
Rep Stress Ina YES
WB
0.67
Horz(CT)
0.22 10
nla
n/a
BCDL 10.0
Code FBC2017trPI2014
Matrix -MS
Weight 233 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except'
T2,T5: 2x4 SP M 31
BOT CHORD 2x4 SP No.2'ExcepV
B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W3: 2x4 SP No.2
OTHERS 2X4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-2-5). 10=0-8-0 (min. 0.2-5)
Max Hom2=245(LC 8)
Max Upli82-548(LC 8), 10=546(LC 9)
Max Gmv2=1945(LC 1), 10=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oC bracing.
WEBS 1 Row at midpt 5-15. 7-16
FORCES. Qb) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-0=3423/882, 3-4---3515/932, 4-5=-3499/958, 5-6=24441673, 6-7=-24091/11.
7-8=3355/880, 8-9=2989/844, 9-10= 3395/865
BOT CHORD 2-18=8872975, 5-16=-17lf752,15.16=-81313088, 14-15=52112755, 13-14=-5212755,
12-13=803/3703,1 D-12=6222942
WEBS 3-18=517/251, 16-18=8752957, 5-15=1252/547, 6-15=42411680, 7-15=1040/455,
7-13=207/830, 8-13=110301401, 8-12>1219/323, 9-12=20511144
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vssd=124mph; TCDL=5.Dpsf; BCDL=5.0psf,, h=161t; Cat. II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord five load nonooncurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) except (It -lb) 2=548,
10=548.
LOAD CASE(S) Standard
j\�
� PE 6051
Op �\ STA
o �',ORIDP,��1jQ�
! 1111\G� \��
o
inuss
I Nay lype
Uly
&snadine C
MW-68-GenadineSpec
A7
Roof Special
JVIY
7 1
Job Reference o Sorel
Dead Load Defl. = 3181n
5x5 =
5x5 =
6.00 Ff2 6 6
3x4 4
3x4 4*
4
q 7
5x6 G
5X5 = 5x5 = r
B W/
8
3
d,
NOP2x STP=
8 1 2x4 I
NOP2x STP—
—
10
r
2x4 II 2 5
WTO 11 Iqo I4
791
14 13 72
20 19 18 17 16
3x8 MT20HS= 3x5 — 3x5 =
3%5 = 2x4 II 4x6 — 6x8 = 2v6 II
U4 =
B%10 =
655 11 7
210-7H1
35400-0
6$8 5
415105
0.7 i
Plate Offsets (X,Y)- [2:0-0-12,Edge], [3:0-2-12,D-3-0], [5:0-2.8,0-2-0], [6:0-2-B4O.2.4), [9:0-2-B4O.2-4], [10:0-0-12,Edge), [15:04-6,Edgel, 117:0-3-0,0-0-4], [18:0-1-12,D-2.8), [21:0.2-3
,0-1-01, r23:0-2-3,0-1-01
LOADING(psf)
SPACING- 2-"
CSI.
DEFL
in (too) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Vert(LL) -0.23 14-15 >999 240
MT20 2441190
TCDL 16.0
Lumber DOL 1.25
BC 0.85
Vert(CT) -0.5914-15 >812 180
MT20HS 187/143
BCLL 0.0
Rep Stress Ina YES
W13 0.94
Horz(CT) 0.18
10 n)a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weight 246 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 , TOP CHORD
Structural wood sheathing directly applied or 2-2.0 oc puriins.
BOT CHORD 2x4 SP No2 *Except' BOT CHORD
Rigid ceiling directly applied or 6-2-8 oc bracing: Except
B3: 2x4 SP No.3, B4,B5: 2x4 SP M 31
10-0-0 oc bracing: 15-17
WEBS 2x4 SP No.3 WEBS
1Raw at midpt 7-15
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-6-0 (min. 0-2-5), 10=0-8-0 (min. 0-1-10)
Met Horz2=237(LC 8)
Max Upit02=539(LC 8), 10=539(LC 9)
Max Gmv2=1950(LC 1), 10=1949(LC 1)
FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3446/866, 3-4=28501754, 45=2568/691, 5-6=2189/670, 67=2351/652,
7-8=-3545/877, 8-9=-3136/833, 9-10=3503/870
BOT CHORD 2.20=-868/2998, 19.20=870/2991, 1&19=87=991, 5-15=2281842, 14.15=55913134,
13.14=984/4350, 12.13=-9B4/4350, 10-12=654/3060
WEBS 3-20=0/261, 3-18=615/301, 4-15=4261287, 1518=611/2459, 7-15=1324/498,
7-14=114/802, &14=-1348/471, 8-12=1707/443, 9-12=25411312, 615=225f767
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3•second gust) Vesd=124mph; TCDL=6.0psf; BCDL=5.0psF; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has, been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at -lb) 2=539,
1D=539.
LOAD CASE(S) Standard
TiLl
IPE051 1
p71 STA
%0� \-o OR
oNAL
toss
I cuss I ype
y
GrenadneC
Mw-a6-GrenadineSpec
AS
Roof Special Girder
1 1
Job Reference o tional
SoAhenn Truce, FL Pierce. FL., 34951
6.00 f 12
ax6 =
6 5x7= 5x5=
3x5 = 2x4 II 4a6 6x6 = 5x5 = 4x5 =
20 II
LOADING(psf)
SPACING-
2-D-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Ina
NO
BCDL
10.0
Code FBC2017/fP12014
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T5,T1: 2x4 SP M 31
SOT CHORD 2x4 SP No.2 *Except'
83,F1: 2x4 SP No.3, B4,B5: 2x4 SP M 31
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
Dead Load Deft. = 7116In
13
C51.
DEFL. In
(loc) Udell Lid
PLATES
GRIP
TC 0.86
Vert(LL) 0.30
15 >999 240
MT20
2441190
BC 0.97
Vert(CT) -0.69
15-17 >694 180
WB 0.91
Horz(CT) 0.22
12 We n/a
Matrix -MS
Weight 2551b
FT=20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 5-10.1 oc bracing.
Except
10-D-0 oc bracing: 17.18
WEBS
1 Row at midpt 9-17, 10-15, 5-7
REACTIONS. (sloe) 2=04I-0 (min. 0-2-5), 12=0-8-0 (min. 0-2-0)
Max Horz2=233(LC 8)
Max Upl'd12=555(LC 8), 12=752(LC 9)
Max Gmv2=1963(LC 1). 12--2417(LC 1)
FORCES. (lb) - Max. CompJMaK Ten. - All forces 250 Ob) or less except when shown.
TOP CHORD 2-3=3494/896, 33=3276/898, 4-5=2784/749, 5-6=307/87, 7.8=2577/766,
8-9=2625/733, 9-10=413911125, 10.11=-1162H228, 11-12=-452311303
BOT CHORD 2-21= 887/3038, 20-21=887/3038,19.20=88713038, 7-17=761338, 16-17=-822/3660,
15-16=8221366(1, 14-15=-1787/6439, 12-14=107013987
WEBS 4-21=0/296, 4-19=756/369, 5-17=73/432, 17-19=-556/2399, 8-17=-2351897,
9-17=1578/580, 9-15=-162/930, 10-15=28721997, 10.14=2686/888, 11-14=-054/181D0,
5-7=2425f729
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=16ft; Cat II; Exp C; Encl., GCpto0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) AD plates are MT20 plates unless otherwise indicated.
5) This buss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live bads.
6) Provide mechanical connection (by other:) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=555.
12=752.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 lb down and 168 Ib up at 37-1-8 on
top chord, and 421 lb down and 17716 up at 37-0-12 on bottom chord. The designlselection of such connection device(s) Is the
responsibility of others.
the LOAD
\\\ j l I I I i (/i/,
CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (5).
M 194 /�////
LOAD
CASE(S) Standard
\\d\\\?'NA
1) Dead +Roof Live (balanced): Lumber Inaease=1.25, Plate Increase=125
Uniform Loads (pit)
Vert 1.6=70, 6-7=70, 7-8=40, 6-10=70, 1D-11=70, 11-13=70, 18.28=-2D, 17-31=20
/ PE r6051 1
4
Continued on page 2
i�1 STA F 1x
\\\
////ssONA
111zAla
19
a
Nae
I NS6 I ype
GrenatlmeL
MW� Gn:nadu,spee
AS
lQty
Roof SpedW Girder
1111Y
i 1
Jab Reference o gonel
Souihem TM", FL Pierce, FL, 34951
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert 11=8g(B) W-421(B)
Run: 5230 a OG 21 2015 Print 8230 s Oct 212018 Mliek Indusmess, Inc Sat Nov 1012:12:26 2018 age 2
_ ID:gk72asHowygRu35gOOrgTyMFnX•uP7hBOXOfQeoSsIGvZKgDH_duw7SGzctLuwpnpyKby3
\\\aN Im!8��/q/
PEGElys
t 6�51
7y � STA7�E�7nr a 1 >r
Special
2x4
`d
5x7 =
s nnR-9 °
46 = 4x8 = 2x4 It
3x5 = 3x4 =
20 II
2A II
9-7.4 18-8-0 22-11-0 2&10-0 7-i-12 37-0-0
� 2]d I 94412 4-3-0 6-11-0 ~
Dead Load DO. - 5/16 in
Plate Offsets (KY)- 12:Edge
0.0-41 f8:0-2-8 0-1-e1 17:0-2-8
Edoel f8.0-2-8 0-2-41
110:Edpe 0-0-141
112.0.2-8 0-2-121 115:0-2-0 0-2-01
116.0-2-13 M-OI f 18:D-2.3 0A-01
LOADING(psf)
SPACING- 2-0-0
CS].
DEFL.
In Doc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL)
-0.18 11-12
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.90
Vert(CT)
-0.48 11-12
>924
180
BCLL 0.0
Rep Stress Inv YES
WE 0.71
Hom(CT)
0.14 10
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight 223 lb FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2'Except• BOT CHORD
B7: 2x4 SP M 31, B3: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3 WEBS
WEDGE
Right: 2x4 SP No.3
REACTIONS. (size) 10=1VIechanical, 2=0-8-0 (min. 0-1-8)
Max Horz2=260(LC 8)
Max Uplift10=-443(LC 9), 2>510(LC 8)
Max Gm%,10=1670(LC 1), 2=1820(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3137/825, 3-4=-2830/738, 4-5=2817/765, 5-6=1971/590, 6-7=-2661/800,
745=2395/678, 8-9=2960/878, 9-10=3089/806
BOT CHORD 2.17=-859/2732, 16-17=597/2207, 15.16=597t2207, 7-12=1324/451, 11-12=-39772160,
10-11=-63312672
WEBS 3-17=-4151296, 5-17=135/609, 5-15=785/410,12-15=-3Ol/1779, 6-12=500/1725,
8-12=1411524, 8.11=263/632, 9-11=-379/304
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 7-12
10-M oc bracing: 12-14
1 Raw at midpt 5-16. 6-15
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Cpsf; h=16ft; CaL II; Exp C; Encl.. GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 paf bottom chord live load noncencument with any other five loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (It=1b)10=443,
2=510.
LOAD CASE(S) Standard
i
PE- 60R, xtt
i
-0 � sra�—
�ijfis��ORIDP:
0
Truss
Was type
Dry Ply 6renadine-C
MW4i&GrenadmeSpec
Me
Hip
1 1
Job Reference p tional
5x7 =
5.5 =
6.00 12
5
6
4x5 i�
W
4 7
6
5x5 i
W4
3
NOP2X STP-
2x4 II 2
6
c 1
5x6 =
15
14 13 12
16
17
3x4 =
3xe = 4x6 = 3x4 =
3.6 =
Us =
2x4 II
3x6.
6
2x4 //
6-11-5 131-0 19k0 23-6-0 31512 40-0-0
I it11_5 41_�1 I 411-n
Dead Load Dee. = 5/161n
NOP2X STP=
102x4 II
71 10
I�
3x5 =
Plate Offsets (X.Y)—
12:04-12.Ednel f3:D-2-6 0-3-01
15:0.54.0-2.81. 16:0-2-B 0-2-41
M0:0-0.12 Ednel
116.0-5-12 0-3d1 f19:0-2-3 0-1-01
r21:D-2-3 0-1-D1
LOADING (psi)
SPACING- 2-0-0
CSL
DEFL
in Doc)
Wall
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1,25
TC 0.69
Vert(LL)
0.23 15-16
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.97
Venl(CT)
-0.52 15-16
>917
180
SCLL 0.0
Rep Stress Ina YES
WB 0.79
Hmz(CT)
0.21 10
me
n1a
BCDL 10.0
Code FBC2017/IP12014
Matrix -MS
Weight2441b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 •Except-
B2:2x4 SP No.3
WEBS 2x4 SP No.3 `Except*
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS.;(size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. D-2-5)
Max Hom2=236(LC 8)
Max UpIM2=541(LC 8), 10=513(1-C 9)
Max Grav2=1945(LC 1), 10=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing..
WEBS 1Row at midpt 4-15, 5.14
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=3436/870, 34=3512/931, 4-5=2534/688, 5-6=2120/606, 6-7=2449/643,
7-8=3112/793, 8-9=-3194/ff72, 9-10=3457/844
BOT CHORD 2-18=871/2990, 4-16=l70A46, 15-16=775/3075, 14-15=394/21B5, 13-14=441/2582,
12-13=4412582, 10-12=626/3025
WEBS 3-18=500245,16.18=8611M972, 4-15=1178/501, 6-15=268/853, 5.14=292/146,
6-14=191/733, 7-14=-682/359, 7-12=111/526, 9.12=354254
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsg BCDL=S.Dpsf; h=16ft; Cat. II; Exp C; Encl., GCp1=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load noncematment with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift atjoint(s) except Qt--lb) 2=541,
10-513.
LOAD CASE(5) Standard
S-FA
�1/1S0NN'
A" E
10
Job I
Truss
I rus5 I ype
Grewtline-C
W M-68Gw redineSpec
All
Hip
1 1
Job Reference (optional)
Seemem i mae, r1. VICTP, rL,:wsa1
NOP2x STP=
2x4 It 2
1
Sx5 =
18
5x5 =
nun: d.zav S oa z1 zme
ID:gk72aeHo_wygRu
131-0 17-0-0 214-0 25.8-0
6-34 I 3M I 44- I 4-4-0
5x5 =
3x4 = 5x5 =
6.0012 5 —6 7
M=
17
2x4 It
3x8 =
13
4x6 =
3x8 =
2x4 II
6-&12 131-0 17-0-0 N 812 40-0 2532-0
R2tp Rid vtt_n
3x5 =
Dead Load Der. = 5/161n
02z4 II
, 11 1
Plate Offsets (X Y) - 12:04.12
Edge? 13:0-2-8 0-3-41
15:0.2-80-2-41 IT0-2-8
0.2.41
110.0-4-12 Edgel
116:0.5-12 0-3-41 118.0-2-0 0-2-B1
119:0-2-3 0.1.01 121:0-2.3 0.1-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (too)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.97
Ven(LL)
0.22 15-16
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.89
Vert(CT)
-0.5314-15
>900
180
BCLL 0.0
Rep Stress Ina YES
WB
0.93
Hoa(CT)
0.21 10
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight: 240 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2 *Except* ,
B2: 2x4 SP No.3
WEBS 2x4 SP No.3'ExcepV
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. 0-2-5)
Max Hom2=218(LC 8)
Max Upli1112=525(1-C 8), 10=495(LC 9)
Max Gmv2=1945(LC 1), 10=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid calling directly applied or 6-4-9 oc bracing.
WEBS 1 Row at midpt 6-15. 6-14
FORCES. (Ib) - Mu. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=3439/837, 3-0=3499/881, 4-5=2784/720, 5-6=2440/681, 6-7=2309/603,
7-8=2688/604, 8-9=3200/T72, 9-10=3415/769
BOT CHORD 2-18=824/2993, 4.16=189/706, 15-16=700/3046, 14-15=402/2465, 13-14=54312969,
12-13=-543/2969,10-12=-543/2969
WEBS 3-18=499239, 16-18=837/2953, 4-15=990/431, 6-15=210/958, 6-14=-445,224,
7-14=145/787, 8-114=770/387, 8-12=0/290
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Dpsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except at --lb) 2=525,
10=495.
LOAD CASE(S) Standard
QjL10E/ys���
PE 6051 't
1 P 1\ STA F x
i 0-IM
—q/10
o
toss
toss lype
Grenadina-C
MW-ea-GrenadmaSpec
Al2
Mp
jUry IVIY
1 1
'
Job Reference o Bonal
Soulnem l Nas, tL N,erae, i-L., a49b1 an we w,< -, .I
ID:gk72eeHo_wygRu35gO0rgTyMFnX-mAFB_OaujfeEaTeTBPOcN7BLfXW8CrYiGWuOw ;kb';?
-2-0-0 6-&12 13-1-0 15-0-0 21-0-0 27-8-0 33-8-5 404HI 42.0-0
2-0-0 6-9-12 6-3-4 1-11 6-0-D 6-0-0 6-D-5 6.3-11 2-0-0
Dead Load Dell. = 5/161n
5x7 =
Boo FIT
20 II
5x7 =
4x5 G 5
6
7
4
3x4 1
1
5x5 6
9
3
>436
6IMd
w
NOPV STP=
20 II
NOP2X STP— W
Sa10
`�
2x411 2
7
1 F7
0
1
18
15
74 13
12 lY
19
18 3x4 =
3x8 =
Us =
2x4 II US =
3x5 = 5x5 =
2x4 11
3x4 =
Sx8 =
-1-14-0 14-0 I 6-D I D4
66922 1 63.315-02-0I A 11
Plate Offsets (X,Y)- f2:04-12,Edge1.
f3:0.25.0.3-41.
f5:0-5-0,0-2-81, 17:D-54,0-2-BL
f10:0-4-12,Ednel,
f17:0-5-12.Edgel. 119:0-2-0,0-2-81,
120:0-2-3,0-1-01, 122:D-2-3,0-1-01
LOADING(psl)
SPACING- 2-0-0
CSI.
DEFL
in (Ioc)
Odell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.26
TIC
0.72
Vert(LL)
-0.21 15
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.85
Vert(CT)
-0.50 15-16
>955
180
BCLL 0.0
Rep Stress Ina YES
WB
0.66
Horz(CT)
0.21 10
We
We
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight2421b FT=20%
LUMBER -
TOP CHORD 2z4 SP No2
SOT CHORD 2x4 SP I •Except•
B2: 2x4 SP No.3
WEBS 2x4 SP No.3'Except'
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-25), 10=0-8-0 (min. D-2-5)
Max Hcrz2=2D0(LC 8)
Max Uplift2=506(LC 8), 10=-474(LC 9)
Max Grav2=1945(1-C 1), 10=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD Rigid celiing directly applied or 6-7-3 oc bracing.
FORCES. Qb) - Max. CompJMax Ten. - Al forces 250 (lb) or less except when shown.
TOP CHORD 25=344W!37, 3-4=-3490/821, 4-5=-30551766, 5-6=-291 Of723, 6-7=-29101723,
75=2843/622,8-9=-2861/595, 9-10=-3469/742
BOT CHORD 2-19=771/2995, 4-17=187/662, 16-17=639/3D27, 15-16=5492715, 14-15=385/2475,
13-14=3852475, 12-13=532/3029, 10.12>532/3029
WEBS 3-19=496/227, 17-19=78112932, 4-16=-B521377, 5.16=303/916, 615=223/432,
6-15=509/294, 7-15=2767725, 7-13=-871480, 9-13=-6381323
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsh h=16ft; CaL II; Exp C; Encl., GCpl=D.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Al plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (It --lb) 2=506,
10=474.
LOAD CASE(S)Standard
f PEtij
51
`
0 �
STA�'`rrJ0
o�ll I I LNG
09
MWiS-GrenadineSpeo
Dead Load Deft. = 318 in
5x7 11
6.00 Fif
5xB = US =
2x4 11
5x7 =
8
4 5
6
2x4
3xG C
Sx5 G
910
3
B
z
0 c
NOP2x STP=
2x4 II b
NOP2%STP—
11
2x4 II 2
17
Io
12 j4
1
6x9 =
i6
15 14
13 [Y
20
19 18
3x8 =
Eva = 4x6 =
3x4 = 3x5 =
2x4 11
4x12 = 2x4 11
3x5 =
13 9 13-1-0 16-9-0 20-7.12 2510-0 32-7-12 40-0-0
aa4 1 r*2-12 1 - 1 4--V I s-' i 6-9-i2 I i�
Plate Offsets MY)-
[20-4-12,Edge], [3:0-2-8,0.9-4], [4:0-5-12,0-2.4], [/:0-5-4,0-3-4],[11:0-0-12,Edge], [15:0-30,0.1-12], [17:0-6-0,0-34], [19:0-2-12,0-2-0], [21:0-2.3,0.1-0],
f23:D-2-3 0-1-01
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL
in (loc)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL)
0.32 16-17
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.84
Vert(CT)
-0.6216-17
>770
1B0
BCLL 0.0
Rep Stress Ina YES
WS 0.87
Hom(CT)
0.23 11
We
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight:24211a FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Except'
B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W5: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2-0-8-0 (min. 0.2.5), 11=0-8-0 (min. 0-2-5)
Max Horz2--198(LC 8)
Max Upli82=616(LC 8). 11=473(LC 9)
Max Grav2=1945(1-C 1), 11=1945(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 5.104 oc bracing.
WEBS 1 Row at midpt 7-15
FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2.3=3443/1041, 3-4=2796/908, 4-5=328211113, 5-6=345611129, 6-7=-345611129,
7-8=-3570/1127, 8-9=3319/933, 9.10=3336/906, 10-11=3454/8B0
BOT CHORD 2-20=98812999, 19.20=990/2994, 5-17=-383/251, 16-17=952/3303, 15-16=799/3140,
14-15=582/2470, 13-14=-58212470, 11-13=700/3014
WEBS 3-20=01274, 3.19-680/334, 4-19=878/269, 17-19=757/2662, 4-17=560/1999,
6-16=413/234, 7-16=228/549, 7-15=20541772, 8-15=75212294, 8.13=-288/699,
10-13=-411/306
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=5.Gpsf; BCDL=5.Dpsh, h=161k Cat. II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except ([t=1b) 2=616,
11=473.
LOAD CASE(S)! Standard
! PE 6051
1
p�` sTgIE c '*
OR ID
S'0NA' I E1 G�����
13
I
5z8 — 2x4 II
4 6
fi.DO P2
3x4 4
3
g
W2
NOP2X SrP= 1 1
2x4 II 2 7
1 7x10=
20 19 18
3x5 = 2x4 II 5xl2 = 2x4 II
314 =
6z6 = 5z5 =
6x5 = B r, 9
16 15 14
5x8 = 4x6 =
3x8 =
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (IOC) Udell Ud
TCLL 20.0 Plate Grip DOL 1.25 TO 0.56 Vert(L-) 0.31116-17 >999 240
TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.8116-17 >595 1110
BCLL 0.0 Rep Stress Ina YES WE 0.99 Horz(CT) 0.23 11 rda n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD
B2: 2x4 SP No.3, B3: 2x4 SP M 31
WEBS 2K4 SP No.3 *Except*
Wit: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-&O (min. 0-2-5),11=0-8-0 (min. 0-2-5)
Max Horz2=187(LC 8)
Max Uplifl2-611(LC 8), 11�459(1-C 9)
Max Gmv2=1945(LC 1). 11=1945(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3486/1044, 3-4=-2969/938, 4-5=-4027/1288, 5-6=405011289, 6-7=409311193,
7-8=-4690/1405, &9=259BN65, 9-10=2968/816, 10-11=3486/834
BOTCHORD 2-20=994/3048, 19-20=99413048, &17=295/181,1&17=1198/4226, 15-16=67912877,
14-15=6792877,13-14=-685/3D48, 11.13=665/3048
WEBS 3-19=543269, 4-19=381/157, 17-19=746/2603, 4-17=548/1987, 6-17=2551137,
6-16=272/194, 7-16=22811750, 8.16=9082868, 8-14=794285, 9-14=28111026,
10.14=5571275
Dead Load Deft. =12 in
3z4 1
10
1
NOP2X STP=
2x4 II
11 Iy
12 0
13 5
2x4 II 3x5 =
,PLATES GRIP
MT20 2441190
Weight:239lb FT=20%
Structural wood sheathing directly applied or 2-5-7 oc pudins.
Rigid ceiling directly applied a 5-11-2 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=169mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat II; Exp C; Encl., GCp'r--0.18;
MWFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated. -
5) This truss has been designed for a 10.0 psf bottom chard rive load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) 2=611,
11=459.
LOAD CASE(S) Standard
M'a4�/���ii
i PG r l
I
� \ s 0/ Si1� r(/�
N I
I�l
o
rues
mss ype
y
Grenadine.0
Mw-68-Grenedme-Spec
A15
Red Special
1 1
Job Reference (optional)
.101Mem I..." 11.1 rL,.t '
6.00 F1F2
NOP2X STP-
2x411
t
3x5 6
Deed Load Deft. = 3M6 in
5x5 =
5x7 =
Sx7 =
2x4 II
515 = 7TA
8
4
2x4 i
9
2x4 C
W4
3
NOP2X STP= n
2x4 II 16
10
17
it o )q
Y
NOP2X STP=
14 13
12
17
16
3x6 =
3x4 =
3x5 C
3x4 =
4x6 =
3x8 =
4x5 =
111. 41L 71_C 11 11- AM
9-0-0 1
6-5-8
9-0-0
6F-0
19-"
Plate Offsets (X.Y)-- 12:D-2-10
0-1.81 [4:0-5.4,0-2-81 (7:0.2-8,0-2-41
18:0-5-0 0-2-81.
]10:0-2-10,0-1-81
115:0-3-12 0-2-8] 118:0-2-0,0-1-01
120:0-2-3,0-1-0]
LOADING(psf)
SPACING- 2k0
CSI.
DEFL
in Qoc)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL)
0.38 14-15
>780
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.89
Vert(CT)
-0.4314-15
>687
180
BCLL 0.0
Rep Stress Iner YES
WB 0.85
HDrz(CT)
0.03 10
We
n/a
BCDL 10.0
Code FBC2017ITPI2014
Matrix -MS
Weight 213 lb
FT = 20%
LUMBER- I BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2'Exoept' BOT CHORD
B2: 2x4 SP No.3 WEBS
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. D-1-8), 15=D-8-0 (min. 0-2-4), 10=04i-0 (min. D-1-8)
Max Horz2=169(LC 8)
Max Uplifl2=273(LC 8), 15=876(LC 4). 10=674(LC 4)
Max Gmv2=777(LC 17),15=1899(LC 1), 10=1218(LC 1)
FORCES. Ob) -Max. CompJMax. Ten. -A] forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-919/346, 3-4=581/222, 5-6=-68260, 6-7=-1472/997, 7.11 -1298/912,
8-9=1552/1004, 9-10=1876/1111
BOT CHORD 2-17=363/790, 16-17=146/470, 15.16=101/486, 5-15=-535/308, 14-15=787/1391,
13-14=746/1337,12-13=746/1337,10-12=-929/1642
WEBS 3-17=381/244, 4-17=31/453, 4.16=765/215, 6.15=1770/1042, 7-14--295/360,
8-12=-278/394, 9-12=-356242
Structural wood sheathing directly applied or2-10-4 oc puriins.
Rigid calling directly applied or 5-7-0 oc bracing.
1 Row at mldpt 6-15
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst BCDL=S.Opsf; h=1611; Cat II; Exp C; End., GCpl=0.18:
MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherxise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconconent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at ]oint(s) except Qt=ib) 2=273,
15=876,10=674.
LOAD CASE(S) Standard
Job
I NSa
I NSa I ype
Lay My
Gmnadine
MW469.Grenadne Pec
A16
Roof Sp.clAGirder
1 i
Job Reference (optional)
southern Truss, FL Pierce, FL., 3 951
2x4 II
1
3x5 =
5s6= Us= US=
6x7 =
3x5 = 3x5 = 54 = 7 33 34 Ta B 35 9 96
1B
3x4 =
17
6xB =
4x5 =
3x6 = 4x8 MT20HS=
2x4 II
Dead Load Deft. =3116 in
'2X STP= m
2A II
Iv m
11 C jq
Us = 1�
LOADING(psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina NO
Code FBC20171TP12014
CSI.
TC 0.95
BC 0.70
WB 0.94
Matrix -MS
DEFL
Ven(LL)
Vert(CT)
Horz(CT)
in Qoc) Udell Ud
0.33 13-15 >888 240
-0.34 13-15 >879 180
0.06 10 n/a n/A
PLATES
MT20
MT20HS
Weight 208lb
GRIP
2441190
1871143
Fir=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2 *Except'
TOP CHORD Structural wood sheathing directly applied.
T4,T5: 2x4 SP M 31
BOT CHORD Rigid ceiling directly applied or 4-2.10 oc bracing.
BOT CHORD 2x4 SP M 31 'Except'
WEBS
1 Row at midpt
4-17, 6-16
B7: 2x4 SP No.2
WEBS 2x4 SP Nc.3 *Except
W3: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 16=D-8-0 (min. 0-3-6), 10=0-8-0 (min.
0-1-14)
Max Hoa2=150(LC 8)
Max Upl=ft 680(LC 8), 16=2899(LC 4), 10=1631(1-C 4)
Max Grev2=1187(LC 17), 16=4109(LC 32). 10=2236(LC 31)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=1862/1160, 3-30=1089/775, 4-30=1089?75, 4-31=377/590, 31-32=377/590,
5-32=-377/590, 5$=590/872, 6-7=394913042, 7.33=355412775, 3334=355412775,
8-34=3554/2775, 8-35=37952934, 3536=3795/2934, 936=379512934,
9-10=4293/3192
BOT CHORD 2-19=103411614,19-37=1D4411640, 1837=1044/1640. 18-38=-68711067,
38-39=687/1067,17-39=68711067,16-17=876/1452, 5-16=570/462,15-16=2424/3364,
-
15-40=4427/4715, 14-40=-3427/4715, 1441=3427/4715, 13-41=3427/4715,
1342=-3427/4715, 42-43=3427/4715, 12-43=3427/4715, 10-12=-2748/3790
WEBS 3-19=228/635, 3-18=758/466, 4-18=332788, 4-17=2068H361, 6-16=-4611/3413,
6-15=-402/526, 7.15=77211162, 8-15=1314/982, 8-13=1091500, 8-12=10691845,
9-12-816/1246
NOTES-
1) Unbalanced mot live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16ft; Cat. II; Fxp C; End., GCpl=O.'l8,
MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Ali plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6)1rovide
16=28910=1G81! connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) 2=680,\\\\ M.84
,
-\CE/1PE
6051 t1T44
Continued
i
on page 2
i id t STA IEr(��c
%F`.<pRIDP j4145
1.6
oTruss
russ ype
y Grenadne-C
MW�SB-GrenadmeSpec
A16
Rao( Spedal Girder
1 1
Job Reference 0 tional
Southem Truss , FL Pierce, FL, 33951
Run:8230s Od212018 Pmrt 8230 s 0d212018 MiTeklndustrles,lne Sm Nw1012:12:352018 Pa era
ID:gk72scHcwygRu35gO0rgTyMFnX-762415e1XBmWgFWPory_n4Bs9mYGJY2QCQo anyl� _ hxw
NOTES-
7) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 375 lb down and 4331b up at 7-0-0, 2091b down and 240 lb up at 9-0-12, 209
lb down and 240 lb up at 11-0-12, 209 lb down and 240 lb up at 13-0-12, 209 He down and 240 Ib up at 14-0-12, 375 lb down and 433lb up at 224-0, 20916 down and 240 lb up
at 24-6-12, 209 He doom and 240 lb up at 26-6-12, 209 It, down and 240 lb up at 27-9-0, 2091b down and 240 lb up at 28-114, and 209 lb down and 240 It, up at 30.11-4, and
375 He down and 4331b up at 33-0-0 on lop chord, and 45B He down and 285lb up at 7-0-0, 91 He down and 29 lb up at 9.0-12, 91 lb down and 29 lb up at 11.0-12, 91 lb down
and 29 lb up at 13-0-12, 91 It, down and 29 lb up at 14-0-12, 540 lb down and 285Ib up at 22.6-0, 12216 down and 29 lb up at 24-6-12, 122 lb down and 29 It, up at 26-6-12,
122 lb down and 29 lb up at 27-9-0, 122 lb down and 29 It, up at 28-114, and 122 He down and 29 He up at 30-11-4, and 540lb down and 2851b up at 32-114 on bottom chord.
The design/selection of such connection device(s) Is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S):Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-3=70, 3-6=70, 6-7=70, 7-9=70, 9-11=70, 17-24=20, 16-27=20
Concentrated Loads (lb)
Vert 3=201(F) 7=201(F) 9=201(F)19=341(F)18=-67(F) 4=134(F)15=341(F)13=67(F)12=341(F) 8=134(F) 30=134(F) 31=134(F) 32-134(F) 33=134(F)
34=134(F) 35=134(F) 36=134(F) 37=-67(F) 3B=67(F) 39--67(F) 40=67(F) 41=67(F) 42=67(F) 43=67(F)
p t STA Etna /
i0
///�s O�QI ENG� \\\
0truss
Iruss lype
wry Fly Grenadine-C
MW-66-0renadmeSpec
A17
Roofspecial
7 1
Jab Reference (optional)
5xe =
6.00 12 6
3x4 4
5
3x6 4
2x4 \\
34
2x4 II
7 5x5 = 5x5 =
8
Dead Load Deli. - 318 in
NOP2X STP—
10
2
NOP2X STP=
2x411 2 R1
R�
a
17 1
=
1
6x8 = Sx9
122x411
13
21 20
19 18 16 %
3x5 =
4x6
4x8 = 2x4 11 2x4 11 5x6 =
3x5 =
3x4 =
9-1-i
a1.
I 183-0
I 22-111 1 27-9.1 33.7-5 1 40-M
Plate Offsets (X,Y)—
[2.0-4-12,Edge], [6:0-3-0,0-1-4], [9:0.2.8,D-2<], [12:0-4-12,Edge), [14:0.2-12,D-2-81, [16:0-6-0,D-3-0], [17:0.2.8,030], [19:0-1-8.0-2-0], [22:0-2.3,0-1-0),
124:0-2-3 0-1-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL) -0.24 1&17 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.87
Vert(CT) -0.6019-21 >795 180
BCLL 0.0
Rep Stress Ina YES
WB 0.96
Horz(CT) 0.22 12 rda We
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight: 2571b FT=20%
LUMBER -
TOP CHORD 2x4 SP No2'Except'
T5: 2x4 SP M 31
BOT CHORD 2x4 SP No.2 *Except*
B7: 2x4 SP M 31, B3,135: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W 11: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=D30 (min. 0-1-10). 12=0-8-0 (min. 0-2-5)
Max 1-1orz2=207(LC 6)
Max Upli82=-536(LC 8), 12=563(LC 9)
Max Gmv2=1945(LC 1), 12=1945(LC 1)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-6-7 oc puffins.
BOT CHORD
Rigid ceiling directly applied or 6-11-14 oc bracing.
WEBS
IRow at midpt 5-19,6-19
FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or lessexcept when shown.
TOP CHORD 2-3=3423/883, 3-4=3156/823, 4-5=3143/850, 5-6=2251/677, 6-7=3325/988,
7.8=3261/881, B-9=2921/866, 9-10=-3612/941, 10-11=3626/910, 11-12=3470/938
BOT CHORD 2-21=S41/2985, 20-21=58612452, 19-20=586/2452, 7-17=294/206, 16-17=557/3229,
12-14=708/3030
WEBS 3-21=400/291, 5-21=154/632, 519=777/413, 6-19=127/254, 17-19=290/1965,
6-17=-635/2202, 8-17=1047/371, 8-16=-542/178, 14-16=712/3059, 11-14=57703,
9-16=229/1233
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF BCDL=5.Opsf; h=161k Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atloint(s) except Qt=lb) 2=638,
12=563.
LOAD CASE(S) Standard
� FE 6051
1t STA
i�isS oNAI
O
was
N66 ype
y
Grenadine-C
mw.6B-GrenadineSpec
A18
Roof 6pedal
1 1
Job Reference o donal
e..�., ..,,.,35q -.,.., ;6g,..a...i.......... ... ...._... _..... ...
ID:gk72aeHo_wygRu35gO0rgTyMFnX•3WArSnM3o0EwYgp2NOFAcxV LucLzFVt65ufgy xu
19.3-8
-2-0-0 6dA Do 12-1&0-8 1�q 26-3-8 2&11S 34-25 40-0-0 ,42-0-0
�zaol r>4a I slo-o I slap o-7ma' 7.0-0 i z-so I s3-0 I 5-s-e�2-ao'
a1.12 MT20H5-- Dead Load Deft. = 7116 in
5xl0 MT20HSs
6.00 12
6 7
2x4 II
3x4G
4a Sx5=5x5=
5
g
3x6 G
axb \
4
10
3x4
3
11
NOP2X STP=
N0P2X STP=
2x4 II 2
Ri
RV 8 7
10 1 2x4 II
12
� 1
r y
2221
ez14= Sz10—
20 19 16 15
3
14
3z5 =
bxb _
4zB = 2z4 II 2x4 II
3x5 =
44 =
3x4 =
2x4 II
2x4 It
6-11.1s 16-8-0 22.11.0 21-31 3a-21 41
U-16 I QA2 I L'Lr, I 61M I 6.C] I C28
Plate Offsets ()(,Y)-
[2:0-4-12,Edge], [6:0-4-3,Edge],
[23:D-2-3,0-1-0]. [25:0-2-3,0-1-0]
[7:0-5-3,Edge], [10:0-2-8,0-2A], [12:0-4-12,Edge], [14:0-1-12,0-2-0], [17:0-3-4,0.3-0], [18:0.4-0,0-2-12], [20:0-2A,0-2-0],
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL.
in Qoc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(ILL)
0.34 17-18
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.93
Vert(CT)
-0.76 17-18
>629
180
MT20HS
187/143
BCLL 0.0
Rep Stress Inv YES
WB 0.86
HWz(CT)
0.30 12
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight 253 lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2'Excepe
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc pudins.
T4: 2x4 SP M 31
BOT CHORD
Rigid calling directly applied or 7-1-5 oc bracing: Except
BOT CHORD 2x4 SP No.2 *Except'
1
10-0-0 oc bracing: 15-17
81,134: 2x4 SP M 31, B3,B6:2x4 SP No.3
WEBS
1 Row at midpt 5-20
WEBS 2x4 SP No.3 *Except*
W9: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min, D-1-10), 12=0-BA (min. 0-2-5)
Max 1-1orz2=201(LC 6)
Max Up1182>530(LC 8), 112=549(LC 9)
Max Gmv2=1952(LC 1), 12=1964(LC 1)
FORCES. IN) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. i
TOP CHORD 2-3=3448/869, 34=3172/803, 4-5=3075/827, 5-6>2347/661, 6.7=-2023/627,
7.8=3423/968, 8-9=334N841, 9-1D---3416/902, 10.11=-39411966, 11.12- 1525/910
BOT CHORD 2-22=826/3012, 21-22=578/2495, 2D-21=578/2495, 8-18=-495/268, 17-18=669/3805,
10-17=267/1422, 12-14=-687MD83
WEBS 3-22=-403281, 5-22=1411595, 5-2D=726/399, 6-20=1371279, 7-18=62112246,
18-20=29BI1929, 9-18=1297/427, 9-17=706/233, 11-17=64/376, 11-14=-692J228,
14-17= 68213077
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Dpsf, h=16tt Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) Thls truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DD lb uplift at joints) except (jt=lb) 2=530,
12=549.
LOAD CASES) Standard
P
T44
E -6057
p;
A t STA pF / -,r-
���.c�'1oRt
ssONAI 11NG?\\\\
%i
o
toss ype
y
GrenadineO
MW-6 Grenadlna-Spec
Pas
A78
Ract Spedal
1 1
Jab Reference (optional)
Scalnem Truss, FL Pleura, FL, 34ebl rtuna.uwa asnamornnco.reusvauamamneameuamea, me arrow m,c:,c.oc a,o ra =,
ID:gk72aeHo wygRu35gO0r9TyMFnX•XjkDt7gvg695XiFOrAXUipUmNDL4Ofe6mgS66 xt
30.115
-2-0-0 5$S 70.105 1621-3d 2]-g-7 2 3S 3&2.8 d-" tlV
z
2_0 -D-o I sa-e I ss-0 I c-za 5
-3a i sasH 4a-o I 4-¢e I
NOP2X STP=
2x4 II�
0
1
US =
5x7 =
6.0012 5x5 =
4,6 =
3x4 =
2x4 II 2x4 II 4x1D =
2x4 11 2x4 11
2x4 II 2x4 II
B-3-B 1641-6 8-3-8 I 7-9-0 I 2-715 2.7 :1 8
10I 34-1I 1
0.1 40-DO
3x6 =
Dead Load Deg. = 7116 in
2x4 II
12
r
Y
Plate Offsets (X,Y)-
[2:04-12.Edge], [6:0.54,0.2-8], V:0-2-8,0.2-41, [8:D-3-12,0-2.8], [9:0-7-0,0-2.0], (13:DA-0,0.1-12]. [16:0-2A,0.3-12], [17:0-4-12,0-34], [20:0.1-8,0.2-0],
123:0-2-3,0.1-01, [25:0-2-3,0.1-0]
LOADING(pA
SPACING- 2-0-0
CSL
DEFL
in Qoc)
Well
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.57
Vert(LL)
-0.27 15
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.96
Vert(CT)
-0.6716-17
>716
180
MT20HS
187/143
BCLL 0.0
Rep Stress Ina YES
WB 0.85
Horz(CT)
0.25 11
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weighb2511b
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
T4: 2x4 SP M 31
BOT CHORD
BOT CHORD 2x4 SP No.2 *Except*
B3,B6: 2x4 SP No.3, 84,B5: 2x4 SP M 31
WEBS 2x4 SP No.3 *Except*
WEBS
W9,W8: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 11=04-0 (min. 0-140)
Max Hoag=181(LC 6)
Max UpIi82=506(LC 8), 11=530(LC 9)
Max Gmv2=1905(LC 1), 11=1974(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3506/829, 34=3248)759, 4-5=3168f780, 5-6=2521/611, 6-7=-27241672,
7-8=3135/673, 8-9=-4685/1090, 9-10=-32121785, 10.11=35551913
BOT CHORD 2-22=78113069, 21-22=-563/2638, 20-21=-%3/2638, 7-17=135/878, 16-17=849/4753,
8-16=752227, 11-13=-699/3127
WEBS 3-22=-346/249, 5-22=1101511, 5-20-6681353, 6-17=176/951, 17-20=29512219,
8-17=2224/672, 9-16=56813097, 9-13=1253/218, 13-16�36613070,10.13=3691251
Structural wood sheathing directly applied or 2-7-0 oc pudins.
Rigid calling directly applied or 2-2-0 oc bracing: Except:
6-0-0 oc bracing: 14-16
10-0-0 oc bracing: VA9
1 Row at midpt 8.17
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.OpsF BCDL=S.OpsF h=161t; Cat 11; Exp C, End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psi bottom chord live load noncencument with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ql=lb) 2=506,
11=530.
LOAD CASE(S)Standard
M - 84�/p//''�.
PE 6051 �1
1 -]
= -0 1 STA �F % a s
ip0 `•.c i-J
ORIDP: 4k���
l AI ENG\�
MW-6 nanadineSpec
Roof Spedal
6.00 FU 5x5 =
3x4 = 5x5 =
3x5 = 4x6 4x9 = 2x4 II 2x4 II 5x9 = US =
3x4 = 5x14 MT20HS=
Dead Load Dell. = 318 in
MR
12
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.95
Vert(LL) -0.27
15-16 >999 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.89
Vert(CT) .0.62
15-16 >769 180
MT20HS
1871143
BCLL 0.0
Rep Stress Ina YES
WB 1.00
Hoa(CT) 0.23
11 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight 2411b
FT=20%
LUMBER-
BRACING.
TOP CHORD 2X4 SP No.2'Except'
TOP CHORD
Structural wood sheathing directly
applied.
T2,T6: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied
or 6-M oc bracing.
BOT CHORD 2x4 SP No.2 *Except'
WEBS
1 Row at midpt - 8-16, 9.13
B1,B4: 2x4 SP M 31, B3: 2x4 SP No.3
WEBS 2X4 SP No.3 *Except*
W5: 2x4 SP No.2, W9: 2x4 SP M 31
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-B-0 (min. D-1-10). 11=0-8-0 (min. 0-2-5)
Max H=2=161(LC 6)
Max UpIifI2=496(LC 8), 11=527(LC 9)
Max Grav2=1945(LC 1), 11=1945(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=33991784, 3-4=-3158f763, 4-5=3D40(l91, 5-6=2547/626, 6-7=-3059(/34,
7-8=3370/751, 8-9= 4933/1129, 9-10=-3088/819, 10-11=3378/820
BOT CHORD 2-20=703/2958, 19-20=-008/2305, 18-19=d05/2305, 15-16=785/4455, 8-15=296/1412,
11-13=-58=928
WEBS 3-20=480/352, 5-20=-258746, 5-18=1821583, 6-18=1039/305, 6.16=-180/854,
16-18=422/264B,B-16=1816/556,13-15=875/4486,10-13=-15211103,9-13=2608/522,
7-16=198/1172
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.OpsF, h=161t; Cat II; Fxp C; End., GCpi=0.1 B;
MWFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Al plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=496,
11=527.
LOAD CASE(S) Standard
IM
STA E F
i 0I/-1
OR I D
"//S ONAI I ENG
Oi
was
I russ I ype
Qty
GrenadineaC
MWE&Grenadme-Spee
A21
Roof Special
1MY
1 1
Jab Reference o tlonal
5.uMem 1 Mee I M r1eIW, rL, J .,
6.00 12
NOP2x8TP-
2x4 II 2
1
3x5 =
Dead Load Deft. - 7/161n
5x5 =
3x4 =
2A II
5x5 =
4
5
8
7
2xa It
8
2x4 Q
5x5 = 5x7 =
3
P
9
\
1 1 NOP2x aTP=
7
i6
2x4 II
11 �q
5x9=
6k9=
Iq
12 c
21 20
19
18
15
14 13
416 —
4x10 =
2x4 II
20 II
5x12 = 2x4 II 3x5 —
3x4=•
8-11-5 17-5-8 22-11-0 27-9-0 32-0-0 35-0-D 4047-0
R-11-s I 8.G3 5-SA I Bn-0 I 4-7-0 I 2-8-0 I
Plate Offsets (X,Y)-
[ZO-0-12,Edge], [4:D-2-8,0-2-4], [/:0-24,0.2-0), [9:0-1-12,0-2-12), [10:0-5-4,0-2-8], [11:G4-12,Edgel, [14:D-5-8,0-2-4), [16:0-2-8,Edgel, [17:0-34,0-3-4],
119:0-240-2-0j [22:0-2-3 D-1-D] [24:0.2-3 0-1.01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL)
-0.33 16-17
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.92
Vert(CT)
-0.7616-17
>635
180
BOLL 0.0
Rep Stress Ina YES
WB 0.99
Horz(CT)
0.25 11
We
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 2441b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.1.8 no pudins.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid calling directly applied or 2.2-0 oc bracing:
B1: 2x4 SP M 31, B3,B5: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W6,W10: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-1-10), 11=0-M (min. 0-25)
Max Horz2=141(LC 6)
Max Upli82=-475(LC 8), 11=-507(LC 9)
Max Grev2=1945(LC 1), 11=1945(LC 1)
FORCES. (lb) - Mm Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-34431759, 3-4=31591728, 4-5=29461744, 5-6=3712/867, 6-7=-37261867,
7-8=4975/1143, 8-9= 4939N 040, 9-10=4235/1007, 10-11=34811814
BOT CHORD 2.21=6B2/3009, 20.21-52112481, 19.20=-521P2481, 6-17=283/167, 16-17-594/3498,
B-16=318/221, 13-14=60113045, 11-13=60213D40
WEBS 3-21=-4171307, 4-21=-159/589, 4-19=2621799, 519=11081380, 17-19=-604/2955,
5-17=209/1031, 7-17=-216/599, 7-16-533/1886,14-16=878/4395, 9-14=2408/542,
10-14-346/1694
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIY-160mph (3-second gust) V9sd=124mph; TCDL=5.0psF, BCDL=6.Ops ,, h=16ft; Cat II; Exp C; End., GCpI=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water parading.
4) All plates are MT20 plates unless otherwise indicated.
5) This buss hasbeen designed for a 10.0 psf bottom chord two load nonconctment with any other live loads.
6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qrlb) 2=475,
11=507.
LOAD CASE(S) Standard
a
\fliRltr,
}
/o1VAI i E0Goa\\\\
91
Job
Truss
N55 ypeQty
Fly
Grensdine-C
MW-6e-GrenadlnaSpec
A22
ROM 6petlal Girder
1 1
Jab Reference (options[
v 1.AITn4lnAnnnne Inn Ce,Nw 1n 1T1TAp 9mA Gwnw1
-
ID:gk72eeHo_wygRu35gO0rgTyMFnX-QUzkVUJOuLfXOJZnrwcOsfeLoMdO0EiE1NofKry xF
-2-0.0 5-1 P IL15-8 22-11-0 27-0-0 27f5-0 0 32-4-8 M W7 l 40-0-0
2-0-0 5-3.4 4312 e-5-8 6-5-80.47.8 1 11 a 230 3 0.0 12 0.0
Dead Load Deb. = V21n
_ Us =
5x7 3x6 = 2x4 II
6x6 =
6.OD 12 4 5 B T 7 B
3x4 ! 3x4
3 4 9 Sx5 = Sx5 =
2 70 Y
N0] STP= 1 NOP2X STP= 'n
2x4 it 2 1 12
2zd II
8 7�oq
RR
I 1�
1 Bn9 = 6x14 = 13 c
22 21 20 19 16 15 14 33
3x5 =
2x4 II 5x5 = 5x8 = 2x6 11 2x4 II 5x10 = Us = 3x6 =
534 10-e 22-11-0 7--0 2i 347-7O3A I4o-oD 93
0 --0
53i 4&65-1
24
Plate Offsets (X,Y)- [2:0.4-12,Edge], [4:0-54,0-2-8],[8:0-3-8,0-2.4],110:0-2-4,0-3-0], [11:0-2-8,0-2-4], [14:0.3-8,0.1-81, [17:0.7-0,Edgelr [18:030,03-41, [19:D-3-0,0.0.8], [20:0-1-8
0-2-01 [21:0-2-8 0-3-0] [23:0-2.3 D-1-01 [25:0-2-3 0-1-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.38 17-18 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0,83 Vert(CT) -0.84 17-18 >571 180
BCLL 0.0 Rep Stress Ina NO WB 0.78 Horz(CT) 0.27 12 n/a nla
BCDL 10.0 Code FBC2017r1P12014 Matrix -MS Weight 24016 FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 -Except* TOP CHORD Structural wood sheathing directly applied or 1-11-6 oc pudins.
T2,T4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6.8-11 oc bracing.
BOT CHORD 2x4 SP No.2 *Except*
83,85: 2x4 SP No.3, B4,B6: 2x4 SP M 31
WEBS 2x4 SP No.3'Except'
W6: 2x4 SP No.2, WI 0: 2x4 SP M 31
OTHERS 2x4 SP No.3
REACTIONS. , (shte) 2=6-8-0 (min. 0-2-5), 12a0-8-0 (min. (-1-12)
Max H=2=121(LC 6)'
Max Upli82=-459(LC 8), 12=605(LC 9)
Max Grav2=1956(LC 1), 12=2114(LC 1)
FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ila) or less except when shown.
TOP CHORD 2-3=3523/847, 3-4=3093/817, 45=3513/984, 56=-4771/1274, 6-7=477111274,
748=480411278, 8.9=5076/1265, 9-10=5053/1260, 10-11=3512f938, 11.12=3823/989
BOT CHORD 2-22=755/3085, 21.22=755/3085, 20-21=641/2696, 7-18=383/223, 17-18=911/4237,
14-15=1360/5710,14-33=-813/3370,12-33=-813/3370
WEBS 3-21=450/243,4.21=-671403,4-20=396/1129,520=1232I472,18-20=455/3445,
5-18=363/1431, 8-16-356/864, 15-17=106814675, 9-17=-214/280, 9-15=330/190,
10-15=1492/436, 10-14=2582/676, 11-14=37511523, 8-17=-31 1 M489
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Dpsf; BCDL=5.0psf; h=16ft; Cat 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending. -
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss hasbeen designed for a 10.0 psf bottom chord live load noncencurrentwith any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atlolnt(s) except Qt-Ib) 2=459,
12=605.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 238 Ib down and 138 It, up at 374-12
on bottom chord. The design/selection of such connection devices) is the responsibility of others. \\\W 1 1 1 01111
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \\\ N M - 8 ///
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Uniform Loads (plo
Vert 14=70, 4.8=70, 8-10=70, 10-11=70, 11.13=70, 19-27=-20, 17-18=20, 16-30=20
Continued on page 2
I PE sesy
= 73 tt STAV I -S
x
OR f D
/1
1 ONA i E �G\\\\\\
Job I
Tmm
I toss I ype
MY
Grena ineC
MW-56CrenadineSpee
A22
Roof Special Girder
ILR I
1 1
Job Reference o Sonal
Southern Truss, FL Plarce, FL, M951
LOAD CASE(S) Standard
Ooncentrated Loads (Ib)
Vert 33=151(B)
R066S109 Oct 212016 P 6.2305 OR Zl ZOIU M 1 e61nauSInes, Inc. Sat NV le U=422016P2
ID:gk72eeHo wygRu35gODrgTyMFnX-0l$kVUjOuLfXOMmcOsfeLoMdOOEIE1N.Rc XXP
iM - s<cc^qq//"/"/�,
i PE 6Q5� �f
tt STA F x
Job I
Truss
I was I ypa
y
Grenadine-C
MW-SB-Grenadlne-Spec
M
Roof Special
1 7
Job Reference o 8onal
Southern Truss , Ft Pierce. FL., 34951
NOP2X
2z11
MM
5x5 =
4 2x4 II
6.00 t2 6 x5 — 3x4 = 7
2x4 \\
17 16 15
3x4 = 3x6 =
3x6 =
2x4 II 3,6 =
14 13 12
NOM STP= 3x6 = NOP2X STP=
3x4 = 3x4 =
2x4 4
10
7-6-5 13d-0 F 2M-0 I 2&0-0 I 37-4-0
7-6-5 6-8-72 9-4-0 5.4-0 9-0-0
Dead Load Dell. - 3116 In
Plate Offsets (X,YY7
[9:0-3-0,0.2-01, i11:0-2.12,0-1.81,
[18:D-2.3,0-1.01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL)
-0.17 14-15
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.64
Vert(Cn
-0.3614-15
>765
180
BCLL 0.0
Rep Stress Inns YES
WB 0.91
Haz(CT)
0.03 14
n/a
n/a
BCDL 10.0
Code FBC2D17rl P12014
Matrix -MS
Weigh618511b
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-3-13 oc puriins.
BOT CHORD 2X4 SP Nc.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x,4 SP No.3
REACTIONS. All beadngs 0.8-0 except Qt-length) l l=Mechanical.
(Ib) - Max HomZ-139(LC 8)
Max Uplift All uplift 100 Ill or less at joint(s)11 except 2-320(LC 8), 14=-376(LC 9), 12=279(LC 9)
Max Grav All reactions 2501b or less atjoint(s) except 11=270(LC 18). 2=1103(LC 1), 14=1308(LC 1). 12=849(LC
1)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2.3=1626/429, 3-4=1412(410, 4-5=1364/441, 5-6=1161/346, 6-7=-64/319,
7-8=64/319, 8-9=64/319, 9-10=93/358
BOT CHORD 2-17-39911395,16-17-154/933, 15.16=154/933, 14.15=141/619, 13-14=-319P205,
12-13-319205
WEBS 3-17-370262, 4-17=-181/496, 4.15=214/585, 5-15=813/328, 6-15-133/724,
6-14=1251/383, 7-14=336/200, 8-12=-081223, 1D-12=482261
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsh h=16f ; Cat ll; Fxp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) A11 plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11 except at -lb) 2=320.
14=376, 12=279.
LOAD CASE(S) Standard
II PE 6051STA
`
I � �
�/,t�s��ORIDP CC'i
o/VAl I t \\\\\\
0
Job
TrUss
I was I ype
Ury
GmnadinaC
M*6&Gmradine-Spec
at
Common
Fly
5 1
Job Reference o Oonal
Scufhem Truss, FL Pierce, FL, M51
4x4 =
Dead Load Deg. = vs in
LOADING(psf) SPACING- 2-D-0 CSI. DEFL. in (oc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.08 7-14 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.20 7.14 >999 180
BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(CT) 0.04 6 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 101 Ib FT= 20
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-1-9 oc puriins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.2-14 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 6=0-8-0 (min. D-1-8), 2-0-M (min. 0-1-8)
Max Hoa2=139(LC 8)
Max Upli86=-257(LC 9), 2=-324(LC 8)
Max Grav6=953(LC 1). 2=1112(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1646/435, 3-4=1433/416, 45=1458/435, 5-6=1659/456
BOT CHORD 2-9=405/1413, 8-9=166/951, 7-8=166/951, 6-7=-32911446
WEBS 4-7=192/547, 5-7=390/274, 4-9=170/508, 3.9=-369/262
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Allplates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
5) PmAde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 6=257.
2=324. 1
LOAD CASE(S) Standard
Ig
/
PE 6051
- 1
STA F p 1
Q-�
�0l I1VAE1�G\\\\\
�U
Dead Load Defl. - 118 in
4x4 =
4 II ]q
0
7•&5 1 &9.1 i 21-"
7-0.5 6-3-6 7-6-5
Plate Offsets (X Y)— [2:0-0-4
Edge] f6.0-0-4 Edgel f11:0-2-3 0-0-81 f13:0-2-3 0-0-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.37
Vert(LL)
-0.08 10-17
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.58
Vert("
-0.18 10-17
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.19
HDR(CT)
0.04 6
n/a
We
BCDL 10.0
Code FBC2017/TP12014
Mebix-MS
Weight 107lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP N0.3
OTHERS 2x4 SP No.3
REACTIONS. ,(size) 2=048-0 (min. 0-1-8),6=048-0 (min. 0.1.8)
Max Hom2=127(LC 7)
Max Uplifi2=323(LC 6), 6=323(LC 9).
Max Grav2=1105(LC 1). 6=1105(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except When shown.
TOP CHORD 2.3=1632/432, 3-4=1419/413, 4-5=1419/413, 5-6=1632/432
BOT CHORD 2-10=-380/1400, 9-10=140/937, 8-9=140/937, 6-8=263/1400
WEBS 4-8=172/510, 5-8=369/262, 4-10=171/510, 3-10=369/262
BRACING -
TOP CHORD Structural wood sheathing directly applied or4-3-12 oc puriins.
BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.0psf; h=16R, Cat. II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except (jt=ib) 2=323,
6=323.
LOAD CASE(S) Standard
Qj LICElys��7��i
PE 6051
TALI f
� tt STA EQQc / 'r
rkS
Job
InIss
Inuss lype
Uly
Grenedlne�
MWta-GrewdinrSpec
a3
Common Supported Gable
jely
1 1
Job Reference o Uonal
SpuNem Truss, FL Pierre, FL, 34951
3
4x4 =
3x4 =
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL In Qoc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL) -0.03 13 n/r 120
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.09
Vert(CT) -0.06 13 n/r 90
BCLL 0.0
Rep Stress Inor YES
WB 0.08
Hore(CT) 0.00 12 n/a n/a
BCDL 10.0
Code FBC2017rTP12014
Matrix-S
Weighb1191b FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP N0.2
TOP CHORD Structural wood sheathing directly applied or B-0-0 oc pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All beadngs 214-0.
(lb)- Max Horc2=127(LC 7)
Max Uplift All uplift 100 to or less at joint(s) 20, 21, 22, 23, 17, 16, 15,14 except 2=122(LC 4),
12=104(LC 5)
Max Gmv All reactions 2501b or less atjolnt(s)18, 20, 21, 22, 23, 17, 16, 15. 14 except 2=321(LC 1),
12=321(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf, h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the fete), see Standard Industry Gable
End Details as. applicable, or consult qualified building designer as per ANSVIPI 1.
4) All plates are 1x4 MT20 unless otherwise Indicated.
5) Gable requires corNnuous bottom chord bearing.
6) Gable studs spaced at 2-40 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load noncencurerd wi0i any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22. 23. 17, 16, 15.
14 except (;tlb) 2=122, 12=1 D4.
9) Beveled plate or shim required to provide full bearing surface with truss, chord at joint(s) 2, 12.
LOAD CASE(S) Standard
JOD
Truss
I mas ypB
y
GlBnadlne-C
MlN-tie-GranetlineSpec
cl
Half Hip Girder
1 1
Jab Reference (optional)
SouNem Truae , FL Pierre, FL., 34951
IeK
7x8 = Dead Load Der. =1/8 in
1x4 II 5x4 =
13 14 3 15 16 4
9 17 6 _ 2x6 II
3x5 = 2x6 II
7.0-0 98-0 11-6-0 14-7-8 i6-09
7-0-0 2-8-0 1-10-0 3-1-8 1-0-6
Plate Offsets MY)—
11:0-2-8,Edgel. f2:0-M,0-2-81.14:0-2.0.0-2-121
LOADING(psf)
SPACING- 2-D-0
CSI.
DEFL. In
(loc)
Wail
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO
0.73
Vert(LL) 0.17
9-12
>518
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
SC
0.64
Vert(CT) -0.18
9-12
>482
180
BCLL 0.0
Rep Stress Incr NO
WB
0.31
Horz(CT) -0.00
1
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight 79 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except
BOT CHORD 2x4 SP No.2 and verticals.
WEBS 2x4 SP Nc.3 BOT CHORD Rigid ceiling directly applied or 16.0.0 oc bracing.
REACTIONS. All bearings 9-8-0 except Qt=length) 5=1-8-0, 8=0-3-8, 6=0-3-8.
(lb). Max Horz1=251(LC8)
Max Uplift All uplift 100 lb or less at jolnt(s) 6 except 1>153(LC 8), 5=818(LC 5), 9=-1196(LC 8). 8=155(LC
6)
Max Grav All reactions 250 lb or less at joint(s) 8 except 1-345(LC 29), 5=1018(LC 32), 9=1691(LC 32).
6=266(LC 3), 1=322(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 2-13=548/437, 13-14=-548/437, 3.14=548/437, 3-15=548/437,15-16=-5481437,
4-16=548/437, 4-5=-927/815
WEBS 2-9=1021/915, 2-7= 4991640, 3-7=-7311715, 4-7=-536/677
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.DpsF BCDL=5.0psh h=16fk Cat. II; Exp C; Part. Encl.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has bean designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoim(s) 6 except gt=lb) 1=153,
5=818, 9=1196, 8=155, 1=153.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 426 lb down and 48416 up at 7-0-0,
230 to down end 261 lb up at 9-0-12, 230 lb down and 261 lb up at 11-0-12, 230 lb down and 261 lb up at 13-0-12, and 228 to down and
257 lb up at 15-0-12, and 223lb down and 245lb up at 15-104 on top chord, and 458 to down and 285 lb up at 7-0-0, 91 Ib down and 29
lb up at 9-0-12, 91 lb down and 29 lb up at 11-0-12, 91 lb down and 29 lb up at 13-0-12, and 95 lb down and 26 lb up at 15.0-12, and 117
lb down and 2416 up at 15-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (S).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
ConcentratedlLoadsO(lb) =70, 5-10=20 \\\� \AN_M_°�<
Vert: 2=201(F) 5=89(F) 9=341(F) 4=-182(F)13=134(F)14=134(F)15=-134(F)16=-141(F)17=67(F) 18=-67(F)19=67 Q'
20=6s(F) 0 / LIGENSF\
/ PE 6051 \1
I Jam.. I
i STA E F
�NAf I ENG�a q
A�
�Ob
Truss
Inuss lype
y
Grenatlme-C
MW-69-Grenadine-Spec
CJ2
Jack -Open Girder
1 1
Job Reference p tional
Gouihem Tress, FL Pierce, FL, 34851 nun:o.zava uaci<mornm a.wuavc,a wiom„e,a,,uuau,m,„w um . n. ..-'oo,
ID:gk72eeHc_wygRu35gDOrgTyMFnX-mRmdYCnZyHp75RkeTChZjMFyNTzhh4zAfWO75y xk
3-5-10 _
r 2-9.15 3.5-10
LOADING(psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.75
TCDL
15.0
Lumber DOL
1.25
BC 0.29
BCLL
0.0
Rep Stress Incr
NO
WB 0.00
BCDL
10.0
Cade FBC20171TP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-10-15 (min. 0-1-8), 4=Mechanical
Max Horz2=135(LC 20)
Max Uplift3=-38(LC 8), 2=319(1-C 4), 4=43(LC 17)
Max Grav3=58(LC 31), 2=382(LC i), 4=80(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown.
DEFL. in (too) I/de0 L/d PLATES GRIP
Vert(LL) -0.04 4-9 >999 240 MT20 244/190
Vert(CT) 0.03 4-9 >999 180
Horz(CT) 0.00 2 n/a We
Weight 19 lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0.0 ec bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3second gust) Vesd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) This truss hasjbeen designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3,4 except (jt=lb) 2=319.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb doom and 28 lb up at 1-6-1, and
1081b dawn and 13816 up at 1-6-1 on top chord, and 8lb down and 161b up at 1.&1, and 4516 down and 96 lb up at 1.6.1 on bottom
chord. The desigNselection of such connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1.-3=70, 4-7=20
Concentrated Loads (Ib)
Vert 10=57(B)11=47(F=7, 8=53)
lM,B�EQ/���i
r PE 6057 `t
t` STA F
�of I I E' � G\ \\\\
Jou
Truss
I Ns6 I ype
Qty
GmnadlneC
MWL8-Gmnadm Spec
CJ7
Diaconal Hp Urdu
IPly
4 1
Job Reference o tlonal
Soulnem Truss, FL Remo, FL. 31951 nun:e.23es UMZlmisrnnua usumxl[ulemuexmcusmes.inm 5atrvovnu141cW zmara al
ID;gk72aeHc wygRu35gOOrgTyMFnX-EeK. XoBUBPgkFDxCBjg6mQ!nhKO207PJFz)OC xj
-2-9-15 5-%3 945
2-9-15 I 5-1S ~ 4-8-1
CA
5-1-3 9-9-5
Plate Offsets (KY).- f8:0-2AO-13A1
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in
(lac)
Ildell
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL)
-0.10
7-12
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.73
Vert(CT)
0.09
7-12
>999
180
BCLL 0.0
Rep Stress Ina NO
WB 0.44
HDrz(CT)
0.01
6
Na
Na
BCDL 10.0
Code FBC20177TPI2014
Matrix -MS
Weight 48 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2A SP Not BOT CHORD
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 4-Mechanical, 2=0-10-15 (min. 0-1-8), 6=Mechanical
Max Horz2=32D(LC 4)
Max Upl'd14=179(LC 4), 2=-061(LC 4). 6=228(LC 8)
Max Gmv4=167(LC 1), 2=672(LC 31). 6=416(LC 31)
FORCES. Qb)-Max CompJMax Ten. -All forces 250 (Ib) orless exceptwhen shown.
TOP CHORD 2-13=927/426, 13-14=B721438, 3-14=839/431
BOT CHORD 2-16=569/855, 16-17=569/855, 7-17=569/855, 7-18=569/855, 6-18=569/855
WEBS 3-7=0/284, M5 923/614
Structural wood sheathing directly applied or 5-2-14 oc pudins.
Rigid ceiling directly applied or 7-9-6 oc bracing.
NOTES-
1) Wind: ASCE 7,-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Ops(; h=161t Cat. II; Erp C; Part. End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 4=179,
2=461, 6=228.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)139 lb down and 138 lb up at 1-6-1,
139lb down and 138 lb up at 1-M, 108 lb down and 104 lb up at 4 4 ,10B lb down and 104 lb up at 4-", and 1751b down and 188 lb
up at 7-1-15, and 175 lb down and 188 lb up at 7-1.15 on top chord, and 451b down and 96 lb up at 1.6-1, 4516 down and 96 lb up at
1-6-1, 36 lb down and 316 up at 4A-0, 36lb down and 316 up at 4-4-0, and 591b down and 27 lb up at 7-1-15, and 59 lb down and 2716
up at 7-1-15 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=70, 5-1 O=20
Concentrated Loads Ila) .
Vert: 13=115(F=57, B=57)15=75(F=38, B=38)16=107(F=53, B=53)18=54(F=27, 13=27)
ob
i ruse
Twss Type
Fly
GrenadineC
MW-a8-GrenadineSpec
CJ21
Glegonal HIp Girder
ILIty
1 1
Job Reference o Lionel
Souther Tress, FL Pierce, FL., U951
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL. in (loc) I/deg L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL) 0.05 7 >903 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.47
Vert(CT) 0.05 7 >999 180
BCLL 0.0
Rep Stress Inv NO
WB 0.00
HDIz(CT) 0.02 3 n1a n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MP
Weight: 211b FT=20°/
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-11-5 oc pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-5-11 (min. 0-1-8), 4--Mechanical
Max Hom2=144(LC 4)
Max Up11fC 36(LC 8). 2=378(LC 4), 4=-60(LC 17)
Max Gmv3=41(LC 31), 2=464(LC 1), 4=93(LC 20)
FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16g; Cat. II; Grp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has'. been designed for a 10.0 psf bottom chord live load nonconcument with my other live loads.
3) Refer to girders) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3,4 except rib) 2=378.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb down and 28 lb up at 1-6-1, and
108 lb down and 138 Ile up at 1-6-1 on top chord, and 8lb down and 16 lb up at 1-6-1, and 45lb down and 961b up at 1-6-1 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
6) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-3=-70, 4.7=20
Concentrated Loads (lb)
Vert: 11=57(B) 12=47(F=7, 8=53)
PE 6051 f -
-
STA F /
`,0 ID�:
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL) -0.00 9 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.06
Vert(CT) 0.00 9 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 4 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MP
Weight 10lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins.
GOT CHORD 2x4 SP No.2 ., BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP N0.3
REACTIONS. (size) 3--Mechanical, 2=0-8-0 (min. D-1-8), 4=Mechanical
Max H=2=76(LC 8)
Max Uplig3=39(LC 1), 2=160(LC 8), 4=68(LC 1)
Max Gmv3=27(LC 10), 2=340(LC 1), 4=45(LC 4)
FORCES. (Ib) - Max. Comp./Max. Ten. -Al forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat II; Exp C; Part. Encl.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has!,been designed for a 10.0 psf bottom chord live load nonconcurteM with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding I OD lb uplift at Joints) 3, 4 except (it -lb) 2=160.
LOAD CASE(S) Standard
'\�Pn IM. B� /1//i
l
p' STA F x
�iiFS��ORICP N����\
////So1VAI I IE1R \\\\�
,7
OTruss
ruaa I ype
Qry Ply
Grenadine-C
MVV-a Gnmxdlne5pec
MA
Jeck-Open
3 1
Job Reference o tlonal
Sourhem Trues. Ft Fierce. FL,M51 Run, 6.230u W 21 cu
ID:gk72seHc wygRu35g00rgTyMFnX-fDOeOZg3m6nFbiIWtIGXkZW6T_uCdV4Z5HUe8sy xg
'
1-9o-9
1--g
2x4 =
Plate Offsets (X Y)— 11.0-1-4
Edgel
LOADING(psf)
SPACING.
2-0-0
CSI..
DEFL. In
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.01
Vert(LL) -0.00
6
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
Be 0.01
Vert(CT) -0.00
6
>999
180
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
Ha z(CT) -0.00
2
n/a
n/a
BCDL 10.0
Code FBC20171rP12014
Matrix -MP
Weight 3lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins.
BOT CHORD 2X4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=0.8-0 (min. 0-1.8), 2=1ulechanical, 3=11diechanical
Max Hors 1=35(LC 8)
Max Upltff1=15(LC 8), 2=25(LC 8). 3=10(LC 8)
Max Gmvl=46(LC 13), 2=31(LC 13), 3=21(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf, h=16ft; Cat It; Exp C; ParL Encl.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated. -
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 2, 3.
LOAD CASE(S) Standard
Job
Truss
ros6 I ype
Fly
Grenadine-C
VW-aB-GrenadineSpec
is
jLVy
Jack -Open
7 1
Job Reference (optional)
aoumem puss, rc rierce, FL., ro uoi
Plate Offsets (X,Y)— 12:044
0-0-101 I5:0.2-3 0-0-81
LOADING(psf)
SPACING- 2-0-0
CSI.
in
Qoc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC 0.33
-0.01
4-9
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.06
-0.01
FH
4-9
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.00
-0.00
3
n/a
nla
BCDL 10.0
Code FBC2017frP12014
Mahix-MP
Weight 16lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
OTHERS 2x4 SP ND.3
REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical
Max Horz2=146(LC 8)
Max Uplift3=78(LC 8), 2=137(LC 8)
Max Grav3=86(LC 13), 2=328(LC 1), 4=45(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 34)-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsF, h=16ft; Cat. II; Exp C; Part End.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) A11 plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf botlo'rrt chord live load nonconcument with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except at --lb) 2=137.
LOAD CASE(S) Standard
i PE 6P)F,
1 �
�F STA
i�Z-
s0NAI I ikkENG?\\��
2r2l
JOD
Truss
I mss I ype
aty
Grenadine-C
MWes-G.nedinoSpae
J3A
Jack -Open
jFly
1 1
Job Reference o fional
Southern Truss, FL Pierce, FL, M951 - nw: a.tiu s UM n min ennu alau s u zimin mnee mousunM Inc. Jet Nov lu lz:muzula ra e1
ID:gk72aeHo_wygRu35gO0rgTyMFnX-7PaVJbvrhXPv6DsIGROnmGm3GWODwMyJiI—dl xt
3-0-0
2x4 =
3-0-0
3-Qe
Plate Offsets (X.Y)- f1:D-1-4,Edoel
LOADING(pst)
SPACING- 2-0-0
CS1.
DEFL In
(IDC)
Vdell
Lhf
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.12
Vert(LL) 0.01
3-6
>999
240
NMO
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.11
Vart(CT) -0.01
3-6
>999
ISO
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT) -0.00
2
We
nfa
BCDL 10.0
Code FBC2017ITP12014
Matrix -MP
Weight 101b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
REACTIONS. (size) 1=0-8-0 (min. 0-"), 2--Mechanical, 3=Mechanical
Max Horz1=105(LC 8)
Max Upliftl=A8(LC 8), 2=91(LC 8), 3=12(LC 8)
Max Gmvl=139(LC 13), 2=105(LC 13), 3=57(LC 3)
FORCES. Qb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=1 fit CaL I I; Exp C; Part End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has; been designed for a 10.0 psf bottom chord live load noncancurrenl with any other live loads.
4) Refer to girder(s)for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)1, 2, 3.
LOAD CASE(S),Standard
AL
��
PE 6051 '
t
73 L� STA F / x
�j t� •C OR ID
Job
Truss
russ I ype
Qly Ply
Gmnadine-C
MWfi .nadlne pec
J3G
Hatl Hip Girder
1 1
Job Reference (optional)
SWNem T.". FL Me=, FL, 34s51
2X4 = 2x4 II
Plate Offsets (X,1')— f1:0-1-4.Edge)
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
In
Poo)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.24
Vert(LL)
-0.01
3-6
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC
-0.36
Vert(CT)
-0.02
3-6
>999
180
BCLL 0.0
Rep Stress Ina
NO
WB
0.00
Hom(CT)
0.00
1
n/a
rda
BCOL 10.0
Code FBC2017frP12014
Matrix -MP
Weight 11 lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2z4 SP No.3
BOT CHORD
REACTIONS. (size) 1=0-8-0 (min. 0.1-8). 3=Mechanical
Max Hoa 1=71(LC 8)
Max Uplifts=89(LC 8), 3=125(1-C 6)
Max Gmv1=283(LC 1), 3=275(LC 28)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown
Structural wood sheathing directly applied or 3-0-0 oc pudlns, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7,-10: Vult-1 BOmph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0ps: h=16ft; Cat II; Exp C; End., GCp1=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise Indicated.
3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1 except at -lb) 3=125.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) B7lb down and 68lb up at 2-6-B on top
chord, and 250 lb down and 107 Ib up at 1-0-12. and 78 lb down and 60 lb up at 2-6-8 on bottom chord. The design/selection of such
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1.2=70, 3-4=20
Concentrated Loads (lb)
Vert 8=250(F) 9=23(B)
i
f E 6051 A
- �� STA
i0T�.T'l-1� lOp i Q-�
SONAI I El'p\\\\\
2e�
0 � -
ma5
I ruse I ype
Fly
Grenadine-c
MW68GrenadineSpec
J5
Jack -Open
jUty
7 1
Job Reference (optional)
Southern Truss. Ft. Pierce, FL., 34951
LOADING (pst)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Ina
YES
Code FBC2017/TP12014
zu
CSI.
DEFL in
(loc) I/detl L/d
PLATES GRIP
TC 0.33
Ved(LL) 0.05
4-9 >999 240
MT20 244/190
BC 0.24
Vert(CT) -0.06
4-9 >999 ISO
WB 0.00
Horz(CT) -0.00
3 n/a n/a
Metdx-MP
Weight 221b FT=20%
BRACING -
TOP CHORD
Stmctural Wood sheathing directly applied or 5-0.0 oc pudins.
BOT CHORD
Rigid ceiling directly applied or 10-D-0 oc bracing.
REACTIONS. , (size) 3=10echanical, 2=D-8-0 (min. 0-1-8), 4=1viechanical
Max Hoa2=217(LC 8)
Max UpIM3--151(LC 8), 2=159(LC 8), 4=4(LC 8)
Max Grav3=169(LC 13), 2=397(LC 1), 4=89(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7AO; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16ft; Cat. II; Exp C; Part. Encl.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurent with any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at -lb) 3=151,
2=159.
LOAD CASE(S) Standard
�10Eiv&
! Li PE 6051
t -+
STA E F / x
Q
0F
-_4
Joe I
r11SS
n1S5 ype
y GrenatlineC
A'W'& renadlne-Spec
JSA
Jack -Open
1 1
Job Reference o Oonal
Southern True, FL Pierce, FL, 34951
2x4 =
Run: 8.230 s Od 212018 Print 63 sOct T12018 MRek Industries, Ine Sal Nov1a12:12:552ma Pa e1
ID:gk72eeHo_wygRu35g00rgTyMFnX-X_FeElcfagKlh4J2H69LTuPhlacBUZJ390v5rHdyPCbxc
Plate Offsets MY)— 11:0-1-4,Edgel
LOADING(psf)
SPACING- 24)-0
CSI.
DEFL
in
(hoc)
Udell
L,d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.39
Vert(LL)
0.07
3-6
>905
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.31
Vert(CT)
-0.07
3-6
>816
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Hor2(CT)
-0.00
2
n1a
n1a
BCDL 10.0
Code FBC20171TP12014
Matrix -MP
Weight: 16 In
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP Na.2
REACTIONS. (size) 1=046-0 (min. 0.1-8), 2=Mechanical, 3=Mechanical
Max Harz1=176(LC 8)
Max Uplift1=81(LC 8), 2=159(LC 8), 3=13(LC 8)
Max Gmvl=233(LC 13), 2=180(LC 13), 3=96(LC 3)
FORCES. (lb) - Max Comp.,Max Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0ps(; h=1 Bit Cat. II; Exp C; Part. End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) 2=159.
LOAD CASE(S) Standard
TPE
��-L1t�i
STAN6051
,
ONAI � E�G\a\���
C�'J'
Dead Load Deg. = 1/8 in
R
LOADING(psf)
SPACING- 2-0-0
CS'.
DEFL in Poo) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.75
Vert(LL) 0,20 4-9 >409 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.55
Vert(CT) -0.24 4-9 >348 180
BCLL 0.0
Rep Stress Inv YES
WB 0.00
Horc(CT) -0.01 3 n1a We
BCDL 10.0
Code FBC20171TP12014
Mabix-MP
Weight 28 lb FT=20N
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied ore-2-0 oc puriins.
BOT CHORD 2x4 SP No2 , BOT CHORD Rigid ceiling directly applied or 1 D-D-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=048-0 (min. 0-1-8),4--Mechanical
Max Horz2=288(LC 8)
'Max Upl!03 221(LC 8), 2=188(LC 8), 4=g(LC 8)
Max Gmv3=248(LC 13), 2=478(LC 1), 4=131(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7.10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opsf, h=16ft; CaL ll; Exp C; Part. Encl.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherxise indicated.
3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atJolnt(s) 4 except Qt=lb) 3=221,
2=188.
LOAD CASE(S) Standard
129
I Mae
Imes type
y GranadtneC
lice
A1W-6e-Grenamne pec
J1A
Jack Open
1 1
Job Reference (optional)
Southern I Nss , YL nerr9, YL. J vol
R
2x6 =
Dead Load Deb. = 3/16In
Plate Offsets (LY)— 11:0-6-8,0-0-101
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL
In
(loc)
Vdefl
Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0S3
Vert(LL)
0.24
3-6
>344
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.63
Vert(CT)
-0.28
3-6
>301
180
BOLL 0.0
Rep Stress Inu YES
WB 0.00
Horz(CT)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matdx-MP
Weight 22 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (size) 1=D--0 (min. 0-1-8), 2=1VIechanical, 3=Mechanical
Max Horz1=247(LC 8)
Max UplHtt=115(LC 8), 2=226(LC 8), 3=15(LC 8)
Max Gmvl=328(LC 13), 2=256(LC 13), 3=136(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 0b) or less except when shown.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-2-0 cc pudlns.
BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
1) Wind: ASCE 7.10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.GpsF, BCDL=5.Gpst h=16ft; Cat 11; Exp C; Part. End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise Indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift al)oint(s) 3 except Qt=lb)1=115.
2=226.
LOAD CASE(S) Standard
PE 6051
� a
STA Fp /
i0n�.ct%-�1Oi Q
'0NA E\AG�
2Q
o
rues
rus5 ype
y
Grenadine-C
fib-GrenadineSpee
J21
Jack -Open GMer
1 1
Jab Reference (optional)
ram, ,z, ram., cram nun: U.23U s Oct 21 MIS Pnnt 11 P30 a Oct 212018 Wek InduaMes, Inc. Sat Nov 1012:12:572D18 Pa gge 1
ID..
DZRTDxyM WyXbxa
2-10-8
2-ID-8
2-10-8
LOADING(psf)
SPACING. 2-0-0
CSL
DEFL.
in
Ova)
Udefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.43
Vert LL)
0.02
3S
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.87
I
Vert(CT)
I
-0.03
3-5
>999
180
I
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT)
0.00
3
n/a
n1a
BCDL 10.0
Code FBC2017rTP12014
Matrix -MP
Weight 12 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
REACTIONS. (size) 1=04-0 (min. 0-1-8), 2=Mechanical, 3=Mechanical
Max Harz 1=70(LC 21)
Max Uplift1=336(LC 8), 2=72(LC 8), 3=130(LC 8)
Max Gravl=1260(LC 1), 2=16O(LC 1), 3=483(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc pudins.
BOT CHORD Rigid ceiling directly applied or 7-10-11 oc bracing.
NOTES.
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.0psf, h=16f; CaL II; Exp C; Encl., GCpi=0.18;
MWFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) 2 except at=ib)1=336,
3=130.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1651 lb down and 463 Ib up at 0-11.4
on bottom chord. The design/selection of such connection devios(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1.2=70, 1-3=20
Concentrated Loads (Ib)
Vert 5=1651(F)
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1n
J00
Trulss
I was Type
Ply
Grenatline-C
Mw-59-Grenatline-Spec
V2
Vellay
3 1
Job Reference o bonal
wa:a.awa.11LUlu mm BQ6 U=Zl 2ula5Ll¢klne0a01ey M Sel NOV1012:12:5a 2018 Pa ei
ID:gk72aeHo_wygRu35gO0rgTyMFnX-yZmsywS7FgFmnsnHuAW I JIzpHXmgobilhVuyyfmxZ
2-0-0
2-0-0 1
2x4 i
LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) nla - 'n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.03 Veti(CT) r/a - We 999
BCLL 0.0 Rep Stress In or YES WE 0.00 Horz(CT) -0.00 2 n/a r1ta
BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 5lb FT=20%
LUMBER. BRACING.
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing.
REACTIONS. (size) 1=24)-0 (min. 0.1-8), 2=2-0-0 (min. D-%), 3=2-0-0 (min. 0-1-8)
Max Horz 1=35(LC 8)
Max Upl'rft1=12(LC 8), 2-36(LC 8)
Max Grevt=62(LC 1), 2=48(LC 1), 3=28(LC 3)
FORCES. (Ib)=Max. CompJMax. Ten. -All forces 250 (Ib) orless exceptwhen shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16f1; Cat 11; Exp C; Encl., GCpi=D.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconctm ent with any other live loads.
4) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 10016 uplift at joint(s)1. 2.
LOAD CASE(S) Standard
r/ PE 6051 i
STA E F*
o r I
Truss
Inuss lype
Lity My Grenadine-G
UW-W-GrenadlneSpec
VO
Valley
2 1
I
Job Reference (optional)
Soulhem 1 Was, Ft Plerm, FL, 34951
2x4 % 2x4 II
LOADING(psf)
SPACING-
2-G-0
C51.
DEFL
in floc) Well Ud
PLATES GRIP'
TCLL 20.0
Plate Grip DOL
1.25
TC 0.35
Vert(LL)
n/a - n/a 999
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.21
Vert(CT)
n1a - n/a 999
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
Hom(CT) 0.00 rue n/a
BCDL 10.0
Code FBC2017/IP12014
Matrix-P
Weight 14 lb FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc puriins, except
BOT CHORD 2x4 SP No.3
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=4-0-0 (min. 0-1-8), 3=440-0 (min. 0-1-8)
Max Horz1=81(LC B)
Max Upliftl>28(LC 8), 3=69(1-C 8)
Max Gmvl=146(LC 1), 3=146(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1)Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; CaL II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires con0nuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s)1, 3.
LOAD CASE(S)Standard
/ PEtF6051,STA
FS;`�ORIDP: tf��
Q9
Job
Truss
lruss lype
QtY y
Gmmdmn
NNW-68-Grenadine9pec
V6
Valley
1 1
Job Reference (optional)
southern Two, FL Pierce, FL, mobt KUn: 52Du3 VVLI<me rnnc o.mu a �a n sme mu ee mousmes, me -
ID:gk72aeHo_wygRu35gO0rgTyMFnX-QN931w4uZo6ZxM2L_QP3FrQFDrAV7FbJ(Q3Q xY
64W
6-DA
2A II
3
5 4
2x4 . 1x4 II 24 II
LOADING(psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.21
TCDL
15.0
Lumber DOL
1.25
BC 0.12
BCLL
0.0
Rep Stress Inrm
YES
WB 0.05
BCDL
10.0
Code FBC2017/TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 ,
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=6-0-0 (min. 0-1.8), 4=6-0-0 (min. 0-1-8), 5=6-0-0 (min. 0-1-8)
Max Harz 1=131(LC 8)
Max Uplift4=-48(LC 8). 5=140(LC 8)
Max Gmv1=74(LC 1), 4=101(LC 1). 5=296(LC 1)
FORCES. (lb) - Max Comp./Max. Ten. - All farces 250 (lb) or less except when shown.
DEFL. In (loc) Wall L/d PLATES GRIP
Vert(LL) n/a - rda 999 MT20 244/190
Vert(CT) n/a - n/a 999
Horz(CT) 0.00 n1a Na
Weight 23 lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 no puriins, except
end verticals.
SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16M Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This buss has been designed for a 10.0 psf bottom chord live load nonooncunent with arty other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to upll t at joint(s) 4 except at --lb) 5=140.
LOAD CASE(S) Standard
/ PE 6051
t
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