HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN
TRuss
COMPANIES
Southern Truss
2590 N. Kings Hwy
- Fort Pierce; FL 34951
(772) 464-4160 * Fax: (772) 318-0015
Jah Numher.
J1900896
Customer.
Ryan Homes
Name:
Ryan Homes
Addmss:
5207 Oakland Lake Circle
City, ST, ZIP:
Fort Pierce, FL 34951 -- -
General Truss Engineering Criteria & Design Loads
C%f%ABIAIr—m
Building Code and Chapter.
FBC2017rrP12014
Computer Program Used:
MiTek Version: 8.23 Oct 2 BY
GraNM
Gravity: n
37.0 psf ROOF TOTAL LOAD
NIA
Mad
Building AuthoriM•
160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise)
St Lucie County
a
No.
Date
Tn ID#
1
12/31/18
Al
2
12/31/18
A2
3
12/31/18
A3
4
12/31/18
AM
5
12131/18
A4
6
12131/18
AAA
7
12/31/18
A5
8
12131118
A5A
9
12/31/18
As
10
12131/18
A6A
11
12/31118
A7
-12
12/31118
VA
13
12/31118
AS
14
12131/18
A9G
15
12/31/18
A10
16
12/31/18
A11G
17
i2nme
BIG
18
12/31/18
82E
19
12/31/18
C1
20
12131/18
C2
21
12/31/18
C3G
22
12131/18
CJ6
23
12/31/18
cis
24
12131/18
DIE
25
12131/18
D2
26
12131/18
J2
27
12131118
J4
This cover sheet is provided as per Flodda Sta �V1S3QQ ieuT6f signing and
sealing each individual sheet. An Index sheet jj�� a ns is attached which is
numbered and with the indentification and date f each drawing.
Engineer of Truss Design Package
Brian M. Bleakly
FL Reg. Eng. No. 76051
2590 N. Kings Highway
Fort Pierce, FL 34951
No.
Date
Truax ID #
28
12/31/18
JB
29
12131/18
J3
30
12131/18
V3
31
12J31118
V4
32
12131/18
VS
33
12131/18
V7
34
1 12131/18
1 V8
35
12131118
V9
36
12I31/18
V12
37
I2TJ1H8
V16
38
17I31/18
V19
Page 1 of 1
TYPICAL DETAIL G CORNER - HIP.
~ NOTE: NDS=National Design Specifictions AVOWABLE REACTION PER JOINT
for Wood Construction_ A UP 7o z
132.51 per Nail (D.O.LFactor=-1.00) 65 = 2-16d NAILS REO'D.
nds toe nailsonly have 0.83 of Q UP TO 394$ = 3-16d NAILS REQ'D_
'lateral Resistance Value. _
i
12
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HP GIRDER
CORNER UACK GIRDER
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i
use 2-16d
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TYPICAL CORNER LAYONr & ?-16d
Typical Hip —jack'
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CHORD
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TC
— — — —
— — —
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— — — — —
BC
— — — —
— ——
2-16d nails
——--—
J5 TO HIP JACK GIRDER
TC
— — — —
— — —
2-16d nails
— — — — —
BC
— — — —
— ——
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———-—
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TC
— — — —
— — —
3-16d nails
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BC
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-----
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TC
— — — —
— — —
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— — — — —
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—--—
SOUTHERN
MINIMUM GRADE OF LUMBER
T.C.2z4 SYP {2
B.C. 2z4 SYP 2
WEBS 2z4 SYP Na3
LOADING (EF SIR. INCR: oas
lop 20 FBC2017
BOTIOM DO 1a
SPACING ze O.Q.
Fort t Pierce Division
2590 N. Kings Highway,
Fort Pierce, FL 34951
COMPANIES (800)232-0509 (772)464-4160
tom//--0U1 *a Fax (772)318-0016
Bribn M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 777-464-4160
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(S�d
fm
_::..:...:: ":.. -_ - ..
. Faifa�srJmdul@�•:•: :. �.
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'r7:_
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fade.
:'.Pet•:;.
Neada.�
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:H'
�.;. -''..
.0
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iA%'Mil
_+,
--,-Nag
^:•s;;
'J.-,•'-i':i�':_
'NaD.
floor
;:, p°di:-.-
pw'yt'
1009617596125%
960%'�'
JIISW
Us*
18
3-518
5
2
1
4
16d
4
16d
1040
'lTBS
4220
-
aim
U46
16
3-MG
4-1at16
2
1-iBAM.12
10d
4
10d
1250.
-1405
1515i'
755 -
755 :-
16d
4
10d
:1470
16M
1800 (:
HUM
HUS46
14
3-518
5
2
11Gd
4
16d
"1085
'123T
1300
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4x6
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HUSW
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2
116d
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16d
4085*:]234
1300
1156.
HWfi
5-1/16
2-12
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10d
230
189Q
780:N096
1]70
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1650'2085
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HUM
ig
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-
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8
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lad
12�'1390r780.
1170
Mil
12
6
.3850�2085
'.
'A1S46='-',..
111546
':18
I3-SIe.
'C5::.
2 -
..}
-'
�4
..16d'.
:::4::
'--160` ;
1D40
118E1355'i0848:
!1220
-:-:18
.3-5/8'}.'6-718
.'•.2
`.
'-V.Lr-
_6'
' 16d
%4.
-16d`r•-
132E
.]51¢
13.4E ..
:
Yin'?
3-9716
4;13/_f6
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118:
•_=t.
:
.1010d"
' 4.-
':10d-n'
1250
140E
755 .U46'
-w.
- 16d
�: 4'�
;i :,10d ::<
1470
167Q
75514.
:3.8I6
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::,`.I6di:
1D65
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.:4`:.
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1085.
173E
1300
115E
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= W-
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6
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167E
10.50
199E
1810
4xe'.
MIS48F I'HUSM
',
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.3_SM
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2
.. 1..
''.c:'
fi:'_.
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'6_.
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1fi25
1850
199E
1810
!:='}[HW8'`::
T .
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3-9/f6
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-: :
:.76d_
-
. 4_.-
'
'.-.
'= 10d .:
: - : :
]230
1390
1490
780
IPmG
2.
6
1850
208.E
2235
-1170
-
-..
-
HD46F.4'. ;'
t ..
it" �-
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..
3.9t16
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2-12
.-.
Min.
N1il
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12
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: f
: -atld:;
1230
13M
1490
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S.
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4850
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ma
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1540
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185E
.780
-
FZ
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2155
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2610
)..1170.
-..fIWB@
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3•.9116
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-
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:•
• 1540
1735
186E
-780 -
-Ma..
14
6,
215E
2430
25101.1170.
I11518
18
3-W
6-718
2
1
16
16d
4
16d
13Z
1510
3645
1355
M.AR4
ILD
W5410
18
3518
f B-7/8
- 2
7
8
16d
6
16d
IM-1
210E
2290
1980
SW410
( U410
16
3-9116
8-318
2
1_118
_
16
10d
6
10d
20D0
224E
2420
1135
16
16d
6
10d
23S0
2M
28M
•1335
HL648
HU518
14
3.518
7
2
7
6
16d
6
16d
16'15'
1850
199E
1810'
K 48ff
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3-W
7
2
7
6
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6
16d
MS
:1850
199E
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HD48
HU48
14
3-YI6
6-15/16
2-12
1-18
Min
10
1Gd
4
10d
15d0
173E
1865.
780
Max'
14
6
2155
2430
2610
1170.
4x10
Fm48IF
HU018
14
3-9/i6
6-15116
2-12
-
Min
10
16d
4
10d
1540
1735
1865
:'780 .
-
Mao
.14
- 6
2155
243
2610
. 1170
.
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H03410
14
3.5/8
B-7/e
2
1
8
1fid
8
16d
Z170
24fi5
2660
2210.:
M15610ff
I H11:SG410
14
3.5le
8-7/8
2
1
8-
16d
8
16d
2170
2465
2660
. 2210,
HD410
I HU410
14
3-9he
8-1311fi
2-12
1-1/8
Min
14
'16d
6
10d
2155
24M
2610
1170-
MT(
20
10
3080
347E
31'LE
195D
HD41OF
HIIC410•
14
3-9116
8-13f16
2-12
_
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14
1�
5
10d
2155
2430
26M
: 1170-
Max
20
10
3080'
.3CM
'3725
19M
HM101F
) HIM10
14
3-9/I6
9
3
1-12
12
WS3
6
WS3
5MS'
S590
SM.
2975�
31, pt, F32
1) UpGt[Ioads tine been increased 60%forw8d arsesmk� rmtuMethvease sha8 he perm0md.
2)16d sinless (0.148 da.x3-1W lord maybe used at 0.84 ofthe table loadwAae 16d mmrtwre are gm%Zed.INS does not apply m.NS: RIS, MM slant =1 hangers
3) WS3 Wood Sims are 1/4' x 3' lung and ate Inducted wdh H00 hangs.
4) NA11510d nags are 0.148• diax3' imi0, 16d calls are 0.16Y dia. x 3-12' IoM
Nex pmducls arupdated product it immmton are de dpatul In blue font
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C •�
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Nm
9
a l d
m
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N_
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m
m
g
1
a
1
-Fypnc�al
MINIMUM GRADE OF arb.kl.r
R
Top Chord 2x4 eYP pZ BoltChord 2x4 VP 12 arWebs 2x4 SYP J er
REFER 7D SFNEO CFSION TOR DASHED PLATES
APACE PppIMMEACK YBIRCA S AT 4' Da YAK
DU 19 NOT DINE CHORD
ppE 77RKKµggQgRPEO�rC�Ep9 MUST BE SWOONED So THAT ONE SPLICE
&ATOMTo TOP OF nff
WY OULPAPP CHORD. IF PIOMWK
I BERM 7HE •CU PQI OOO F uaa�PPmdAR0u7�R09S.
REFfl9iOCC7o EMNSo 1'S SHdEa DEMON FOR REQUIRED PLINUN SPAOINO.
THM DETAIL a APPLICABLE FOR THE FaLLMHO WAND COMMONS'
j(d—QMPH WIND, • IACAVID AN RIENE IN HOOP. HOT. ASCE OP. W. F'ROAr7.1WrCLOSED DUO.
1�Aa IIPHOW ND. 1Q' o 01 NOPar, WWIM�Dt ao OE.. Per
D=wm BLD0. LACATm ANYWIiEfIC IN RDDF
1A4aD To
DW) PEF, NB BC D PSF.
FAONr FACE EK' MAY BE OmE7 FROM BAOK Me
PU1E9 AS LDND AS BOTH FACES ARE SPACED 4' On MAx.
SPP ICCE�
D
N
WEB BRACING CHART
WEB LENGTH
REQUIRED BRACING
0' TO 7V
NO BRACING
1x4 'f' BRACE. SAME GRADE; SP CIES AS WEB
7'B" TO 10'
MEMBER, OR BETTER AND BOX L•ENCTN OF WEB
MEMBER. ATTACH WITH Bd NAILS AT 4" O/C.
20 'T" BRACE. SAME GRADE. SPECIES AS WEB
10' TO 14'
MEMBER, OR BETTER AND 809 LENGTH OF WEB
MEMBER. ATTACH WITH t 6d NAILS AT 4' O/C.
JOINT
SPANS UP TO
TYPE
30'
34
38'
52'
A
2x4
2.5x4
2.50
3x5
B
4x6
5x6
5x6
5x6
C
1.5x3
1.5x4
1.5x4
1.5x4•
D
5x4
5x5
5x5
5x6
I I
I �• C
i I
11 \\ I I /Z. \N ///l N\ ; ;
*ATTACH PIOGYBACK WITH B'xBx1/Y' COX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACETS 0 '4'-0" O.C. MAX.
V V a r— r l 1 r,
rmilon bmdip h not the rupomIDBy of Inom ddW
nor Inm lckWor,.puemn encl,y b�oom Dn 1=
DUO: RAmft uttilm bndm 19 h *" n4d
I60Thnoo iAwW a b Lew0d drolly to tht Ilop Dchord
Maximun Loading
55pof at 1.33 Duration Factor
50pof at 1.25 Duration Factor
47psf at 1.15 Duration Factor
Immad on du&g) I SPACING AT 24' D.C.
SCAB -BRACE -DETAIL I ST - SCAB -BRACE
Nate: Scab -Bracing to be used when continuous
lateral bracing at midpoint (or T-Brace) is
Impractical.
Scab must coverfult length of web +A 6".
THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS """
REQUIRE1DATIMTOINTS OR I-0RACE ISSPECIPIED:
APPLY 2x SCAB TO ONE' FACE OF WEB WITH
2 ROWS OF IOd'(3' X 0.131-) NAILS SPACED 6"O.C.
SCAB MUST BE THE SAME GRADE, SIZE AND
SPECIES (OR BETTER) AS THE WEB. - -
I
MAXIMUM WEB AXIAL FORCE = 25OO Ibs
MAXIMUM WEB LENGTH =-17-0"
SCABBRACE 2x4 MINIMUM VVIEB-SIZE.
MINIMUM WEB GRADE OF#3
Natls� � Secfion Detail
®� Scab-Bram
Web
Scab -Brace must be same species grade Car better) as web member.
I
L-BRACE DETAIL
m
Nailing Patter .
L-Brace s¢e
Nail Sde .
Nag Spacing
U4or6
1 10d
W.o.c.
2A, 6, orb
I 16d
6• aaa
Note: Nail along entire length ofL-Brace. '
(On Two-PVs Nail to Both Plies): '.
Wi
r� Web
L-Brace must be same species grade (or better) as web member.-
Note: L-Bracing to be used when continuous
teteral bracing Is Impractical. L-brace
must cover 90..%ofweb'lengtk:
L-Brace Size
for One -Ply Truss
Specified Corrfmuous
Rows ofl.ateral Bracing
Web S¢e
1
2
Zrf3 or2Y4
U4
�^
2�
2x8
2X8
�.-
-- Wi I avesl l l LM0X NOTAPLCABLE
L-Brace Shin
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
Zx3 ar2x4
2x4
,..
2x6
2X6
+»
2x8
2xS
...
—DIREGr SUREMMMI NOTAPLICABLE.
I
T-BRACE / I -BRACE DETA1L
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 daM NOT to be used to ccrWed T-Brace / I -Brace
webs to continuous lateral braced webs.
Nailing Pattem
T-Brace size
Nail Sae
Nail Spacing
1x4or1xS
10d
8'oc
2x4 or 2x6 or 2x8
16d
8' o.c.
Note: Nail along entire lengthvf•T-Brace I I -Brace.
(On Two-Pll/s Nail to Both Plies) . .
alternate position
.;t
Ir
vim
`l Xt
11 t
ram,
Nails Section Detail
T-Brace
alternate position
Naas
Web I -Brace
Naas
SPACING
T-BRACE
Brace Sae
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size" '"
1
2•
2xS or 2x4
1x4 (7 T-Brace
U4 (7 I -Brace
2x6
1 x6 (7 T-Brace
12xB
2x6 I -Brace
2x8
T-Brace
2xB I -Brace
Brace Sate
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or 2r4
2x4 T-Brace
2x4 I -Brace
2x6
2x6 T-Brace
12x6 I -Brace
W
M T-Brace
2x8 1-Brace
C Brace / I -Brace must be same species and grade (or better? as web member.
(7 NOTE If SP webs are used In the buss, I or US Sip braces must be stress
rated boards wilh design values that are equal to (or better) the truss web
• design values.
'or SP truss lumber grades up to #2 with 1Xbracing material, use IND 4S farT-Bi a6"rac
=or SP truss lumber grades up to #1 with 1)_ bracing material, use IND 55 forT-Bracell Brac
JOD
Imes lype y
plan 11133
1833&W
A7
COMMON 3 7
Job Reference o 'mail
Southern Truss. Ft Pla FL, 34951 Run:8230e Otl 2t 2078Pom: 8230eOG2t 2078 M7ekIM Inn on Dec 3t 0]29'.' 201E Pa,I
ID:ny4imnipmN8mTQZIUjwrynl)v-iidfsdmEBz6d6oAvI(Mg HSfTb
m"l u DwB8sM4wyd�CGB
]-21 143-t 22d-0 304-19 37-57 41-N 45A-0
]a-1e.o�—I ]-0-10 I M6 40 o
0
i
315= Us= 3x5= 3x6= 3x5= 5x9//
3x5=
4580
1 �t.e 1 na-e 1 nor 1 9SB5 1 44ra 44ao
S7-B sea sst4 as-t4 e-att.
-5/1B in-
I�
0
Plate Offsets (X,Y)-
fl:G.1,12,0-D-12L (2:03-0,0.1.121.
(9:0-0-D.0.1.141
(11:OS72.0-1vA
- -
LOADING(psf)
SPACING- 2-M
CSI.
DEFL
in Poo)
Wall
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.58
Vert(LL)
-024 14-15
>999
240
MT20 2441190
TCDL 7.0
Lumber COL 1.25
BC
0.96
Vert(CT)
-0.5514-15
>971
180
BCLL 0.0
Rep Stress Ina YES
WB
0.89
Hcrz(CT)
0.16 11
n/a
nla
BCDL 10.0
Code FBC2017/rPi2014
MstnxS
Weight251lb FT=20%
LUMBER -
TOP CHORD 2x4 SP M 31 'Except'
Ti: 2x4 SP No2
BOT CHORD 2x4 SP No.2'Except-
Bi: ZO SP M 31
WEBS 2x4 SP No.3
REACTIONS. - (size) 18=0.8-0 (min. 0-1.8), 11=03-0 (min. 0.2-1)
Max Horz18=1S3(LC 9)
Max Upiift18=565(LC 8),11=-605(LC 9)
Max Grav18=1633(LC 1), 11=1735(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-9-9 oe pudins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1Row at midpt 8-11
2 Rows at 113 pis 2-18
FORCES. Pb) - Mmc CompJMax. Ten. -All forces 250 Pb) or less except when shown.
TOP CHORD 23=307311081, 3-4=2939/1102, 45=2477/92A, 5-6=2471/918, 6-7=285311072,
7-8=298611052, 8-9=-759/323, 9-10=620H57
BOT CHORD 17-18=10912864. 16-17=8282492, 15-16=8282492, 14-15=457H856,
13-14=-6442471,12-13-6442471,11-12--868/2768, 10-11-188/630
WEBS 2-17=211286,4.17=-185M77,4-15=6431462, 5.15=359/827,5.14=352f814,
6-14=-6181459, 6-12-158/399, 2.18=3190/1046, 9.11=-024/364, 8-11=2394f762
NOTES-
1) Unbalanced roof rive loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf, h=15ft; CaL 11; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumart with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except Prlb)18=565.
11=605.
LOAD CASE(S) Standard
Job
imm
Irum lype
Plan 833
1833313LN
A2
HIP 2 /'
Job Reference (oo9ona0
5.00 12
5x5 =
5
Dead Load Deb. - V4 in
Bx8 = $x5 = 3x4 = 48 = 3x4 = 3x4 = 4e = 3x4 = 5x5 = axe =
LOADING(psf) I SPACING- 2-0-0 I CSL DEFL in One) Well Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.37 13-16 >999 240
TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.6213-15 >853 180
BCLL 0.0 Rep Stress Ina YES WE 0.90 Hoa(CT) 0.14 11 We n/a
BCDL 10.0 Code FBC2017/rP12014 MatrixS
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS. (size) 20=0.8-0 (min. 0-1-15). 11=041-0 (min.0-1-15)
Max Horz20=158(LC 9)
Max Up1if120=557(LC 8). 11= 557(LC 9)
Max Gmv20=1642(LC 1), 11=1642(LC 1)
FORCES. (lb). Max. CompJMax Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD . 1-2=3202/1051, 2J=2634/942, 3d=2711/961, 45=22281766, 5-6=-lg891744,
6-7=2228/766, 7-8=2711/961, 8-9=28341042, 9.10= 3202/1051,1-20=1562/584,
10-11=15621583
BOT CHORD 19-20=-3801538, 18-19=1040/2889,17-18=825I2556,16-17=82512556,
15.16=-073/1989,1415=-667/2556, 13-14=-067/2556, 12-13=-890/2889, 11-12=234/538
WEBS 2-18=-395/252, 418=711417, 416=825/464, 5-16=163/581, 6-15=1631581,
7-15=B251464, 7-13=71/417, 9-13�395/252, 1-19=67012358, 10-12=658M358
PLATES GRIP
MT20 244/190
Weight 262 lb FT = 20%
Structural wood sheathing directly applied, except end verticals.
Rigid celling directly applied or 5-BA2 oc bracing.
1 Row at midpt 4A6, 7-15
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=160mph (3secand gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF h=1511; CaL 11; Exp C; End., GCpi=0.18:
MWFRS (erwelope); 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 nonconcunent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoinl(s) except at --lb) 20=557,
11467.
LOAD CASE(S) Standard
a'
N
PE 7 �)
1
g
Job
1russ lypo
plan 1833
18334"
A3
HIP
1 1
Job Reference (optional)
7x
3
.. -• W-�.. �., ..... nm,.o
66S6-55 I i ILmWUMMl eN
IDmy4lmnjpm
1293 N8mTOZIUpwcynpAEAd3=HE1UNIj8y9l5i uBeGn3MVttt7B01kK'K[64:PZlSI
MY3 BGlA
6.2( 1-10.13 1 -3 6213 3213 &MV 0
5x5 =
5.00 12
5x7 =
Dead Load Dee. - 51161n
18 it la 15 14 13 12 11
3x4 = 4xe = 3xe = 30 = 4x8 = 3x4 =
9-7-12 I 194}0 I 28-8-0 35-0-0 I 44$0
9.7-13 n .. a_an I e..l_w
Ft
Plate Offsets OGY}
r1 fdne.0341. r1.0-1-12 D•0.121
IB•0-5-4
0-2-M
(10.0-1-12 UO727
(10:Edae 0.3-41
LOADING(psf)
- SPACING- 2-0-0
CSI.
DEFL.
in Poo)
War
Lld
PLATES GRIP
TCLL 20.6
Plate Grip DOL 1.25
TC
0.01
Vert(LL)
-0.23 12-14
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.79
Vert(CT)
-0.5212-14
>999
180
BCLL 0.0
Rep Stress Ina YES
WB
0.77
Horz(CT)
0.15 11
We
Na
BCDL 10.0
Code FBC2017frP12014
Metdx-S
Weight25411i FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
BOT CHORD 2x4 SP M 31 'Except'
B2: 2x4 SP No.2
BOT CHORD
WEBS 2x4 SP Nn.3
WEBS
REACTIONS. (size) ll=Mechanisal,18-0-8-0 (min. 0-1-8)
Max Holz18=143(LC 8)
Max Uplifl11=540(LC 9), 18=-540(LC 8)
Mm Gmvl1=1642(LC 1). 18=1 S42(LC 1)
FORCES. (Ib) - Max. CompJMim Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=-6761254, 2-3=30461967, 34=2982f986, 4-5=2393ff94, 5-6=2164f771,
6.7=23921794, 7-8=2982/986, &9=30461967, 9-10---6761254, 1-18=-0041213,
1D-11=-404/213 ,
BOT CHORD 17-18=103912860,16.17=811/2591, 15.16=-811/2591, 14-15=-485/2153,
13.14=-668/2591,12-13=66812591,11-12=-89612860
WEBS 2-17-1761263, 4-17=811429, 4-15=6171396, 5-16=137/568, 6-14=1931568,
7-14=-8171396, 7-12=-B7/430, 9-12=1767263, 2-18=25651817, 9-11=2566/818
Structural wood sheathing dimply applied or 2-2-0 oepurllns, except
end verticals.
Rigid miring directly applied or 6-6-2 on bracing.
1 Row at midpt . 4.15, 6.15, 7-14, 2-18, 9-11
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=4.2psf; BCDL=5.0psf; h=15ft; Cat 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1,60
3) Provide adequate drainage to preventwater ponding.
4) This truss has been designed for a 10.0 paf bottom chord live load nonconcument with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b)11=540,
18=540.
LOAD CASE(S) Standard
_ PE7
/
18/11111110
1 '•
J00
rues
ruse YPe Y
Plan tt13a
1a33B-LN
A'W
HIP 1 i
Job Reference o lion
So99axo Truss. Ft Plane. FL.. 34951
7x
6x5 =
5.00 12
Sx7 =
Dead Load Defl. -114 fn
3x4 = 4x8 = 3a = 3x4 = 4x6 = 3x4 = SM =
LOADING(Pst)
SPACING- 2-0-0
CSI.
DEFL In
Qoc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.26
TC 0.74
Vert(LL) -0.22
12-14 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
I
BC 0.87
Vert(CT)-OA912-14
I
>999 180
I
SCLL 0.0
Rep Stress Inv YES
WB 0.69
Horz(CT) 0.12
11 n/a We
BCDL 10.0
Code FBC20177rP12014
Matrix-S
Weight 241 lb FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-8-14 oc pulins, except
SOT CHORD 2x4 SP No.2 -Except-
and verticals. '
B11: 2x4 SP M 31
BOT CHORD
Rigid cetl'mg directly applied or 6-7-2 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 4-15, 6-15, 7-14, 2-18
REACTIONS.. (size) 11=0-8.0 (min. 0-1-13),18=048-0
(min. 0.1-8)
Max Horz18=1S8(LC 8)
Max Upliftl l-475(LC 9), 18=S08(LC 8)
Max Grav11=1512(LC 1), 18=1512(LC 1)
FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 1-2—,6441247, 2-3=27501895, 3,1=26851914, 4-5=-2076/705, 5-6-1859I694,
6-7=19731672, 7-8=-1879/616, 8-9=-19401604, 1-18=-391/210
BOT CHORD 17-18=102212602,16-17=78812308, 15.16=-788/2308, 14.15=-424/1760,
13.14=-511/1879,12-13=511/1879, 11-12-41211279
WEBS 2-17=1901268, 4-17=851445, 4.15=6251399, 5-15=951479, 6-15=1571314,
6.14=931365, 7-14=-226R59, 7-12=302I170, 9-12--86/633, 2-18=-2308f754,
9-11=1904/623
NOTES-
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0p9F, h=1511; Cat II; Exp C; End., GCp1=0.18;
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 fora 10.0 psf bottom chord rive load nonconctment with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atJoint(s) except Qt-Ib)11=475,
18=608.
LOAD CASE(S) Standard
/ PE 7
1 1
1 _
1` �kATE 19 i
,
�OA
%\ 4ORID
/1SYONA11�0�\\\ \A
a
Truss
Nay ype Y
Plan 1833
iB33-&W
A4
XIP 1 1
Job Reference (optional)
tlW VIOm I MS9, K YIGICe, rL, Y1911 RYII:. B V4m" Nl6 YW. B—LO0 M11LL 13N.
ID:ny4lnjpmNjsmTWU&,ynleLIkOHIPVMIKcn0JcDoG9
1 8.10E 12-2-10 18-0-0 23d-0 20$a 3485 34311 454L0
-0-0 :P- 5-0-0 sss 5-0-0 S9S 5 5- 0-5
5.00 V
5x7 2x4 II 5x7 =
8 7 R
Dead Load DetL =1/41n
21 Lv " 18 17 16 "' '1 13
45= 3x5— 4X6= 3x5= 3x8= 3x5= 3x5= 7x6=
5x9 \\ 416 =
88-0
18ea ]3-Ye
288E
3811.16
4580
eiA
8.q{I
BJf
88-
Plate Offsets MY)— 170.0-0
0.1-141 16.0.54 0.2.8)
f8'0S-4 0-2$ f12:0.1-12 0.0.121
I13•Edne 0-3-41 (21:OS72.0.1-01
-
LOADING(psf)
SPACING- 240-0
CSI.
DEFL.
in (loc)
Udall
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
7C 0.50
Vert(LL)
0.25 17
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 125
BC 0.96
Vert(CT)
-0.5018-20
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.69
Horz(CT)
0.19 13
nla
n/a
BCDL 10.0
Code FBC20171 P12014
i
MahixS
Weight268lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP Nc.2
TOP CHORD
Structural wood sheathing directly applied or 3-1.9 no pudins, except
BOT CHORD 2x4 SP No2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row atmidpt 11-13.3-21
REACTIONS. (size) 13=Mechanlcel, 21=0-8-0 (min. 0-2-1)
Max Horz21=153(LC 8)
Max Up=3�519(LC 9), 21=-559(LC 8)
'
Max Grev13=1633(LC 1), 21=1735(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. - AO forces 250 (lb) or less except when shown.
TOP CHORD 1-2=478186, 2-3=-589W,1, 3d=29891921, 4-5-29381931, 5-6=25161872,
6-7=24101909, 7-8=24101909, 8-9-2528/876, 9.10=2956195Q 10.11=-30581938,
11-12-59W220, 12-13=-3661191
BOT CHORD 1-21=103/484, 20.21=94112721, 19-20=79412628, 18.19=794/2628,17-18=58512270,
16.17=S85/2281,15-16=739/2665, 14-15=73912665, 13-14=-85412823
WEBS 5.20=371296, 5.18=-5011343, 6-18=-1541500, 6.17=140/406, 7-17=3191240,
8.17=134/391, 8-16=1611514, 9-16=5341351, 9.14=-55/339, 11-13=-2612I607,
2-21=-347/280, 3-21-25271781
NOTES-
1) Unbalanced roof rive loads have been considered for this design.
2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=151k Cat II; Exp C; End., GCPI=D.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed far a 10.0 psf bottom chord live load nonconcumant with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 He uplift at joint(s) except Qt=1b)13=519.
21=559.
LOAD CASE(S) Standard
`�qqj-/ VXCENg'F��`
/ PE7 \
�(/ 1
J00
mss Type
%an lam
1a33B-W
ITmw
AAA
HIP
jQty jPiy
1 1
Job Reference o onat
=o em nose, rr. rle .r-. aw '
.q Mf12
5x7 =
.2x4 11 Sx7 =
Dead Load Dart. =114 th
6x611 - "' '- 17 16
9x4 = 316 = 3x8 = 3x4 = 3x6 = 3x4 = 6x4 =
3x4 =
LOADING(paf)
TOLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2.)-0
Plate Grip DOL 1.26
Lumber DOL 1.25
Rep Stress Ina YES
Code FBC2017rrPl2014
CSL
TO GAB
BC 0.95
WB 0.68
MaftS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
In Qoc) Well Lid
-0.18 17-19 >999 240
-0.4017-19 >999 180
0.14 12 nta n/a
PLATES GRIP
U120 2441190
Weight2491b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc pudlns, except
T1: 2x4 SP M 31
end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 6-16
SLIDER Left 2x6 SP No.2 3-0-9
REACTIONS. . (size) 1=0-8-0 (min. 0.1-13),12=0-&0 (min. 0-1-13)
Max Homl=198(LC 8)
Max Upliftl=493(LC 8), 12=-456(LC 9)
Max Grev1=1518(LC 1), 12-1516(LC 1)
FORCES. (Ib) - Max. CompJMsx Ten. -All forces 250 pb) or less exceptwhen shown.
TOP CHORD 1-2=2966/951, 2-0=28921961, 34=2794/888, 45=2755I898, 5-6=2254f/93,
6-7=20681806, 7-0=-20681806, 8-9=20541730, 9-10=18391575
BOT CHORD 1-18=976/2597, 18-19- 804/2443, 17-18=-80412443,1&17=-564)2027, 15-16=-50311838,
14-15=.61911850, 13.14=549/1&90,12-13=-33611g84
WEBS 5.19=SV343, 5.17=571/364, &17=168/533, &1fi=86/253, 7-16=.3211241,
' 8.16=179/514, &15=551282, 9-13=-048I218, 10-13=1661790, 10.12=18011564
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Volt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0peh h=15ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonooncumant 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 (jt=lb)1=493,
12=456.
LOAD CASE(S) Standard
job
Iruss
iruss lype
Plan 1833
1833-&W
A5
HIP 1 1
Job Reference o dun
oaumem i fuss. re neraa, ru., i V*l
5.00 12 5x7 =
k
hurt
5x7 =
Dead Load Dell. =1141n
45 = 5x5 = 5x6 = 3x6 =
3x5= 5x5 = 6x8 =
6x9 \t
4x6 =
1d0
J�. &7-12 ibea 29+0 3aB0
3B-0d 4Sa0
11 7a12
7i-1z �
I
Plate Offsets 'MY)- (5:0S-4
0-2-121 p:0-5-4 0.2-02L I11:Edge
0-6-OL [11:0-1-12,0-0-01
112:0.2$,0-1-121,
f18:0S0.0$-01, i17:0.2$ 0.2-0]. 118:0-0-11,0.1=10] 118:0.2-0,0•:
LOADiNG(psf)
SPACING- 2-0-0
C51.
DEFL in
(lac) 1/de0 Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.96
Vert(LL) 027
15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.80
Vert(C) -0A8
13-15 >999 180
SCLL 0.0
Rep Stress Inrr YES
WB 0.89
Hom(CT) 0.14
11 n/a Na
aCDL 10.0
Code FBC2017frP12014
Matrbc$
WeigI1b2531b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2'Except• TOP CHORD
Structural wood sheathing directly applied, except end verlicals.
T2,T5: 2x4 SP M 31 , SOT CHORD
Rigid calling directly applied or 638 oc-bracing.
BOT CHORD 2x4 SP No 9 WEBS
1 Raw at mtdpt 3.16, 9-13
WEBS 2x4 SP No.3
REACTIONS. (size) 11=Mechanice1,16=0-8-0 (min. 0-2-1)
,
Max Harz 18=138(LC 8)
Max Upliftl1=498(LC 9), 18=538(LC 8)
Max Gravl1=1633(LC 1). 18=1735(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 1-2-3541175, 23�31161982, 3-4=269G926, 4-5=2683/950, 55=2739/1062,
6.7=2739/1062, 7-8=26=956, 8-9=2715/935, 9-10=3206/1006, 10-11=1553/528
BOT CHORD 1-18---201/568, 17-18=-339/566,16-17=86312805,15-16=-69512419, 14-15=-69612435,
13-14=6962435,12-13=865/2B93,11-12=209/558
WEBS 3-16= 4611336. 5-16=76/437, 5-15=200/590, 6-15=445/336, 7-15=194/572,
7-13=90/455, 9.13=-536f366, 10.12=69612340, 2-18=1538/617, 2-17=647/2244
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult-18omph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psf; h=15ft; Cat 11; Fxp C; End., GCpk0.18;
MWFRS (envelope); Lumber DGL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load noncenctment with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (j --Ib)11=498.
18=538.
LOAD CASE(S) Standard
Io
Joe
Truss Type MY
1333
18334MN
A5A
jPIYPlan
HIP 1 1
I
Job Reference 'anal
swMam Tams. FL Pie Re. FL., 34MI
5.00 12
61,7 =
ME
5x7 =
Dead Load Deg. = 3116 in
.. 2x4 it 34= W= 5x5= 3ae= 2x8 It
W =
1I 15-0-0 I 224.0 F 2f1-8.0 1 37-0I 112-0O31M22 712
Plate Offsets OCYFI1:0-&4
Edge] I5:0-&4 D•2.121�'05-4
0-2A] 112'0-2-6 03-41
'
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in Poo)
Well
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.88
Vert(LL)
0.19 13-15
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.79
Vert(CT)
-0.3613-15
>999
180
BCLL 0.0
Rep Stress Ina YES
WB 0.67
Horz(CT)
0.13 10
Na
nla
BCDL 10.0
Code FBC2017/TPI2014
MatrixS
Weight 234 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP M 31 *Except!
T3,T4: 2x4 SP No2
GOT CHORD 2x4 SPNo.2
WE13S 2x4 SP No.3
SLIDER Left 2x6 SP N023-11-2
REACTIONS. " (size) 1=0-8-0 (min. 0-1-13), 10=0-8-0 (min. (1-1-13)
Max Harz 1=183(LC 8)
Max Upltft1�474(1.0 8), 10=476(LC 4)
Max GNvl=1518(LC 1), 10=1518(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verficals.
.BOT CHORD Rigid ceiling directly applied or 6-2-12 cc bracing.
WEBS 1 Row at midpt 3-15
FORCES. (Ib) - Max Comp.IMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=30121915, 2-3=2923/936, 3-4=2440/845, 45=24251869, 55=2353/939,
6-7=23MM39; 7-8=-21341767, 8-9=1736/565, 9-10-1488I485
BOT CHORD 1-16=889/2646, 15.16=889/2648,14-15=-67SM191,13.14=-675/2191, 12-13=-576/1895,
11-12=-497/ltin
WEBS 3.16=01310, 3.15-529/363, 5-15=881456, 5.13=1321395, 6-13=-4421334,
7-13=2611729, 8.12=-941465, 841=610311, 9-11=55011749
NOTES-
1) Unbalanced roof live bads have been considered for this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.0pst; h=151C Cat II; Exp C; End., GCpi=0.i8;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60"
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 par bottom chord live load noncencurrent with any other Trve leads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib upi'18 atjoint(s) except (it=lb)1=474.
10=476.
LOAD CASE(S) Standard
ENSF���l
/ PE 7
r / 1
40RID
Truss
I was I ype
QV Y
PMn /833
r1833-B, N
A6
I
HIP
1 1
Job Reference o Oonal
m uuea, r,. nvm, r as rmn: axm s oazi za1B Pont 8P30 a e 21 2a18 MRex IndusMm, Ix. Mon We 31 aT28:312818 Page 1
IDary4imnipmNiBmTQLUjwcynfjv-2?Q6vKgNzVKC23t7Us?R9YgeNLx6xgKQa6m7y3XG6
111-01
1.i-0 ].b9 140.0 19.11-9 26A-7 32A-0 3&1-a 4580
8.29 I BS•7 l 5-itA I 6A-ts l 5-11-e � 6S6 l 6L-B '
5x5 =
34= 316= 3X5= 6X5=
Dead Load Dail. = 5116 in
19 to 17 16 15 14 13 12 11
4x5 = 1 iks = 3xB = 4x6 = 3x5 = 4,6 = 3x8 = 5xs = its =
axis \\
1i
789 a-7
164aa 2s-40 32Ra 99.1"9 4580
11 az-a I I e+o I sca � ssa I saa I
040
Plate Offsets(XY)—
fll:Edae O4i01111.0.1-120.0-01 f12.0.2-0,0.1-121 %8.0.2-80-i-721 f190-0.110.1-101119'0.3-6 Edael "
LOADING(pst)
SPACING- 2-0-0
CSL
DEFL in (loc) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.80
Vert(L-) 0.31 15 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.87
Ved(CT) -0.5813-15 >918 180
BCIL 0.0
Rep Stress Ina YES
WB 0.92
Hoiz(CT) 0.14 11 n1a n1a
BCDL 10.0
Code FBC2017RPI2014
Mabbc-S
Weight 247 lb F1= 20%
LUMBER.
TOP CHORD 2x4 SP 140.2
BOT CHORD 2x4 SP No.2 *Except'
B2: 2x4 SP M 31
WEBS 2x4 SP No.3
REACTIONS. (size) ll=Mechardwl, 19=0-5-0 (min. 0-2-1)
Max Hwz19=123(LC 8)
Max Upli@71-520(LC 4),19-546(LC 5)
Max Gmv11=1633(LC 1). 19=1735(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid calling directly applied a 5-9-15 oc bracing.
WEBS 1 Row at rfddpt 5-17, 7-13
FORCES. cab)-Max.CompJMax.Ten.-Allfon s250.(lb)oriessexceptwhenshown.
TOP CHORD 1-2--442/126, 2-3=-3085f1026, 3-0=2821/1026, 45=25561988, 5-8=-0071/1182,
6-7=3071/1182, 7-8=-2582/996, 8.9=-286011034, 9-10=3184/1052, 10.11=15581544
BOT CHORD 1-19=136/450, 18-19-257/450,17-18=-892/2767,1 6-17=101713011,15.16-1017/3011,
14-15=1018/3021, 13-14=-101813021, 12-13=91612880, 11-12-169/467
WEBS 3-17=295275, 4-17-199i749, 5-17=761/320, 7-13=7421314, 8-13=2051764,
9.13=368299, 10.12=7712420, 2-19=-15451588, 2-18=7382347
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vua=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsi; h=1lift; Cat. II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to preventwater ponding.
4) T rds truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provlde mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at)olnt(s) except Qt=lb)11=520.
19=646.
LOAD CASE(S) Standard
PE7�
�1 1
1
5, % -- 4oR1D4i
S'/ONA
Job
Iniss
Tpjm Type
Plan 1833
1833-a-LN
ABA
MP 1 1
Jab Reference c tion21
SoaNern TN , FL Plwc%FL, 34951
- Sx5 =
3x4 = 34 = 3x4 = 5x5 =
Dead Load Deff. - 5/16 rn
Bx8 = 6x5 = 3x8 = 416 = 3x4 = 41e = Us = 5x5 = Its =
DArO 66-9 13-0-0 224-0 31-8-0 38-141-8
94I 9-4-00 -0 { 6-5
Plate Offsets (Y Y)- (10-Ed9e
0.6-01 110:0-1-12 0-0-01
H 1.0.2-8 0.1.121 f17:0-2-8
41-121 118:0.1-12 6 0 1
118:Edne 0-6-01
-
'
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
In
(loc)
Udell
Udi
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.75
Vert(LL)
0.32
14
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.87
Vert(CT)
-0.591446
>901
180
BCLL 0.0
Rep Stress Inor YES
WB 0.93
Horz(CT)
0.15
10
We
n/a
BCDL 10.0
Code FBC2017frP12014
Mab xS
Weight 244 lb FT = 20%
LUMBER.
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2'Excepr
B2:2x4 SP M 31
WEBS 2x4 SP No.3
REACTIONS. (size) 18=13-8.0 (min. 0-1-15), 10=Mechanical
Max Horz18=97(LC 8)
Max UpIift18=523(LC 5), 10=523(LC 4)
Max Gravl8=1S42(LC 1),1D=1642(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except
end verticals,
BOT CHORD Rigid wiling directly applied or 5.9.10 oc bracing.
WEBS 1 Row at midpt 4-16, 6.12
FORCES. pb) - Max CompJtd x Ten. -All forces 250 (lb) orless except when shown.
TOP CHORD 1-2=320211057, 2-3=2870/1040, 34=2601H001, 45=310311191, 5-6=310311191,
6-7-2601I1001, 75=2870/1040, 8.9=-020211057, 9-10=1566/546, 1-18=1566/546
BOT CHORD 17-18=2591469, 16-17=924/2897,1546=102713048,14-15=1027/3048,
13-14=-1026/3048,12-13=102613048,11-12>921/2897,10-11=1691469
WEBS 2-16=367/298, 3-16=207/771, 4.16=7541317, 6.12=754/317, 7-12=2071771,
8-12�3671298,9-11=47612436,1-17=-776/2435
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=4.2psf; BCDL=S.Cps$ h=1511; Cal 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) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads.
5) Refer togirder(s) for trues to loos connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Qt=lb)18=523,
10=523.
LOAD CASE(S) Standard
/ PE7 �
I
=moo .a4-�9%�,;
i X, ��40RIDNAU
P%
NmS
Twes Type
183341-LN
A7
JUW JPIY
HIP 1 1
IPlan1833
Job Reference (optional)
IDny4imnJpmNjBmTOZIUjjvnyynljv-27QBVKQN2VIVCZ3lTUs?fL9wcMux6mgKQe6m7y9�CGfi
114-0F 6S2 I 12-0-0 I L 74 27k12 I 368-0 I 442-t3 I d5-6-0
14-0 &1-2 5816 7.7-0 75-8 7-]4 5819 SS3
Dead Load Defi.-51161n
Sx7 — 2x4 II 3x6 = 3x5 = 5x7'=
5A09-2 4 5 c 7 8
20 19 18 17 16 15 14 13 12 11
4x5 = Sx5 = 3x5 = 4xe = 3x8 = 3x5 = 416 = 3x5 = 6x8 = US =
We %%
LOADING
SPACING- 2-0-0
CSI.
DEFL
in goo) Udeft Lld
PLATES GRIP
TCLL 20 0
Plate Grip DOL 1.25
TC 0.90
Ved(LL)
0.37 15-16 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.90
Vert(CT)
-0.62 15-16 >849 180
BCLL 0.0
Rep Stress Ina YES
WS 0.93
Horz(CT)
0.17 11 Na "fa
BCDL 10.0
Code FBC2017/1PI2014
MatrixS
Weight 246 tb FT = 20%
LUMBER-
BRACING.
TOP CHORD 20 SP No.2 *Except*
TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc pudins, except
T2,T3: 2x4 SP M 31
end vericals. '
SOT CHORD 2x4 SP No2
BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 7-16
REACTIONS. (size) 11=Mechanip1,20=0-8-0 (min. 0-2-1)
.
Max Horz20=107(LC 8)
'
Max Upiift11=546(LC 4), 20=572(LC 5)
Max Gruv11=1633(LC 1), 20=1735(LC 1)
FORCES. pb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown,
TOP CHORD 1-2--350/111, 23�301211047, 3-4=2931/1102,4-5=453511426, 5-6=3534/1426,
6-7m.35WI426, 75=354711430, 8.9=297111114, 9.10--3132I1081, 10-11=15631562
BOT CHORD 1-20=112/354, 19-20=195/354, 18-19=9202727,17-18=-88712657,16-17=-BB712657,
15-16=1265/3546,14-15=8952694,13-14=89512694, 12-13=351/2840,
11-12=1331401
WEBS 4-18=-20I301, 4-16=-054/1154, 516=431Y324, 7-15=-0741323, 8-15=-04611128,
8-13=321324, 10-12=8222451, 2-20=15581592, 2-19=79112389
NOTES-
1) Unbalanced roof live bads have been considered for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5Apsf; h=15ft; 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 pending.
4) This buss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads.
5) Refer In girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoings) except Qt=lb)11=546,
20=572.
LOAD CASE(S) Standard
Innis lype
Plan 1833
18334" A7A
HIP
jQty ]Fly 1 7
Job Reference (optional)
5x7 =
5.00 12 3
2x4 11 3x6 = 3x4 = 5x7 =
4 5 6 7
Dead Load Defl. = 51161n
GNP
19 18 17 16 15 14 13 12 11 10
8x8 = 6x6 = 3x4 =. 4x8 = 3x8 = 3x4 = 4x6 = 3,4 — 6k6 — w —
0-A.0 5S2 11-0-0 18-7-0 26-0-12 33-e-0 39-2-13 44-8-0
n� C1_'l I C_G.1A I-/_'l�f I I� l_la I H 1 LL�I
Plate Offsets (X.Y)— 173:0-5-4,0-2-121,
f7:0-5-4,0-2-121
110:Edce
0.6.OL
(10:0.1-12.0-)-01.
(11:030 0.2.81. 115:0.2-8.0-1-81,
118:0.3.0,0.2-81,
%9:Edpe 0.6-01: I19:0.1-12
0.0-01
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL
in (Inc)
Vdefl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.52
Ven(LL)
0.38 14-15
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
• BC
0.91
Vert(CT)
-0.6414-15
>833
180
BCLL 0.0
Rep Stress Inv YES
WB
0.94
Horz(CT)
0.17 10
nla
n/a
BCDL 10.0
Code FBC20171TP12014
MatrlxS
Weight 243 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except
T2,T3: 2x4 SP M 31
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 19=0-8-0 (min. 0-1-15), 10=Mechanical
Max Horz19=82(LC 8)
Max UpliR7g=549(LC 5). 10=549(LC 4)
Max Gmv 1 9=1 642(LC 1), 10=1642(LC 1)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-10-14 oc pudins, except
end verticals.
BOT CHORD
Rigid ceiling directly applied or 52.11 oc bracing.
WEBS
1-Row at midpt 6-15
FORCES. (lb) - Max. CompJMaz. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=3150/1086, 2-3--2991N120, 3-4=3W811439, 4-5=-3578f1439, 5-6=-057811439,
6.7=-357711439, 7-8=2991ll 120, B-9--.3150/1086, 9.10=-15711565, 1-19=15711565
BOT CHORD 18.19=2091402,17-18=959f2857, 16-17=904/2713, 15-16=90412713,
14-15=1274/3577,13-14=9012713,12-13=90112713, 11-12=956/2857,
10.11-133/402
WEBS 3.17=311323, 3.15=-05011144, 4-15-4311325, 6-14=482/326, 7-14=-450/1143,
7-12=-311324,9-11=827/2466,1-18=827/2466
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.OpsF, h=15% 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
5) Refer to glyder(s) for truss to buss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift atjoint(s) except 414b)19=549,
10=549.
LOAD CASES) Standard
gF�%ill
i
PE 7 \
i
rr ATE ,
k
Job
rUSS
Truss type
ry
Plea B.13
1833434N
AS
HIP
I'
1 1
Jab Reference o fional
eauViem Truss, Ft Rwm, FL, 34851 Ran:8230e OQ212018Print82306Od212D18Mrtek W"es,ina monuecai re e,
ID:ny4imn)pmNJ8mTQ2lUhwcynljv-WB W7gRlptmq)e3nBNEBYh)OOpCggyp24Jg1ayJ G5
57-12 taa-0 1&&0 23d-0 3060 36A-0 41-04 46
s7-1z 1 aa4 I eaa 1 sso i sa-0 I aao 1 444 s'r-1z
ii
Sx5 =
5.00 12
3x5= 3x5= axe= 3x5= 5x5=
Dead Load Defl. =12 in
u io w w
4x5 = 3xB = Us MT20HS=3x5 = 3x5 =4xe MT29HS= 3XB = 4x5 _
144 488-0
I 1040 WI 11 27.45ato-tt 36A-0 4540 4S$OJ
eao I o- o-1T ' 1 sto-tt I sso aw�D
040 -0-0
Plate Offsets (XY)—f1'0-3-20.3-01
f1'0.1.6Edgel f12'0320301 f12'1311Edael
fl3'D-2-120-1$ H&0-1420-1-81
'
LOADING(psi)
SPACING- 2-0-0
CSI.
DEFL
in Doc)
Wall
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.81
Ved(LL)
0.55 15-16
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.51
Vert(CT)
-0.9415-16
>588
180
MT20HS
187/143
BCLL 0.0
Rep Stress Ina YES
WB 0.49
Horz(CT)
022 12
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix-S
Weighb2331b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.22-7-5, Right 2x6 SP No.22-7-5
REACTIONS. (size) 1=0.8-0 (min. 0-1-8), 12=0-8-0 (min. (1-1-8)
Max Horz1=76(LC 8)
Max Uprdfl=-589(LC 5), 12=-589(LC 4)
Max Gmvl=1702(LC 1). 12=1702(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-7.8 oc pudfns.
BOT CHORD Rigid ceiling directly applied or 5-10-12 be bracing.
WEBS 1 Row at midpt 5-18.8-13
FORCES. 0b) - Max. CompdMax. Ten. -Ali forces 250 0b) or less except when shown.
TOP CHORD 1-2--367111352, 23=361711368, 3-4=-343411290, 4-5=-317511232, 5-6=448211778,
6-7=4482(1778,7-8=4482I1778,8-9=317511232,9-10-3434/1290, 10.11=361711368,
11-12=367111352
BOT CHORD 1-18=1197/3308, 17-18=-1603/4299, 16-17=1603/4299,15-16=1764/4666,
14-15=1600/4299, 13-14=1600/4299, 12-13=-1194/3308
WEBS 3-18=1921276, 4-18=30011006, 5-18=14191625, 5.16=-531440, 6.16=-312/192,
' 6-15=3121192, 8-15=53/440, 8-13=1419/625, 9-13=300/1006, 10-13=192/276
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult-160mph (37second gust) Vasd=124mph; TCDL=4.2psF BCDL=S.CpsF, h=151C Cat 11; Exp C; Encl., GCp1=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 nonconcument with any other live loads.
6) Provide mechanical connection Dry others) of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s) except Ot=lb)1=589.
12=589.
LOAD CASE(S) Standard
Joe
Imss
roes ypa
Plan 1833
1831E-LN
ABO
wP
1 2
Job Reference (optional)
swmem imss, rc Hems, ram, sari nun: ssaua conzm w Musus umn M mu arc inousunu, m=. m=�..w ..•..�..�..�,o
ID:ny4irunjpmNjS,TOZIUjpvcynljv-TaSHXMsFG07U31nSocPlGzn5zpRh8VG600onMSy3 G3
4-6-6 847-0 142-10 2059 26d-7 32-56 38-9-0 62-t-10 46-8-0
4.8-6 3Am 6-2-10 ah14 &0-14 ryO.t4 62- 0 3310 4iL
5.00 V2 ex9 = 2x4 II 4x8 = Sxe = 2x4 II
4 22 23 5 A4 25 6 26 277 28 8 29
4x4 = 8x9 =
3kG 9 31 32 10
Dead Load Deb. = 9116 in
�V`rr 'MA'Ap"
so
1�1
Ar'
`-AM
-M
5x8 =
21 33 34 20 19 35
18 36 37 38 77
39 16 15 40 41 14 Sx8 =
46 =
3x5 =
2x4 11 3x8 =
US = 3x5 = 4x6 =
4x12 Mf20HS=
4x10 MT20HS=
4x8 =
i4o
8-00
14210 2aaA
7
ffi-SB 3&80 45A-0 d$4-0
1
5 8-60
l 62-to I 8014
I BLLU I
V
BD.14 62-10 680 oN'0 '
Plate Offsets IX YI-- (1.032
03-01 (1.0-0.14 Edael
I4.0-0-0 0-4.01 110'0-3-4 0-4-01
113.0-32 0-0-01
113.1-3-3 Edael it 5'0-2-40-1-81
It7.0-2-00-1.81 120:0.3-00-2.01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
In #cc)
Odell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.67
Ved(LL)
0.85 17-18
>647
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.70
Vert(CT)
-1.2017-18
>459
180
MT20HS
1871143
BCLL 0.0
Rep Stress Ina NO
WB 0.82
Horz(CT)
0.25 13
Na
Na
BCDL 10.0
Code FBC2017ITP12014
MatrixS
Weight 525 lb
FT= 20%
LUMBER.
TOP CHORD 2x4 SP No.2 'Except'
T2,T3: 2x6 SP No.2
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 2-0.1, Right 2x6 SP No.2 24M
REACTIONS. . (size) 1=0.8-0 (min. 0-1-8), 13=0-8-0 (min. D-1-8)
Max Hcrz1=60(LC 8)
Max Uplift1=1530(1-C 5), 13=.153U(LC 4)
Max Gravl=3349(LC 1), 13=3349(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-8.13 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-10-14 cc bracing.
FORCES. (lb) - Max. CompJMax. Ten. -Al forces 250 Qb) or less except when shown.
TOP CHORD 1-2=7560/3549, 2.3=750613554, 3-4=7690/3657, 4-22=10896/5256,
22-23=1089915257, 5-23=-1090015257, 5-24=1089815255, 2425=10898/5255,
6-25=1089815255,6-26=1274816131,26-27=-12748/6131,7-27=1274816131,
7-28=1274816131. 8-28=12748/6131, 8-29=12748/6131, 29.30=1274816131,
930=12748/6131. 9-31=-1089215255, 31-32=-1089115255,1032=-1089015254,
BOTCHORD
WEBS 3-21=238/531, 4-21=-221490, 4-20=2080143D8, 5-20=738/630, 6-20=2123/994,
6-18=0/519, 8-17=704/614, 9-17=999/2148, 9.15=1750/1104,10-15=207814298,
10.14=221491, 11.14=-239/532 -
NOTES-
1) 2-ply truss to be connected together with IOd (0.131°x3') nails as follows:
Top chords connected as follows: 2x4 - i row at 0-M cc, 2x6 - 2 rows staggered at 0-9.0 oo.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 cc.
-
2) All loads are considered equally applied to all piles, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply'
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
BCDL=5.Opsh, h=15ft; Cat II; Exp C; End.,
GCpl=0.18;
4) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps$
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to
\�\ \Pro!__
/
preventwater pondln .
6) All plates are MT20 plates unless otherwise indicated.
�Z \CENSF����
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except
7 �`
'1530. / PE 7
13=1530.
I 1
N' Continued on page 2
_
�I ,A,-
-O 1` FATE /
�j ay-f97�,
Job
Fruss
lype ry
Pion IW3
183381N
A9G
HIP
1
2
Job Reference (optional)
8wthan Tmsa. Ft Pierce, FL;. 34951 Run:8MO8 Oct 212018 PdhR 8230s OG212m80.1IreklMucMas, Mon Oec 3l anza:an zeta P 2
ID:ny4imnipmM&nT07JU#wcynfjv-Ta6HXMsFG07U31nSocPiIna. GmSzpR nvuo00onMSyJ G3
NOTES-
9) Hanger(s) or other connection device(s) shall be Provided sN6dent to support concentrated load(s)176 lb down and 233 lb up at "-0, 107 lb down and 150 lb up at 10-0-12,
107 Ib down and 150 lb up at 12-0-12, 107 lb down and 150 lb up at 14-0-12.107 lb down and 150 lb up at 16-0-12, 107 @ down and 150 lb up at 16-0-12, 107 Ib down and 150
lb up at 20-0-12,107 lb down and 150 lb up at 22-0-12,107111 down and 150 lb up at 234-0,107 lb down and 150 lb up at 24-7-4,107 lb down and 15D lb up at 26-74,107 lb.
down and 150 lb up at 28-74,107 lb down and 150 lb up at 30-74, 107 lb down and 150 Ib up at 32-7-4,107 lb down'and 160 lb up at 34-74, and 107 lb down and 150 lb up at
36-74, and 176lb down and 233lb up at 38-8-0 on top chord, and 314 lb down and 164 lb up at 8-0-0, 60 to down at 1D-0-12, 80lb down at 12.0-12, 60 lb down at 14.0-12, 80
Ib down st 16-0-12, 801b dawn at 18-0-12, 601b down at 20-0.12, 801b down at 2240.12, 80Ib down at 234-0, 801b down et 2474, 801b down at 26-74, 80lb down st
28-74, 801b down at 30.74, 801b down at 32-74, 801b down at 34-74, and 801bdown at 36-74, and 3141b down and 1641b up at 38-74 on bottom chord. The
.desFgnlgel&cgon of wWo6nnedion deGim(s)is the responsibility of othim. -- -- - - - - - -- - -
LOAD CASE(S)
1) Dead + Roof L
Uniform Loads
Vert 1
Concentrated
Vert:4
Standard
Lumber Inaaase=1.25, Plate Inmase=1.25
4-10-54, 10-13=54, 1-13=-20
17=54(F) 9=-107(F)15=-54(F)14=-014(F)16=54(F) 22=107(F)
(F) 32=-107(F) 33=54(F) 34=-54(F) 35=-54(F) 36=54(Fj 37=-64(F)
Job
Truss;
Type
'ay
1833.6-W
A10
ITMW
MONO HIP
IPIm11833
1 1
Jab Reference o 'on
Southern Tiuse, FL Pierre, FL, 3,tM1 iwrmd uev 212uldrnncd.tideuall[and mu ed IMeU d.—mom,• •..•.F.�•.�••. •e
IDmy4imn)pmNjemTQ4UjjwcynfjwTa5HXMSFG07U31nSooPiGznlapU)BUU60DonM6y3 G3
5.7.12 10-0a 17-0-14 24,1-03 31-2-11 38-MO 458-0
s7-12 ab4 I r-0-N } r-0-14 I 7-0.14 1 r-0-14 1 r-0-6
ii
5x5 =
5 on ri-
Dead Load Dell. -7116 H
IS = 3,6 = 3x5 = 3x5 = 3x6 = US = 3x4 II
4x5 = 3x8 = .4xa rJT20HS=3x5 = 3,5 = 34 = Sx5
5x6 WB=
1d
1 1000 191a2 3alo-z7$d 3ae8 <a9a
san slaz
11
Plate Offsets 0(Y)-f1.,03.2U3-01
f1.0-1-6Edoe11104.0-2-00-2-01112:D-2-80-2-121118.0.2-00-1.81
LOADING(psf)
SPACING- 240-0
CSI.
DEFL.
in Qoc)
Well
Vd
PLATES
GRIP
TCLL- 20.0
Plate Grip DOL 1.25
TO 0.95
Vert(LL)
0.52 15-16
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
SO 0.51
Vert(CT)
-0.8615-16
>629
180
> MT20HS
187/143
BCLL 0.0
Rep Stress Ina YES
WB 0.87
Hoa(CT)
0.20 12
We
nla
BCDL 10.0
Code FBC2017/1PI2014
Matrix-S
Weight 2351b
FF= 200/
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 20 SP M 31.
WEBS 2x4 SP No.3
OTHERS 20 SP No.3
SLIDER Left 2x6 SP No.2 2-7-5
REACTIONS. - (sae) 1=0-8-D (min. D-1-8), 12-Mechanical
Max Hom 1=208(LC 8)
Max Uplift=583(LC 5), 12--694(LC 5)
Max Gmv1=1672(LC 1), 12=1672(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end veNcals.
BOT CHORD Rigid ceiling directly applied or 5-8-6 cio bracing.
WEBS 1 Row at midpt 518, 8.13
2-Rows at 1/3 pis 10.12
FORCES. (lb)-Max..CompJMa Ten. -All forces 250(lb) cries except when shown.
TOP CHORD 1-2--359711337.23=-354411353, 3-0-336111276, 45=3107/1220, 55=-035611759,
6.7=-035611759. 7-8=428011729, 8.9--2887/1162, 9-10=2887/1162
BOT CHORD 148-1334/3241,17-18-175314237, 16-17-175314237,15-16=1885/4501,
14-15=-1645/3911,13-14=164513911.12-13-104312467
WEBS 3-18-1871275, 4-18-2861967, 5.18=13221626, 5.16-17/389, 7-15=-3441243,
' 8-16-130/673, 8.13-130W617, 10-13=307/1086, 10-12-2813/1194
NOTES-
1) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=15R Cat II; Exp C; Encl., GCp1=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Ali plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcti ent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=-lb)1=583.
12=694.
LOAD CASE(S) Standard
CENSF'��'���ii
PE7
1 1
1 _
4 ORtf)
job
Inuss
truss lype
Plan 1833
19338-LN
A710
MONO HIP
1 2
JFob Reference (optional)
.loumam l nMI 11. Me . Mr. :tc l Mn:6 UewLl Zi14mncn.L:waw[1Line MII ex mousmes. Inc mon..- a, au,o.
[D:ny4imnipmM8mTOZ1UP.w y.Iv-t9nPAOueYLV3wUWOUkzPurPbblUTLgRY]MIRary3 GO
4.6E 8-0.0 144E 51_4 28.10-0 33-0-12 9&&8 45-8-0
466 3570 6iE 62.12 6.2.12 62-12 62- 2
I;
o 5X8 =
415 =
Id
Dead Load Del =112Ih
3x8 =
S.0012 5x8 2x4 II 4x6 = 2x4 II 4x8 = 3x8 = 2x4 II 4 22 a3 5-- 24 25 26 6 727 28 8 .2%- 30 31 9 a2 33 10 34 11 35 36 Us _ 137
21 38 a9 20 '% 41
Us - 4x10 MT20HS=
3il2 =
18 42 43 44 4517 46 16 47 48 is 49
2x4 II 3h8 = 2x4 II
4x10 MT20HS=
50 51 1452 53 54 13
4x12 = 3x5 II
LOADING(psi)
SPACING- 240-0
CSI.
DEFL.
in goo) Ilde0 L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(-L)
0.80 17-18 >678 240
MT20
244/190
TCDL 7.0
LumberDOL 1.25
BC 0.63
Vert(CT)
-1.12 W-18 >485 180
MT20HS
1$7/143
BCLL 0.0
Rep Stress Inc NO
WB 0.92
Hom(CT)
021 13 n/a We
BCDL 10.0
Code FBC2017fIP12014
Matrix-S
Weight 479 to
FT = 20%
LUMBER-
BRACING.
'
TOP CHORD 2x4 SP No2 *Except'
TOP CHORD Structursl mod sheathing directly applied or 3-11-0 cc purlins, except
T2: 2x4 SPM 31
and ver0cals.
BOJ CHORD ZA SP M 31
BOT CHORD
Rigid ceiling directly applied or 7-2-2 oc bracing.
WEBS 2x4 SP No.3'Excepl'
W4: 2x4 SP No.2
,
SLIDER Left 2x8 SP No.2 241-1
'
REACTIONS. (size) 1=G-M (min. 0.1-8),13=Mechanical
Max Horst=167(LC 8)
Max Upli ti=1461(LC 5). 13=1644(LC 5)
Max Gmv1=3219(LC 1), 13=3456(LC 1)
FORCES. (Ib) - Max. Comp./Ma c Ten. -All forces 260 gb) or less except when shown.
TOP CHORD 1-2=7253f3383, 2.3- 719913387, 3-0=7313f3461,
4-22=10197/4894,
'
-me 3::19i:7r7
WEBS
NOTES-
1) 2-ply truss to be connected together with 1Dd (0.131 W) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-7.0 oc.
Bottom chords connected as follows: 2x4 -1 raw at 0-9.0 cc. \I l 11
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) AO loads are considered equally applied to all piles, except If noted as front (F) or back (3) few in the LOAD CASE(S) section. Ply to ply\\\ N M • B� //
connections have been provided to distribute only loads noted as (F) or (3), unless otherwise Indicated. \\
3) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat II; Exp C; Encl., GCpl=04 SQ'-�
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 Qj
4) Provide adequate drainage to prevem water m c / PE J
.>
5) Ali plates ere MT20 plates unless otherwise indicated. I
&gjf,�lM�n designed for a 10.0 psf bottom chord live load nonwnwrrent with any other live loads.
J013
Truss
Iruss ire
Plan 1833
18338LN
A110
MONO HIP 1 2
Job Reference (optional)
SwOienr Truss, FL Plerce, FL, 34951 - Run:8.2309 Or1212018 PnN: 8.230e OG21201B hLTe Iruluotrbs.lna M.Dec310726272018 Pe e2
ID:ny4imnjpmM8mTOZIUjw�}mfv-t9nPA0u8yLV3wuwou1¢PucpbbluTLgRYM1 Rmy3gCGO
NOTEs-
7) Referto ghder(s) for truss to buss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100lb uplift at)oint(s) except Qt=lb)1.1461, 13=1644.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)129 lb down and 233lb up at 8.0.0, 107 lb down and 150 lb up at 1110.12,
107 lb down and 150 lb up at 12-0-12,107 lb down and 150 lb up at 14-0-12, 107 lb down and 150 lb up at 16.0-12,107 lb down and 150 lb up at 18-0-12,107 lb down and 150
lb up at 20-0.12, 107 lb down and 150 lb up at 22-0-12,107 lb down and 1501b up at 24-0-12, 107 lb down and 160lb up at 26-0-12,107 No down and 150 lb up at 28-0.12, 107
lb down and 150 lb up at 30-0-12,107 lb down and 150 lb up at 32-0-12,1071b down and 150 lb up at 34-0-12,107In dovm and 150 lb up at 360-12,107 lb down and 150 lb
up at-38-0-12,107 lb down and 150 lb up at 40b12, and 107 lb down and 1501b up at 42-0-12, and 107.11a dolyn and 150 lb up at 44-0-12 on top chord, and 314 lb down and
164 lb up at 8-0-0, 801b down at 10-0-12, 80 lb down at 12-0-12, 80 lb down at 14-0-12, 80 lb dawn at 16-0-12, 80 lb down at 18-0-12, 80 lb down at 20-0.12, 80 lb down at
22-0.12, 80 lb down at 24-0-12, 80 lb down at 26-0.12, 80 lb down at 28-0-12, 80.lb down at 30-0-12, 80lb down at 32-0-12, 60 lb down at 34-0.12, 80 lb down at 36-0-12, 80
lb down at 38-0-12, 80 lb down at 40-0-12, and 80 lb down at 42-0.12, and 80 lb down at 44.0.12 an bottom chord. The design/selection of such connection device(s) Is the
responslbillty of others.
Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-0=54, 4-12-54, 1-13=20
Concentrated Loads fib)
v'
O
ruse type
Plan 1833
IN3&LN
e7GNSs
COMMON 1 2
Job Re(erenae (optipnal)
South MI., FL Platy, FL, a4951
7x8 MT20HS=
30,611 6xeM 0115= Iwo= M= =4 It
716 =
Dead Load Dell. =3M6 in
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in
Poe) Vdefl Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.96
Vert(LL) 0.27
9.10 >979 240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.78
Vert(CT) -0.42
9.10 5622 180
MT20HS
1871143
BCLL 0.0
Rep Stress Ina NO
WB 0.81
Hoa(CT) 0.12
7 n1a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Weight 286 to
FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP M 31 `Except'
TOP CHORD
Structural wood sheathing directly applied or 1-10-13 oc puriins.
T2: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 8-65 oc bracing.
BOT CHORD 2x6 SP M 26
WEBS 2x4 SP No.3 •Except-
W5: 2x4 SP M 31
SLIDER Left 2x4 SP No.3 3-9.15, Right 2x4 SP No.3 3-9-15
'
REACTIONS. (size) 1=0-8-0 (min. 0-3-9), 7=0-8-0 (min. 0-2-9)
Max Ham 1=a4(LC 27)
Max Upliftl=3101(LC 8), 7=2489(LC 9)
Max Gmvl=8568(LC 1), 7=6211(LC 1)
FORCES. Pb) - Max. Comp.11,1 . Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=18817/6821, 23=15379/5735, 34=12131/4722, 4.5=12127/4721,
55=14880/5996, 6-7=-1476515905
BOT CHORD 1-14=8284f17213,13-14=6284117213,1315=6284/17213, 12-15=-628M17213,
' 12.16=5262114l96,11-16-5252114196, 11-17-5252114196,10-17=5252114196,
10-18=5405113719, 9-18=5405113719, 8-9---5356113488, 7-8=5356/13488
WEBS 4-10=.350719088, 540=371911835, 5-9=1700/3602, 6-9- 3601434, 3-10=-0417/1489,
3-12--1330/4249, 2-12-3477/1186, 2-13=96513171
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131'x3) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-7.0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 03-0 oc.
Webs connected as follows: 2x4-1 raw at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) fats 1n the LOAD CASES) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been Considered for this design.
4) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=15ft; Cat. II; Exp C; Encl., GCp1=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60
5) AO plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except Qt=lb)1=3101,7=2
89.
6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)1622 lb down and 560 lb up at 2 \ �\ M • BL //
16131b down end 539 Ib up at 4-5-4.1613 lb down and 518lb up at 6-5-4, 16131b dawn and 5401b up at 8-54, 16131b down and#
up at 10-54, and 1652 to down and 714111 up at 125-0, and 3436lb down and 1664lb up at 14-4-8 on bottom chard. The
design/selection of such connection device(s) Is the responsibility of others.
1 LOAD CASEPE MR"
S) Standard f / , ...
a Continued on page 2
-01 ATE 7
1 �9/7U`
0c�
Job
runs
I raw I ype
Plan 1833
1a33W 9-
B70
COMMON 1 2
Jab Refen:nce o tionat
S rn TFUW . FL Wince, FL, 34951
RYm 8a sO M Zola Pant amo a out 21 Zolaco NaY9NaB�a1G moo.aoa, 67.2w3e <�,o ru
ID:ny4lmnjpmNj8mTCOU2wcynijv�LLnNkvmJkwYe5D1SUeRpxiPQnM4JQbd)iz yd G7
LOAD DASE(S) Standard
1) Dead +Rcof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-4=54, 4-7=54,1-7=20
Concentrated Loads Qb)
Vert9=-3436(B)13=1613(B)14=1622(B)15=1613(13)16=1613(B)17=1613(8)18-1652(B)
Joe
I MSS
N65 ype
Plan 1933
1a339-LN
B2E
(L1aLE
1 1
Job Reference o tlonel
eO1R TN .rc M., rL, 34e51
i
win: a,ssu a man suln rmrc aLJe a cm n sole mi i ax inoumea, mu
ID:ny4lmnjpmNSmTQZIU17wcynljv-LLLnNk.JfdwYe5D1SUaRpxtEQxd4UF�1cOm VDy3 07
4x4 =
21 20 19 1a 17 16 15 14 13 12
3x4 =
I$
.LOADING(pso
SPACING-
24)-0
CSI.
DEFL In
Qoc) Ildeg Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.27
Ver(LL) ma,
n/a 999
MT20 244/1gO
TCDL 7.0
I
LumberDOL
1.25
BC 0.19
I
Vert(CT) n1a
I
n/a 999
I
BCLL 0.0
Rep Stress Ina-
NO
WB 0.12
HOrt(CT) -0.01
12 n/a We
BCDL 10.0
Code FBC2017frP12014
Matrix-S
Weightl051b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 10-0-0 oc purims.
BOT CHORD 2x4 SIP No2
BOT CHORD
Rigid ceiling directly applied or B-0-0 ac bracing.
OTHERS 2x45P No.3
REACTIONS. All bearings 20.6-0.
Qb)- Max Horz21=86(LC10)
Max Uplift -All uplift 100 ro or less stjoint(s) 17,19, 20,15, 14, 13 except 21=-123(LC 8), 12=127([_C 9)
Max Grav All reactions 250 lb or less at Icings) 17.19,20,15,14,13 except 16=304(LC 1), 21=351(LC 17).
12=351(LC 18)
FORCES. Qb) - Max. CompJMax. Ten. -AII forces 250 Qb) cr less except when shown.
TOP CHORD 1.2-1141264,10-11=1111264
WEBS 6-16=26310
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=42psF, BCDL=5.0psh h=15ft; Cat. II; Exp C; End., 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 face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 1x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 2k0 oc.
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other We loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17, 19, 20,15,14. 13
except at -lb) 21 =1 23,12=127.
8) Non Standard bearing condition. Review required.
LOAD CASES) Standard
z: PE7 �
d 1
r ATE /
--dy-�9,��,�
//X///sSZOIAL�EN�\\�\
Job
nlss
ruse two
UtIf
Plan 18e33
1a331LN
C1
HP
bRferece Donal
„uas. KR.FL_ U., nun: aetua Dot 21Zola
P = 8230 s 04212018 Mlrek Indmalee, (no. Mon Dec 3107:26:392018 Pege"t
ID: ny4knnipmN18mTQZIUjlwcynl)v-pYvAb3wO4zln9ogPb97Lzi Ux193gpv5rAfWY2gyuG_
l 74.11 I IG-Go I 12_V I 14-&5 I 22-0 ,
7-2-11 2.95 2.0.0 2-&s 7-2-11
Dead Load Dail.- 51161b
4x4 =
4x4 =
=1 = 3x4'=
inn 1aa toga I uaa I zoaa z�akaze-aa 1
Plate Offsets (X;YI- f1:0-1-14.0-0-21
11:0.0.01321
f6:0.0-01-3-21 I6•D-1-14 gb
I8:D-3-8 0.341
LOADING(Psf)
SPACING- 24)-0
CSL
DEFL.
in
goo)
I/defi
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.74
Vert(LL)
-027
6-7
>963
240
MT20 244/190
TOOL 7.0
Lumber DOL 1.26
BC 0.97
Vert(CT)
-0.66
1.8
>460
180
BCLL. 0.0
Rep Stress Ina YES
WB 0.14
Horz(CT)
0.04
6
n1a
nla
BCDL 10.0
Code FSC201TrrP120i4
MatdxS
Weight 971b FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left 2z6 SP No.2, Right 2x6 SP No.2
REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 6=0.6-0 (min. U-1-8)
Max Horz1=76(LC 11)
Max UpIi81=265(1-C 8), 6=265(LC 9)
Max Gmv1=789(LC 1), 6=789(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-6-10 cc pudins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 octracing.
FORCES. gb) - Max. CompJMax. Ten. -Ali forces 250 (Ib) or less except when she=.
TOP CHORD 1-2=-1428/476, 23- 1167/363, 34=1033/J38, 45=1167/363, 55=1428/477
BOT CHORD 1-8=43411264, 7-8=207/1033, 6.7=-358/1264
WEBS 2-8-369/327, 3-8=1501375, 4-7-161/375, 5-7=369/327
NOTES.
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3secand gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=15ft; 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 pending.
4) This truss has been designed for a 10.0 psf bottom chard live load nonconcumem with arty other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except Qt=1b)1=265,
6=265.
LOAD CASE(S) Standard
XrENg
/ PE 7 �
/ 1
I =
o tt FATE /
��'�• mac'—dy-�9,�a7�
mac``-'4ORto ����
Job
NaaJUTY
N55 ype
y
Plan 1B33
183384.N
C2
HIP
7 1
Job Reference (optionall
aaYNam TNae, Pt Pince, FL, 3401 MMe.7-4090421 PoteMMU. U9U[21 LU1e Mn eKmaUsma;mm men veou, ,,,:ao:o
ID:ny4imnjpmNj8mTOZIUfjwcynfjv-pYvAb3wO49n9ogPb97tz1Utrg68pxNrAfWY2 G_
8-0e 14-0.0 22-0e
aao I rTo-0 I aao
Dead Load Dart-3/161n
415 = 4x8 =
Us II 3X4 = 3x4 = 10 II 3x9 It
1-ee 1L0 sea . 1460 zoao z1-0,oauo
� .nn—GT axn I eaa I sa.o _ d ioa
Plate Offsets C(YI— 11:0-0-01J-21
11:0-1-04 041-21
I2:0-2-12 0-2-01 13:0-&4
0-2-01
14.0.1-14 0-0-21
14.0-401321
LOADING(pst)
SPACING- 24)-0
CSI.
DEFL
in
Qoc)
I/deB
'Id
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO
0.98
Vert(LL)
_013
4-5
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.81
Vert(CT)
_029
4S
>871
180
BCLL 0.0
Rep Stress Ina YES
WB
0.12
Horz(CT)
0.04
4
n/a
n/a
BCDL 10.0
Code F8C2017/TP12014
MatrixS
Weight 91 Ib
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2, Right 2x6 SP No.2
REACTIONS. , (size) 1=0-8-0 (min. 0-1-8), 4=6&0 (min. 0-1-8)
Max Horz1=61(LC 11)
Max Upli01=246(LC 8), 4=-246(LC 9)
Max Grav1=789(LC 1), 4=789(LC 1)
FORCES. Qb)- Max CompJMax Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 1-2=13BW437, 23=-1229/449, 3-0=1397/438
BOT CHORD 1-7=330/1222, 6-7�325/1229, 5E--32511229, 4-5=328/1222
WEBS 2-7=01290, 3-5=01290
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 10-" as bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vug=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=S.Opsh h=15% Cat II; Ej p 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) This fuss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
5) Provide mechanical connection (by others) of fuss to bearing pate capable of withstanding 100 ib uplift at joint(s) except Ql=lb)1=246,
4-246.
LOAD CASE(S) Standard
J00
IMSS
msa ypa
y
Plan 1833
1833 kN
C30
HIP
1 1
Job Reference o tional
v'
6=u w Tm... K M., FL, 34951 Run:a230a Ocr212018PMt8230s Ge1212018MTek Inaumw.ire Man 1xc81 ur:ea::w LUha r e1
ID:ny4lmnipmNj8mTOZlUllcyn wl)v-pWAb3wO4zln9ogPb87tz1U7mg8SpgwAfVN2gy3 G_
1-I-0 6.0-0 I >8A 11-0-0 i6-0-0 I 2D."
b-0
4I 5-0-0
4x4 =
3x8 =
4x4 =
Dead Load Deff. -1H8In
4x9\\ 4xe= - 1x411 418= 4)0/p
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL in
(loc) Udell Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.48
Vert(LL) 0.12
11 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
Sc 0.66
Vert(CT) -0.17
9-11 >999 180
BCLL 0.0
Rep Strew Ina
NO
WB 0.54
Horz(CT) 0.04
8. n/a nla
BCDL . 10.0
Code FBC2017/TPI2014
Matrix-S
Weight 107 to FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-1-13 oc pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-7-13 no bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 13=0.8-0 (min. 0-1.8), 8=041-0 (min. 0-1-8)
Max Hors 13=46(LC 8)
Max Upliftl3=534(LC 8), 8=533(LC 9)
Max Gravl3=1146(LC 1), 8=1146(LC 1)
FORCES. (Ib) - Max. Comp./Mu. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23=18131911, 3.14=1640/867,14-15=16391867, 4-15=-16391867, 4.16=1640/867,
16-17=1640/867,5.17=-16401867,5-6=18131910
BOT CHORD 12-18=109812243, 18-19=109812243,11-19=109812243, 10-11=109812243,
10.2D=1098/2243, 9-2D=-109812243
WEBS 3-12=51394, 4.12--7131365, 4-11=0/309, 4-9=-7121365, 5-9=51394, 2-13=-1025I560,
2-12--68111414, 63=10261559, 6-9-681I1414
NOTES-
1) Unbalanced roof live loads have been considered -for this design.
2) Wind: ASCE 7-1 D; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; 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) This truss has been designed for a 10.0 pat bottom chord five load noncencurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate cypable of withstanding 100lb uplift atjolyd(s) except W-4b)13=534,
8=533.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)165 Ib down and 246 lb up at 6-D-0, 55
lb down and 107111 up at 8-0-12, 55111 down and 107 lb up at 10-0-12, 55 lb down and 107 lb up at 11-11-4, and 55 lb down and 107 lb up
at 13-11-4, and 166lb down and 246 lb up at 16-M on top chord, and 84 t h down at 6.0-0, 41 lb down at 8-0.12, 41111 down at 10-0-12.
41 It, down at 11-11.4, and 41 lb down at 13-11-4, and 84 lb down at 15.11-4 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 (B).
LOAD CASE(S) Standard
1) Dead + Roof-Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pif)
Vert 1-3=54, 3.6--54, 5.7=54, 1-7=-20
ConcenbarL' ( 3=-119(B) 6=119(B)10=-27(B)12=49(B) 9=-49(B)14=55(B)15=55(B) 76=-65(B)17=55(B)18=27(B)19=27(B)
20=27(B) �Q' ��GEN$�.`��/i
_ i
(f PE 761 �1
O ; ;ATE
NNFAAI IL
11X \ \1\\\\
Job
Nss
Iruss lype
Plan tai3
1933a&W
CJB
JACK 2 1
Job Reference o 0onal
Smdwrn Talw, Ft. Pierce. FL., 34951
I
Plate Offsets MY)- 12:0-0-8.0.1-121
(5:0.1-1 g 1.8.81,
f80-0.0
0.1-121
'
LOADING(psf)
SPACING- 2.0-0
CSI.
DEFL
in
000)
We
Lld
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.53
Vert(LL)
-0.07
4.5
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.35
Vert(CT)
-0.10
4-5
>798
1S0
BCLL 0.0
Rep Stress lncr NO
WB 0.08
Horz(CT)
-0.03
3
me
nla
BCDL 10.0
Code FBC2017rrP12014
Matrix-P
Weight 261b
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical,4=Mechanical, 5=0-11-5 (min. 0-1-8)
Max Ho¢5=123(LC 4)
Max Up1183=-125(LC 4), 5=166(LC 20)
Max Grev3=141(LC 1), 4-99(LC 3), 5=254(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
WEBS 25=263I275
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vosd=124mph; TCDL=4.2pet, BCDL=S.OpsF, h=15R; Cal. II; Exp C; End., GCpi=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 nonconcorent 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 atjoint(s) except Qt=lb) 3=125,
5=166.
5) Hanger(s) or other connection devices) shag be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11-0, 30
lb down and 110 lb up at 2-11-0, and 26 lb down and 521b up at 5-S-15, and 26 lb down and 52 lb up at 5-8-15 an top chord, and 71 lb up
at 2-11-0. 71 to up at 2-11-0, and 5lb down and 2lb up at 5-8-15. and 5lb down and 2lb up at 5-8-15 on bottom chord. The
designlsetedlon 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 (pif)
Vert "=-54,1.4=20
Concentrated Loads Qb)
Vert 6=72(F=36, 8=36) 8=94(F=47, B=47)
0
Job
IMM
1russ lype
Plan tali
183343IN
CJa
jQtY JFIY
JACK 3 1
Job Reference(optional)
SouNem Truss, FL Ml . FL, 34951
3x6 II 3,4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL in
(loc) Well Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL
1.25
TO 0.48
Ved(LL) -0.03
6-7 >999 240
M1720 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.53
Vert(CT) -0.06
6-7 >999 180
BCLL 0.0
Rep Stress Ina
NO
WB 0.16
Ham(CT) -0.04
4 nla n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -Weight
Weight 43 lb FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No2
TOP CHORD
Structural wood sheathing dlrec0y applied or 6-0-0 oc purths.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 4—Mechanical, 8=0-11-5 (min. 0-1.8), 6-Mechanical
Max Hmz8=1S4(LC 20)
Max UpIIR4=79(LC 4). 8=200(1-C 4), 6=147(1_C 4)
Max Gmv4=99(LC 1), 8=370(LC 1), 6=289(LC 1)
FORCES. Qb) - Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=362J152, 2-9=4141186, 9-10= 4181195, 3-10=.975/187
BOT CHORD 1�=1451365, 8-12=2551365, 12-13=2661366, 7-13=-2551365, 7-14=2551365,
6-14=-2551365
WEBS 2-=279/227, 3.6= 432/3g2
NOTES-
1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.Opst; h=15$ Cat II; Exp C; End., GCp1=0.18;
MWFRS (envelope); Lumber. DOL-1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pal bottom chord live lead nonconcument with any other the 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 Ito uplift at joint(s) 4 except QL=1b) 8=200,
6=147.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30lb doom and 110 lb up of 2-11.0, 30
Ib down and 1101b up at 2-11-0, 261b down and 52lb up at 5815, 261b down and 521b up at 5-8-15, and 561b down and 1071b up at
8-6.14, and 581b down and 1071b up at 6-6-14 on tap chord, and 71 Ib up at 2-11-0, 71 Ib up at 2-11-0, 51b down and 2lb up at 5-8.16,
5lb down and 2lb up at 5-8-15, and 261b down at 8-6-14, and 26 lb down at 8-6-14 on bottom chord. The designlselectlon of such
connection devices) 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 (pit)
Vert: 1-4=54, 1-5=20
Concentrated Loads (Ib)
Vert 9=72(F=36, B=36)11=45(17=-33, B=-33)12=94(F=47, B=47)14=-07(F=-19, B=19)
X:: / PE7
1 1
1
r ATE /
Job
Imes
Plan 1833
1833&LN
ME
GABLE
JVW jVIY
t 1
Job Reference (optional)
Southern Nse, FL P enxr, FL, 349 1
&noa Oe1212018P t&230a Oc/212018 Nrrek 0Wus01ei Irw Mon Dee 31 07:26AI 2018 Peet
ID:ny4lmnjpmNjSmTOZIUjwcynljv-mwlwltyeca7VP5gojal L3820PeyOHrO8dz7e5Yy4XFy
4x4 =
8 7 6
1x4 It 1x4 II 1x4 It
1,
,LOADING(psO
SPACING-
241-0
CSI.
DEFL In
Qoc) Vdefl Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.28
Vert(LL) nla
- nla 999
W20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.18
I
Vert(CT) We
- nfa 999
BCLL 0.0
Rep Stress Ina
NO
WS 0.05
Horz(CT) -0.00
6 n1a nla
BCDL 10.0
Code FBC2017RPI2014
Mabix-S
Weight: 40 lb FT = 20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No2
TOP.CHORD
Structural wood sheathing directly applied or 10-D-0 oc pudins. '
BOT CHORD 2x4 SP No2
SOT CHORD
Rigid ceiling directly applied or 6-" oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 7=841-0 (min. 0-1-8), 8=8-8-0 (min: 0-1.8), 6=6&0 (min. 0-1-8)
Max Ho28=41(LC 8)
Max Uplift? 19(1_C 8), 8=160(LC 8), 6=-161(LC 9)
Max Gtav7=226(LC 1), 8=348(LC 17), 6=348(LC 18)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 1-2-921282, 4-5>911282
NOTES-
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7.10; Vol t=160mph (3•second gust) Vasd=124mph; TCDL=4.2psf; 13CDL=5.OpsF h=158; Cat. It: Exp C; End., GCpi=0.18;
MWFRS (emelope); 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 face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSUfPI 1.
4) Gable studs spaced at 2-D•0 am
5) This truss has been designed for a 10.0 psf bottom chord live load nonconwnentwith any other live loads.
6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift atjoird(s) 7 except Qt=ib) 8=160,
6=161.
7) Non Standard beating condition. Review required.
LOAD CASE(S) Standard
0
N5S
N56 ype
Plan 1833
1a33$W
M
COMMON
2 t
Job Reference o Gonal
�,.�.,�„ „-"' -• "���• ... ID.ny4imn)pmNIBmTQZloi6w r,17—m ;udh ca4VP5gaJaiL3SZPVeyyHrPBdYleSv)(Fy
34/-0 6-0-0
341D 10-0
4x4 =
5.00 F12 2
m
2x4 11 , 20 11
J.OADING(psf)
SPACING-
2-0-0
CSL
DEFL
In
(loc)
Well
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.20
Vert(LL)
-0.01
5
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.15
Vert(CT)
.0.03.
5
>999
180
BCLL 0.0
Rep Stress Ina
YES
WB 0.03
Hort(CT)
0.00
4
nla
n/a
BCDL 10.0
Code FBC2017frP12014
MatmaR
Weight 24 lb FT=20°%
LUMBER--
BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied of 6-0-0 oc purllns, except
BOT CHORD 2x4 SP No2 end verticals.
WEBS 2x4 SP No3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 6=D-8.0 (min. 0-1-8), 4=0-8-0 (min. 0-1-B)
Max Horz6=22(LC 11)
. Max Upl'dt6=-69(LC 8), 4=69(LC 9)
Max Grav6=211(LC 1).4=211(LC 1)
FORCES. (lb) - Max. CompJMex. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wlnd: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL-S.Opsf; h=15$ Cat II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
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 atJoint(s) 6, 4.
LOAD CASE(S) Standard
i
PE 7`1 _
.{Z171 =
1 1
SOR'A , /LNG
job
Ttuss
Imas type
Poan 1a33
ts33&LN
J2
JACK to t
Job Reference tional
' "' ID:ny4imnjpmNjBmTOZIUjjwcynljv-mw7Wlfyece7VP5gaja1L3S71tdevHr58dz?e5V XFy
1-4-0 2-0-0
LOADING(psf)
SPACING-
240-0
CSI.
DEFL in
QW) Udell Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.07
Vert(LL) 0.00
5 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.06
Vert(CT) 0.00
5 >999 180
BCLL 0.0
Rep Stress Ina
YES
WB 0.02
Horz(CT) -D.00
3 nla We
BCOL 10.0
Code FBC2017/TP12014
Maw-P
Weight 7lb, FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Sbuotural wood sheathing directly applied or 24).0 oc pudns.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
`a
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8)
Max Horz5=43(_C 8)
Max UpIM3=34(LC 1), 4=-03(LC 1), 5=66(1_C 8)
Max Gmv4=5(LC 8), 5-223(LC 1)
FORCES. Qb) - Max CompJMax Ten. - All forces 250 (lb) or fens except when shown.
NOTES-
1) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=4.2W. BCDL=5.Opst h=15$ Cat 11; Exp C; End, GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This buss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads.
3) Referto girder(s) for truss to truss connections.
4) Provide mechanlwl connection (by others) of buss to bearing plate capable of withstanding 1001b uplift atjoint(s) 3, 4, 5.
LOAD CASE(S) Standard
ENs
xz J PE7�
1
may-�9
4C %„
i �� ���4 ORt?) V ��
OI
russ
Truss IYP8
Plan 1833
1833$LN
J4
JACK
10 1
Job Reference optional)
mumem � mm. r� riew, r�.,.wam
LOADING(psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0 CSL
Plate Grip DOL 1.25 TC 0.09
Lumber DOL 1.25 BC 0.07
Rep Stress lnor YES WB 0.03
Code FBC2017fTP12014 Matrix-P
DEFL in
Vert(LL) -0.00
Vert(CT) -0.00
Hom(CT) -0.00
(loc) 1/dell Ud
45 >999 240
45 >999 180
3 nfa We
PLATES GRIP
MT20 2441190
Weight 13 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc puriins.
BOT CHORD 2x4 SP No.2
BOY CHORD
Rigid ceiling directly applied or 10-0-0 or: bracing.
WEBB 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-9-0 (min.0-1-8)
Max H=6=83(LC 8)
Max UpliO3=59(LC 8), 5=-66(LC 8)
Max Grav3=54(1-0 1), 4=40(LC 3), 5=220(LC 1)
FORCES. (lb) - 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=4.2psf, BCDL=5.0ps , h=151t Cat II; Exp C; End., GCpi=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 nonconcummtwith 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 10016 uplift at)oint(s) 3, 5.
LOAD CASE(S) Standard
Job
Truss
iruss lype
P 1a33
1833 WA
is
ILAY itY
JACK 12 1
,lob Reference o tlonel
oa ..,ems, 1111e.. r�...weo,
LOADING psf)
20.0
SPACING- 2-0-0
CSL
DEFL in
( loc VdefI Lld
PLATES GRIP
TCLL
Plate Grip DOL 1.25
TC 0.26
Vert(LL) -0.02
45 >999 240
MT20 244/193
TCDL 7.0
Lumber DOL 1.25
BC 0.20
Vert(CT) -0.04
4S >999 180
SCLL 0.0
Rep Stress Ina YES
WS 0.06
Horz(CT) -0.02
3 We We
SCDL 10.0
Code FBC2017frP12014
MahtKc P
Weight 191b FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOTCHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-D-0 oc bracing.
WEBS 2x4 SP No.3
'
REACTIONS. (size) 3--Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8)
Max HO=5=124(LC 8)
Max UpIWM--104(LC 8), 5=85(LC 8)
'
Max Grav3=109(LC 1), 4-81(LC 3), 5=283(LC 1)
FORCES. Qb) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst,, BCDL=S.Opsh h=15ft; 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 nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift atjoint(s) 5 except Qt--lb) 3=104,
LOAD CASE(S) Standard
Imes lype
PIar11833
r1833EiN
A
JACK
38 1
Job Reference (optional)
=ouu,4m � mac, r� Welts, r�:, 44a>1
nun:aZwa r%t212a18RiM:6330aO 31 ZO18 NLTeK ImlastrMs,Inc Men Uenal a7:26:422016
ID:ny4lmn)pmNi8mTOLUjwcynt)v-E6a1D5yHNu7LOFP_GQabMU720BOHgH--k--.,— x
1h0 8-0-0
1�o I 6-e-0 i
MU
Dead Load Deff. -1/81d
Plate OffsetsMY) - 12:0-0.12.0.1-121f5:0-1-01.2-01,15:0-0-0
0-1-121
"
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL
in
Qoc)
Wall
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.61
Vert(LL)
0.10
4-5
>766
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
SC 0.47
Vert(CT)
-0.18
4-5
>444
180 1
BCLL 0.0
Rep Stress Ina YES
WEI 0.09
Horz(CT)
-0.06
3
Na
rda
BCDL 10.0
Code FBC20171TP12014
Matrix-P
Weight 26 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 3--Mechanical, 4=11dIechanical, 5=0.8-0 (min. 0.1-8)
Max Horz5=165(LC 8)
Max UpliO3=147(LC 8), 5=106(LC 8)
Max Gmv3=161(LC 1), 4=120(LC 3), 5=353(LC 1)
FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
WEBS 2.6=319/300
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 ocpudins.
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=4.2pst SCDL=5.0ps , h=15tt Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girders) for truss to truss connections.
' 4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 10011, uplift atf olnt(s) except at -lb) 3=147,
5=106.
LOAD CASE(S) Standard
PE 7
I 1
`- r2TATS �
Job
russ
Iruss Iva
1933
i833$LN
V3
ILKY 1MY%aa
VALLEY 1 1
Jab Reference o tlonal
.l Mem 1MS. MMCm r�.,L bl
2x4
rmm n. [ta,mnpinernm:a.wua c naia m,lea mau7LOF,no- Loaf6cm2„B13H.dkr .a e,
ID:ny4imnjpmNjBmTOZIVIjwcynljv-E6eID5yHNu7LOFP_GIZaM6cm2JF013HsdkCd Fz
20 II
2
3
.LOADING(psf)
SPACING- 24)-0
CSI.
DEFL in
Qoc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.11
Vert(LL) n!a
- n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.08
Vert(CT) We
- Na 999
BCLL 0.0
Rep Stress Inca YES
WB 0.00
Horz(CT) 0.00
We Na
SCOL 10.0
Code FBC2017fTP12014
Matrix-P
- Weight 9lb FT = 20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0.0 oc pudins, except
BOT CHORD 2x4 SP No.3
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=3-0-0 (min. 0-1-8), 3=3-0-0 (min. OA-8)
Max H=1=44(LC 8)
Max Upliftt=24(LC 8), 3=42(LC 8)
Max Grev1=79(LC 1), 3=79(LC 1)
FORCES. (lb)- Max CcmpJMax Ten. -All forces 250 Qb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ik CaL II; 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 nonconcurrent vAth any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstanding 100lb uplift stjoint(s)1, 3.
LOAD CASE(S) Standard
job
IF
NSs
Nee ype
Plan a33
183384N
VALLEY 1 1
Job Reference o Gonal
awmcn r,usa, r,. ne,w. ram, wm,
3x4 =
5.00 12 2
1
BI
2W G
2x4
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ilde8 Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 125 TC 0.04 Vert(LL) rda - Na 999 MT20 244N90
TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) rda - me 999
BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 We Na
BCDL 10.0 Coda FBC2017/TPI2014 Matrix-P Weight 10lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4)-0 oc puriins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=440-0 (min. D."), 3=4-G-0 (min. 0-1.8)
Max Haz1=-10(LC 9)
Max Upllft1>33(LC 8), 3-33(LC 9) .
Max Gmvl=94(LC 1), 3=94(LC 1)
FORCES. (lb)- Max. Comp.lMax. Ten. -All forces 25D Qb) or less except when shown.
NOTES-
1) Unbalanced roof five loads have been considered for 0ds design.
2) Wind: ASCE 7-10; Vult--160mph (3-secand gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf,, h=15R, Cat. II; Fxp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load noncancurrentwith any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 3.
LOAD CASE(S) Standard
mee
Mss ype
IF
Plan 1833
18334" Vs
VALLEY 1
I
Job Reference o tional
ID:ny4MnjWmfiW 021Ujjwcynljv-iJBgORzvBBFCeP_Ag74p8tf i5RbLILIRSHUTARy3XFw
2
3
g4 G 2x4 It
LOADING(psi)
SPACING- 24)-0
CSL
DEFL. in (loc) Ildeil Ud
PLATES GRIP
TCLL 20.0
Plate Grip OOL 1.25
TO 0.45
Vert(LL) n1a - We 999
MT20 2441190
TOOL 7.0
Lumber DOL 1.25
BC 0.35
Vert(CT) We - n/a 999
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT) 0.00 rda nfa
BCDL 10.0
Code FBC2017frP12014
Matrix-P
Weight 171b FT=20%
LUMBER -
TOP CHORD 2x4 SP No.3
SOT CHORD 2x4 SP No.3
WEBS 2x4 SP N0.3
REACTIONS. (size) 1=5-0-0 (min. 0-1-8), 3=5-0-0 (min. 0-1-8)
Max Hwz1=85(LC 8)
Max Upliftl=-46(LC 8), 3=82(LC 8)
Max Gmvl=153(LC 1). 3=163(LC 1)
FORCES. Qb) - Max. CompJMax.Ten. -All farces 250(Ib) orless exceptwhen shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6.0-0 0o pudins, except
end verticals.
BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL-5.0psf; h=151Y, CaL II; 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 nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oinf(s)1, 3.
I LOAD CASE(S) Standard
r / PE7j?
0 ATE /
N
Job
truss
Iruss lype Qty Flyplan
1833
1e33-B-LN
1
V7
VALLEY t 1
..____�__ .--...___..
_.__.
Job Reference (optional)
IDary4imnjpmNjemTDZiUjjwcynljvdJegDRzveBFCeP_Aq?4p8tl8cReEIIRRSHUTARyi w
5 4
2YA U4 II 20 II
.LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
In
goo) 1/dafl
L/d
PLATES GRIP
TCLL 20.0
Flats Grip DOL 1.25
TC 0.22
Vert(LL)
Na
- rda
999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.16
Vert(CT)
n/a
- n/a
999
BCLL 0.0
Rep Stress Ina YES
WB 0.06
Hmz(CT)
0.00
rda
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix-P
Weight 251b FT=20%
LUMBER -
TOP CHORD 2x4 SP No.3
SOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=7-OA (min. 0-1-8), 4-7-M (min. 0-1-8).5=7-0-0 (min. 0.1.8)
Max Harz1=126(LC 8)
Max Upl'dt4=52(LC 8), 5=152(LC 8)
Max Grav1=70(LC 1), 4=98(LC 1), 5=285(LC 1)
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 0o pudins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES.
1) Wind: ASCE 7-10; Vuit=lSOmph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat II; Exp C; End., GCpi=0.18;
NWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord beating.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcu ent with any other live lands.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except at -lb) 5=152.
LOAD CASE(S) Standard
Job
russ
Truss I ypa
Fly
Pien 1833
1a93a-W
Va
VALLEY
1 1
dob Reference (optional)
4x4 =
2
4
2x4 0 1x4 11 2x4 c
8-0-0
.LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL
In Qoc)
Vdeff
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.28
Vert(LL)
We -
n/a
999
W120 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.18
Verl(CT)
n/a -
n/a
999
BCLL 0.0
Rep Stress Ina YES
WB 0.03
Hom(CT)
0.00 3
We
Na
BCDL 10.0
Code FBC2017rM2014
Matrix-P
Weight 24lb FT=20%
v
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M oe pudins.
SOT CHORD 2x4 SP No.3 BOT CHORD Rigid wiling directly applied a 10-0.0 oc tracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=8-" (min. 0-1-8), 3=8.0-0 (min. 0-1.8), 4-8.0-0 (min. 0-1-8)
Max Horz 1=25(LC B)
Max Upliftl=S8(LC 8), 3=52(LC 9), 4=52(LC 8)
Max Grav1=118(A 1). 3=118(LC 1), 4=248(LC 1)
FORCES. Qb) - Max. Comp.IMax Ten. -AO forces 250 Vol or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult--Mmph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat II; Exp C; End., GCPI=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing. -
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with arty other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 3, 4.
LOAD CASE(S) Standard
a
/ jA 7
I l
ATE /
%�-4oRID_Qi
Job
Tniss
N5s ype
Plan 933
1e33-B-LN
VIP
GABLE
1 1
Job Reference o tlonel
JOUIr m 1Nss, 11"v r4.d .'
ID.ny4imn)pmNJBmTOZIUDhWnliv4degORiv86FCeP Ag74pfl�GRcOIk8R5Fi111i�RydXFw
3
5 4
2K4 1x4 11 2K4 II
.LOADING(psf)
SPACING- 24}-0
CSI.
DEFL
In floc)
Well
Lid
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.38
Vert(LL)
Na -
Na
999
Mi20 244/190
TOOL 7.0
Lumber DOL 1.25
SG 0.28
Vert(CT)
We -
me
999
BCLL 0.0
Rep Stress I= YES
WB 0.07
Horz(CT)
0.00
n/a
nla
BCDL 10.0
Code FBC2017[rP12014
Matrix-S
Weight: 34 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP N0.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP N0.3
OTHERS 2x4 SP N0.3
REACTIONS. (size) 1=9-0-0 (min. 0-1-8), 4=9-0-0 (min. 0-1.8), 5=9-6-0 (min. 0-1.8)
Max Horz1=167(LC 8)
Max UPII114= 55(LC 8), 5=201(LC 8)
Max Gmvl=122(LC 1), 4=103(LC 1). 5476(LC 1)
FORCES. pb) - Max. ComplMax. Ten. -Ali forces 250 Qb) or less except when shown.
WEBS 2-5=2751252
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except
end verticels.
BOT CHORD Rigid wiling directly applied or 10-0.0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.OpA h=16ft; Cat. 11; 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 truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding. 100 lb uplift at)oint(s) 4 except (It=lb) 5=201.
LOAD CASE(S) Standard
\\\�\\p1�_ IBL/�9�_///
\GENgF.`���i
/ PE7 �1
I
�OROP9�``�
e
ruse
NyeType Uty Fly
IM
1saiBW
V12
VALLEY 1 i
Job Reference a donal
a--- ... �...........,o... ____. _. __..___._.__
ID:ny4imnjpmNjemTOZIUDwcynljv-U8gORMBFCeP_Ag74pHdgLRZg7IOR5HUlARy3 w
fi41-0 1241-0
4x4 =
2
4
3x4 1x4 II 3x4
LOADING(psf)
SPACING-
24)-0
CSI.
DEFL. In Poo) Well Ud
PLATES GRIP
TCLL
20.0
Plate Grip DOL
125
TC 0.57
Verl(LL)
nla
- We
999
MT20 2441190
TCDL
7.0
Lumber DOL
1.25
BC 0.45
Veit(CT)
nla
- Na
999
BCLL
0.0
Rep Stress Incr
YES
WB 0.06
Horz(CT)
0.00
3 nfa
rda
BCDL
10.0
Code FBC2017rrP12014
MatrixS
Weight 38lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD Structural woad sheathingg directly applied or 6-0-0 cc pudins.
BOT CHORD Rigid telling directly applied or 1G-" oc bracing.
REACTIONS. (size) 1=12-0-0 (min. 0-1-8), 3=12.0-0 (min. 0-1-8), 4=1240.0 (min. 0.1-0)
Max Hmz1=40(LC 10)
Max Upliftl=78(LC 8), 3=85(LC 9), 4=-115(LC 8)
Max Gmvl=175(LC 17), 3=175(LC 18), 4=439(LC 1)
FORCES. Qb) - Max Comp.IMax. Tan. - All forces 250 Qb) or less except when shown.
WEBS 2-0=-2881159
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult--160mph (3s oond gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15i ; CaL II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
' S) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoim(s)1, 3 except at --lb) 4=115.
LOAD CASE(S) Standard
(/ PE 761 �1
S//OINAlll0\`\\\\ 3
L. t
o
ruse
ruse yPe Y
PIan1933
i B-LH
v18
VALLEY 1 1
Job Refemnce o donal
5=YNBnI IN35, rL MClte. tl.. aGe=1 �: a[.w a w m jp. rinn =.cw a w �, c4,a m, a. •.w•,
- -' ID:ny4imnjpmNjBmTOZIUjlwrynljw{JBgQRzvBBFCe _Ag74p8Mk_RaNiLRSHUWRy3 w
B-0-0 I I
E-0-0 11-0-0
4x4 =
3x4 6 7 6 3x4 C
1x4 II ' IM It txb II
16 0-0
-LOADING(Psf)
SPACING-
2-D-0
CSI.
DEFL
In Qoc)
VdeO
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TO 027
Ved(LL)
Na -
Na
999
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.10
Vert(CT)
n/a -
We
999
BCLL 0.0
Rep Stress Ina
YES
WB 0.06
HOIz(CT)
0.00 5
n/a
Na
BCDL 10.0
Code FBC2017frP12014
Matrix-3
Weight 5516 FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 64)-0 cc pudins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid selling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 SP No.3 '
REACTIONS. All beatings 16-0-0.
Qb)- Max Horz1=-55(LC11)
Max Uplift All uplift 100 lb or less atjoint(s)1, 5, 7 except 8=175((.0 8). 6=-175(LC 9)
Max Gmv All reactions 250 lb or less atjoint(s)1, 5 except 7=262(LC 1), 6=318(LC.17), 6=318(LC 18)-
FORCES. Qb)- Max. CompJMax Ten. -All forces 250 Qb) or less exceptwhen shown.
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=S.Opsf; h=15f ; Cat II; Exp Q. Encl.. GCp1=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord beating.
4) This truss has been designed for a 10.0 psf bottom chord Ova load nonconwment with any other live loads.
5) Pmvida mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 5, 7 except at -lb)
' 8=175,6.175.
LOAD CASE(S) Standard
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LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in 0oc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.47
Vert(LL) We - nfe 999
LMO 2441190
TCDL 7.0
Lumber DOL 1.25
SC 0.34
Vert(CT) We - Na 999
BOLL 0.0
Rep Stress Ina YES
WB 0.08
Hoa(CT) 0.00 .5 n1a n!a
BCDL 10.0
Code FBC2017frP12014
Matrix-S
Weight 59lb FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudlns.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ce8ing directly applied or 10-0-0 oe bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 19-8-0.
(lb)- Max Hmzl=-69(LC 9)
Max Uplift All uplift 100lb or less atjoint(s)1. 5 except 8=-225(LC 8), 6=225(LC 9)-
Max Grav All reactions 250 Ib or less at joint(s)1, 5, 7 except 8=416(LC 17), 6=416(LC 18)
FORCES. 0b) - Max. CompJMax. Ten. - All forces 250 0b) or less except when shown.
WEBS 2-0=2991267,4-6=2991266
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vu8=160mph (3-aecond gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsh h=15ft; Cat II; Exp C; Encl., GCp"- .18:
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires con8nuous bottom chard bearing.
4) This truss has been designed for a 10.0 psi bottom chord live load noncencument with any other five loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 5 except at --lb) 8=225,
6=225.
LOAD CASE(S) Standard
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